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BRES2018-0006 Revision 1019 �.(..._•LC'r/E��4 n%"r1�.^ 1')1'Si:}t'F.' �. �,(,J PERMIT # PLAN LOCATION: Project Address: �� .� Project Description: Pool, Remodel, Add't, Elect, Plumb, Mech APN #: �6 _ � �� © — Z ,1 CCC ��L� al1Qs- (CJJA. , Applicant Name: U roS 3 Address: S L-� Clf� Pt� ^C. City, ST, Zip: vi� CGS S fie. Telephone: _h 3,.5 7-7 t • `C- Email: ` , IA-- ! r (� �� 6:•-• v a �2r J� � l Valuation of Project $ Contractor Name: CA New SFD Construction: Qz> a Address: 5-3 6�� I'1 c�e..��+ �� Conditioned Space SF City, St, Zip L� G+ 1 �ZS 3 1 Garage SF Telephone: 3e�1 Z�� Patio/Porch SF Email: -Z`�� C� c�✓L S� ( („ ,C .Cc71 Fire Sprinklers SF State Lie: City Bus Lic: Arch/Eng Name: ��r Construction Type: Q�� Occupancy: Address: `77570 s r ti\� L� Grading: City, St, Telephone: 6 d _3GO —71-V Bedrooms: Stories: #Units: Email: ILL' Z4--,, LAW ^� \ CO 6--* State Lic:Cr-7L['- City Bus Lic: Property Owner's Name:c C1�1 � New Commercial / Tenant Improvements: Address: 52 —7 Total Building SF City, ST, Zip �� j J �� 1Z) Construction Type: Occupancy: Telephone. Email:lA.�-c. fr.0 So C6 78495 CALLE TAMPICO LA QUINTA, CA 92253 760-777-7000 v EsGil A SAi LbLJilt C0MPany DATE: 10/2/2018 ❑ APPLICANT JURISDICTION: LA QUINTA wP-JURIS. PLAN CHECK #.: BRES2018-0006.REV SET: I PROJECT ADDRESS: 53205 HUMBOLDT BLVD PROJECT NAME: SFD REVISION, TRUSSES ETC., FOR McClure HOMES ® The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's BUILDING codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ❑ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. [❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: ® EsGil staff did not advise the applicant that the plan check has been completed. ❑ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: �� Telephone #: Date contacted: OnPerson } Email: Mail Telephone Fax ❑ REMARKS: By: Bert Domingo Enclosures: EsGil 9/25/2018 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 800 E. Florida Avenue, Hemet,. CA. 92543 (951) 766-8777 www.Sladdenengineering.com November 30, 2017 Project No. 544-17378 17-11-501 McClure Homes, LLC FI)ATE7, Oe � �1 'IA'�^ 52765 Claret Cove ING-& SAFETY DEPT. La Quinta, California 92253 Subject: Geotechnical Update CONSTRUCTION Project: Proposed Custom Residence 201 BY 53-205 Humboldt Avenue a-- The Madison Club �$ La Quinta, Califomia Ref: Geotechnical Investigation report prepared by Sladden Engineering dated January 28, 2005; Project No. 544-4810, Report No. 05-01-101 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated March 2, 2006; Project No. 522-4810; Report No. 06-02-120 As requested, we have reviewed the above referenced geotecltnical reports as they relate to the design and construction of the proposed custom residence to be to be constructed at 53-205 Humboldt Avenue within the Madison Club development in the City of La Quinta, California. It is our understanding that the proposed residential structure will be of relatively lightweight wood -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The subject lot was previously graded during the rough grading of the Madison Club project site. The rough grading included over -excavation and recompaction of the native surface soil along with the placement of engineered fill material to construct the building pads. The site grading is summarized in the referenced report of Testing and Observation During Rough Grading along with the compaction test results. Because the lot has been previously rough graded, the remedial grading required at this time should be minimal provided that the building areas fall within the previously assumed building envelopes. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction prior to fill placement. The previously removed soil and any fill material should be placed in thin lifts at near optto moisture content and compacted to at least 90 percent relative compaction_ RECEIVED MAY 2 3 2018 >UN OF 1� QUIN-rA ve I DEVELOPMENT caMMt�r�mr o��o��>CNr Sla(Men Enghieerh September 21, 2017 -2- Project No. 544-17291 17-09-392 The referenced reports include recommendations pertaining to the design and construction of residential structure foundations. The previous reports also address the potential for liquefaction, subsidence and differential settlement. Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure foundations. The allowable bearing pressures recommended in the referenced Geotechnical Investigation report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.48 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.33 times the normal dead load forces. The bearing soil is generally non -expansive and falls within the "very low" expansion category in accordance with the 2016 (CBC) classification criteria. Sladden has reviewed the 2016 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structure. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2016 CBC or ASCE7. According to the 2016 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2016 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): 1/11/I11 Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1): 1.543g Si (Figure 1613.3.1): 0.729g Fa (Table 1613.3.3(1)): 1.0 Fv (Table 1613.5.3(2)): 1.5 Sms (Equation 16-37 f Fa X Ssj): 1.543g SmI (Equation 16-38 (Fv X Si)): 1.093g SDS (Equation 16-39 (2/3 X Sms]): 1.029g SDI (Equation 16-40 f2/3 X SmI]): 0.729g Seismic Design Category: D Sladden Engineering September 21, 2017 -3- Project No. 544-17291 17-09-392 We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson Principal Engineer No. C453a9 m Exp.9/3o/ia M o= CIVIL SER/gvm ENGINEERING �6, OF Copies: 4/McClure Homes, LLC Sladden Enj ineerin;j Please verify that soils reports contain att of flee alcove information. In addition, to as continuity between the investigation/reporting stage and the execution stage, please use the following checklist to verify that the conclusions and recommendations in the report cover all the required elements. Only then can wa be assured that the construction documents address all of the site soil conditions. La Quinta OeoteGhnicall Report Checklist Does the "Conclusions and Recommendations" section of the report address each of the following criteria? "Address" means; (a) the criterion is considered significant and mitigation measures) no or, (b) the criterion is considered insignificant and explicitly so stated_ s .1130 C�iterlon 13 Foundation criteria based upon bearing capacity of natural or compacted soil. 0 Foundation criteria to mitigate the effects of expansive soils. ® Foundation criteria based upon bearing capacity. of natural or compacted soil. ® Foundation criteria to mitigate the effects of liquefaction. E3 Foundation criteria to mitigate the effects of seismically induced differential settlement. ® Foundation criteria to mitigate the effects of long -terra differential settlement_ ® Foundation criteria to mitigate the effects of varying soil strength_ Q Foundation criteria to mitigate expected total and differential settlement. u Any Trio- answers to the above checklist should be noted as specific required coReeticzns. • ### COO CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD �` _� teA V — Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribdl6x CF1 R-PRF-01 Page 1 of 15 GENERAL INFORMATION 01 Project Name Private Residence 02 Calculation Description Title 24 Analysis 1 03 Project Location Lot 58B 53206 Humboldt Blvd 04 City La Quinta 05 Standards Version Compliance 2017 06 Zip Code 92253 07 Compliance Manager Version BEMCmpMgr 2016.3 0 (1016 SP2) 08 Climate Zone CZ15 09 Software Version EnergyPro 7.2 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 45 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 7526 15 Number of Zones 6 16 Slab Area (ft2) 7526 17 Number of Stories 1 E02Addition Addition Cond. Floor Area(ft2) n/a 19 Natural Gas Available Yes Slab Area (ft2) n/a 21 Glazing Percentage (%) 39.0% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below ENERGY USE SUMMARY 04 05 06 07 1 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design 1 Compliance Margin Percent Improvement Space Heating 4.13 7.00 -2.87 -69.5% Space Cooling 93.73 9072 ! 3.01 3.2% IAQ Ventilation 0.73 0.73 0.00 0.0% Water Heating 2.18 2.11 0.07 3.2% Photovoltaic Off a 0.00 0.00 Compliance Energq To 100.56 0.21 ° ---r2L-L.r11r%.A ul V IOIV14 REVIEWED FOR CODE COMPLIANCE -C y DA-4:21TA d�BY I Registration Number: 218-Po10238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-2210:03:49 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 SEP 2,12018 CRY OF LA QUINTA MMMUNn Y DEVELOPMENT HERS Provider CaICERTS inc. Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 CF1 R-PRF-01 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence. ribd16x Page 2of15 ENERGY DESIGN RATING Energy Design Rating (EDR) is an alternate way to express the energy performance of a building using a scoring system where 100 represents the energy performance of the Residential Energy Services (RESNET) reference home characterization of the 2006 International Energy Conservation Code (IECC) with California modeling assumptions. A score of zero represents the energy performance of a building that combines high levels of energy efficiency with renewable generation to"zero out" its TDV energy. Because EDR includes consideration of components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics), it is not used to show compliance with Part 6 but may instead be used by local jurisdictions pursuing local ordinances under Title 24, Part 11 (CALGreen). As a Standard Design building under the 2016 Building Energy Efficiency Standards is significantly more efficient than the baseline EDR building, the EDR of the Standard Design building is provided for Information. Similarly, the EDR score of the Proposed Design is provided separately from the EDR value of installed PV so that the effects of efficiency and renewable energy can both be seen EDR of Standard Efficiency EDR of Proposed Efficiency EDR Value of Proposed PV + Battery Final Proposed EDR 46.8 46.7 0.0 46.7 ❑ Design meets Tier 1 requirement of 15% or greater code compliance margin (CALGreen A4.203.1.2.1) and QII verification prerequisite. ❑ Design meets Tier 2 requirement of 30% or greater code compliance margin (CALGreen A4.203.1.2.2) and QII verification prerequisite. Design meets Zero Net Energy (ZNE) Design Designation requirement for Single Family in climate zone CZ15 (Palm Springs) (CALGreen A4.203.1.2.3) including on -site photovoltaic (PV) renewable energy generation sufficient to achieve a Final Energy Design Rating (EDR) of zero or less. The PV System must be verified. Notes: • Excess PV Generation EDR Credit: Bypassing PV size limit may violate Net Energy Metering (NEM) rules REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • High quality insulation installation (QII) • Building Envelope Air Leakage • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Verified EER • Verified SEER • Verified Refrigerant Charge • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: --None -- Registration Number: 218-P010238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 16:03:49 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 CF1 R-PRF-01 Page 3 of 15 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribd16x BUILDING - FEATURES INFORMATION 01 I 02 03 04 05 06 07 Project Name Conditioned Floor Area (ftZ) Number of Dwelling Units I Number of Bedrooms i I Number of Zones Number of Ventilation Cooling Systems I Number of Water Heating Systems Private Residence 7526 1 5 6 0 1 ZONE INFORMATION 01 02 03 I 04 05 06 I 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ftZ) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Master Suite Conditioned HVAC System 11 1090 10 DHW Sys 1 n/a Office, Wardrobe, Hall 1 Conditioned HVAC System 22 990 10 DHW Sys 1 n/a Guest Living, Guest Suite Conditioned HVAC System 33 1253 10 DHW Sys 1 n/a Guest Suite 2, Guest Suit Conditioned HVAC System 44 1014 10 DHW Sys 1 n/a Living Area, Kitchen, Lau Conditioned HVAC System 55 2697 ' 10 DHW Sys 1 n/a Bedroom 2 Suite, Hall Adj Conditioned HVAC System 66 482 10 DHW Sys 1 n/a Registration Number: 218-P010238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 10:03,49 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 CF1 R-PRF-01 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribd16x Page 4 of 15 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth I Orientation Gross Area (ft) Window & Door Area (ft) Tilt (deg) Northeast Exterior Wall Master Suite R-21 Wall 45 I Front I 452 125 90 Southeast Exterior Wall Master Suite R-21 Wall 135 Left 480 0 90 Southwest Exterior Wall Master Suite R-21 Wall 225 Back 732 345 90 Northwest Exterior Wall Master Suite R-21 Wall 315 Right 872 150 90 Northeast Interior Surfac Master Suite»Office, Wardrobe, Hall R-21 Wall1 n/a n/a 280 0 n/a Southeast Interior Surfac Master Suite»LLaug Area, Kitchen, R-21 Wall1 I n/a n/a 364 0 n/a Roof 2 Master Suite R-38 HP Attic Option B n/a n/a 1090 n/a n/a Northeast Exterior Wall 2 Office, Wardrobe, Hall 1 R-21 Wall 45 Front 536 170 90 Southeast Exterior Wall 2 Office, Wardrobe, Hall 1 R-21 Wall 135 Left 340 80 90 Northwest Exterior Wall 2 Office, Wardrobe, Hall 1 R-21 Wall 315 I Right 480 83 90 Southeast Interior Surfac 2 Office, Wardrobe, Hall 1 —Living Area, Kitchen, Lau R-21 Wall1 n/a n/a 420 0 n/a Southwest Interior Surfac Office, Wardrobe, Hall 1»Master Suite R-21 Wall1 n/a n/a I 322 0 n/a Roof 3 Office, Wardrobe, Hall 1 R-38 HP Attic Option B n/a n/a 990 n/a n/a North Exterior Wall Guest Living, Guest Suite R-21 Wall 0 - specify - 584 68 90 South Exterior Wall Guest Living, Guest Suite R-21 Wall 180 - specify - 558 130 90 East Exterior Wall Guest Living, Guest Suite R-21 Wall 90 - specify - 680 135 90 West Exterior Wall Guest Living, Guest Suite R-21 Wall 270 - specify - 274 10 90 West Interior Surface Guest Living, Guest Suite»Guest Suite 2, Guest Suit R-21 Wall1 n/a n/a 420 0 n/a Roof 4 Guest Living, Guest Suite R-38 HP Attic Option B n/a n/a 1253 n/a n/a North Exterior Wall 2 Guest Suite 2, Guest Suit R-21 Wall 0 specify - 440 0 90 Southeast Exterior Wall 3 Guest Suite 2, Guest Suit R-21 Wall 135 Left 392 36 90 Southwest Exterior Wall 2 Guest Suite 2, Guest Suit R-21 Wall 225 Back 476 0 90 Northwest Exterior Wall 3 Guest Suite 2, Guest Suit R-21 Wall 315 Right 416 130 90 West Exterior Wall 2 Guest Suite 2, Guest Suit R-21 Wall 270 - specify - 500 130 90 East Interior Surface Guest Suite 2, Guest Suit»Guest Living, Guest Suite R-21 Wall1 n/a n/a 420 0 n/a Roof 5 f Guest Suite 2,Guest Suit R-38 HP Attic Option B n/a n/a 1014 n/a n/a Registration Number: 218-P010238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 10:03:49 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 CF1 R-PRF-01 Page 5 of 15 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribdl6x North Exterior Wall 3 Living Area, Kitchen, Lau R-21 Wall 0 specify - 728 158 90 Northeast Exterior Wall 3 Living Area, Kitchen, Lau R-21 Wall 45 Front 392 I 120 90 Southeast Exterior Wall 4 Living Area, Kitchen, Lau R-21 Wall 135 Left 1480 75.5 90 Southwest Exterior Wall 3 Living Area, Kitchen, Lau R-21 Wall 225 Back 1096 631 90 Northwest Exterior Wall 4 Living Area, Kitchen, Lau R-21 Wall 315 Right 675 131 90 Roof 6 Living Area, Kitchen, Lau j R-38 HP Attic Option B n/a n/a 2658.45 n/a n/a North Exterior Wall 4 Bedroom 2 Suite, Hall Adj R-21 Wall 0 - specify - 522 22 90 South Exterior Wall 2 Bedroom 2 Suite, Hall Adj + R-21 Wall 180 - specify - 522 40 90 East Exterior Wall 2 Bedroom 2 Suite, Hall Adj R-21 Wall 90 - specify - 452 0 90 West Exterior Wall 3 Bedroom 2 Suite, Hall Adj R-21 Wall 270 - specify - 452 125 90 East Interior Surface 2 Bedroom 2 Suite, Hall Adj»Living Area, Kitchen, Lau R-21 Wall1 n/a n/a 140 0 n/a Roof 7 Bedroom 2 Suite, Hall Adj R-38 HP Attic Option B n/a n/a 482 n/a n/a OPAQUE SURFACES — Cathedral Ceilings 01 02 03 04 05 06 I 07 08 09 10 Name Zone Type Orientation Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Reflectance Roof Emittance Cool Roof Roof Living Area, Kitchen, Lau R-38 HP Attic Option B1 - specify - 38.65 38.55 0.2 0.1 0.85 No ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Master Suite Attic RoofMaster Suite Ventilated 0.2 0.1 0.85 No No Attic Office, Wardrobe, Hall 1 Attic RoofOffice, Wardrobe, Ventilated 0.2 0.1 0.85 No No Hall 1 Attic Guest Living, Guest Attic RoofGuest Living, Suite Guest Suite Ventilated 0.2 0.1 0.85 No No Attic Guest Suite 2, Guest Attic RoofGuest Suite 2, Suit Guest Suit Ventilated 0.2 0.1 0.85 No No Attic Living Area, Kitchen, Attic RoofLiving Area, Ventilated I 0.2 0.1 0.85 No No Lau Kitchen, Lau I Attic Bedroom 2 Suite, Hall Attic RoofBedroom 2 Suite, I Ventilated 0.2 I 0.1 0.85 I No I - Registration Number: 218-P010238573A-000-000-0000000-0000 Registration Dateffime: 2018-08-22 10:03:49 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 CF1 R-PRF-01 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribd16x Page 6 of 15 FENESTRATION / GLAZING I 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multiplier Area (ft2) U-factor SHGC Exterior Shading ! Window 13b Window Northeast Exterior Wall (Front-45) 12.5 10.0 1 125.0 0.34 0.22 Insect Screen (default) Window 11 Window Southwest Exterior Wall (Back-225) 20.0 11.0 1 220.0 0.34 0.22 Insect Screen (default) Window 12a Window Southwest Exterior Wall (Back-225) 12.5 10.0 1 125.0 0.34 022 Insect Screen (default) Window 12b Window Northwest Exterior Wall (Right-315) 7.5 10.0 1 75.0 0.34 I 0.22 Insect Screen (default) Window 13a Window Northwest Exterior Wall (Right-315) 7.5 10.0 1 75.0 0.34 I 022 Insect Screen (default) Window 11-2 Window Northeast Exterior Wall 2 (Front-45) -- - 1 50.0 0.28 0-23 Insect Screen (default) Window 18a Window Northeast Exterior Wall 2 (Front-45) 12.0 10.0 1 120.0 0.34 0.22 Insect Screen (default) Window 18b Window Southeast Exterior Wall 2 (Left-135) 8.0 10.0 1 80.0 0.34 0.22 Insect Screen (default) Window 10 Window Northwest Exterior Wall 2 (Right-315) 6.0 10.0 1 60.0 0.28 0.23 Insect Screen (default) Window 12 Window Northwest Exterior Wall 2 (Right-315) - -•-- 1 23.0 0.28 0.23 Insect Screen (default) Window 17 Window North Exterior Wall (- specify --0) - - - - 1 28.0 0.28 0.23 Insect Screen (default) Window 18 Window North Exterior Wall (- specify --0) ---- 1 40.0 0.28 0.23 Insect Screen (default) Window 16b Window South Exterior Wall (- specify --180) 8.0 10.0 1 80.0 0.34 0.22 Insect Screen (default) Window 17 2 Window South Exterior Wall (- specify --180) ---- -- 1 50.0 0.34 0.22 Insect Screen (default) Window 16a Window East Exterior Wall (- specify -90) 13.5 10.0 1 135.0 0.34 0.22 Insect Screen (default) Window 16 Window West Exterior Wall (- specify --270) 5.0 2.0 1 10.0 0.28 0.23 Insect Screen (default) Window 13 Window Southeast Exterior Wall 3 (Left-135) -••• - 1 21.0 0.43 0.19 Insect Screen (default) Window 14 Window Southeast Exterior Wall 3 (Left-135) ---- --- 1 15.0 0.43 0.19 Insect Screen (default) Window 14d Window Northwest Exterior Wall 3 (Right-315) I 130 10.0 1 130.0 0.34 0.22 Insect Screen (default) Window 15d Window West Exterior Wall 2 (- specify --270) - 1 130.0 0.34 0.22 Insect Screen (default) Window 01a I Window North Exterior Wall 3 (- specify --0) I 8.0 10.0 1 80.0 0.34 0.23 Insect Screen (default) Window 01 Window North Exterior Wall 3 (- specify --0) - ---- 1 28.0 0.36 0.21 Insect Screen (default) Window 03 Window North Exterior Wall 3 (- specify --0) ••-- -- 1 50.0 0.34 0.22 Insect Screen (default) Window 02b Window Northeast Exterior Wall 3 (Front-45) 7.5 10.0 1 75.0 0.34 0.22 Insect Screen (default) Window 103 Window Northeast Exterior Wall 3 (Front-45) - - 1 45.0 0.28 0.23 Insect Screen (default) Window 8 Window Southeast Exterior Wall 4 (Left-135) - 1 28.0 0.34 0.22 Insect Screen (default) Window 9 Window Southeast Exterior Wall 4 (Left-135) 19.0 2.5 1 47.5 0.40 0.21 Insect Screen (default) Window 09a Window Southwest Exterior Wall 3 (Back-225) 19.6 10.0 1 196.0 0.34 0.22 Insect Screen (default) Window 10 2 Window Southwest Exterior Wall 3 (Back-225) 30.0 14.5 1 435.0 0.34 022 Insect Screen (default) Registration Number: 218-Po10238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 10:03:49 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 CF1 R-PRF-01 Page 7 of 15 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribd16x Window 02a Window Northwest Exterior Wall 4 (Right-315) 7.8 10.0 1 78.0 034 0.22 Insect Screen (default) Window 09b Window Northwest Exterior Wall 4 (Right-315) 5.3 10.0 1 53.0 0.34 0.22 Insect Screen (default) Skylight 102 Skylight Roof (- specify --0) 1 20.6 0.47 0.27 Skylight 101 Skylight Roof (- specify --0) 1 9.0 0.47 0.27 Skylight 104 Skylight Roof (- specify --0) 1 90 0.47 0.27 Window 02 Window North Exterior Wall 4 (- specify --0) 11.0 2.0 1 22.0 0.28 0.23 Insect Screen (default) Window 05a Window South Exterior Wall 2 (- specify --180) 4.0 100 1 40.0 0.28 023 Insect Screen (default) Window 05 Window West Exterior Wall 3 (- specify --270) I 4.0 10.0 I 1 40.0 0.28 0.23 Insect Screen (default) Window 08 Window West Exterior Wall 3 (- specify --270) 7.0 10.0 1 70.0 0.34 022 Insect Screen (default) Window 04 I Window West Exterior Wall 3 (- specify --270) ' 3.0 5.0 1 15.0 0.43 0.19 I Insect Screen (default) Registration Number: 218-Po10238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 10:03:49 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 C F1 R-PRF-01 Page 8 of 15 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence. ribd16x OVERHANGS AND FINS 01 02 03 04 05 06 I 07 08 09 10 11 12 13 14 I Overhang I Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up Dist L Bot Up Depth Top Up Dist R Bot Up Window 13b 6 0.1 6 6 0 0 0 0 0 0 0 0 0 Window 11 10 0.1 1 1 0 0 0 0 0 0 0 0 0 Window 12a 10 0.1 1 1 0 0 0 0 0 0 0 0 0 Window 12b 6 0.1 6 6 0 0 0 0 0 0 0 0 0 Window 13a 6 0.1 6 6 0 0 0 0 0 0 0 0 0 Window 18a 8 0.1 4 4 0 0 0 0 0 0 0 0 0 Window 18b 10 0.1 1 1 0 0 0 0 0 0 0 0 0 Window 10 8 0.1 4 4 0 0 0 0 0 0 0 0 0 Window 16b 10 0.1 1 1 0 0 0 0 0 0 0 0 0 Window 16a 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 16 8 0.1 0 0 0 0 0 0 0 0 0 0 0 Window 14d 10 01 1 1 0 0 0 0 0 0 0 0 0 Window 01 a 10 0.1 0 0 0 0 0 0 0 0 0 0 0 Window 02b 8 0.1 4 4 0 0 0 0 0 0 0 0 0 Window 9 2 01 2 2 0 0 0 0 0 0 0 0 0 Window 09a I 10 0.1 I 1 1 0 0 0 0 0 0 0 0 0 Window 10 2 10 0.1 0 0 0 0 0 0 0 0 0 0 0 Window 02a 8 0.1 4 4 0 0 0 0 0 0 0 0 0 Window 09b 10 0.1 0 0 0 0 0 0 0 0 0 0 0 Window 02 4 0.1 4 4 0 0 0 0 0 0 0 0 0 Window 05a 10 0.1 1 1 0 0 0 0 0 0 0 0 0 Window 05 8 0.1 4 4 0 0 0 0 0 0 0 0 0 Window 08 8 0.1 4 4 0 0 0 0 0 0 0 0 0 Window 04 4 0.1 4 4 0 0 0 0 0 0 0 0 0 Registration Number: 218-P010238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 10:03:49 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 Page 9 of 15 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribd16x OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R-value U-factor Assembly Layers • Under Roof Joists: R-9.0 insul. • Cavity / Frame: R-13.0 / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofMaster Suite Attic Roofs Wood Framed Ceiling in. O C. R 22 0.045 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board - Cavity/Frame: R-21 /2x6 R-21 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.0 R 21 0.069 Exterior Finish: 3 Coat Stucco Inside Finish: Gypsum Board Cavity / Frame: R-21 / 2x6 R-21 Walll Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.064 Other Side Finish: Gypsum Board Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-38 HP Attic Option B attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 Over Ceiling Joists: R-28.9 insul. • Under Roof Joists: R-9.0 insul. • Cavity/Frame: R-13.0/2x4 Top Chrd Attic RoofOffice, Wardrobe, 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Hall 1 Attic Roofs Wood Framed Ceiling in. O.C. R 22 0.045 Roofing: Light Roof (Asphalt Shingle) • Under Roof Joists: R-9.0 insul. • Cavity / Frame: R-13 0 / 2x4 Top Chrd Attic RoofGuest Living, Guest 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Suite Attic Roofs Wood Framed Ceiling in. O.C. R 22 0.045 Roofing: Light Roof (Asphalt Shingle) • Under Roof Joists: R-9.0 insul. • Cavity / Frame: R-13 0 / 2x4 Top Chrd Attic RoofGuest Suite 2, Guest 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Suit Attic Roofs Wood Framed Ceiling in. O.C. R 22 0.045 Roofing: Light Roof (Asphalt Shingle) • Under Roof Joists: R-9 0 insul. • Cavity / Frame: R-13.0 / 2x4 Top Chrd Attic RoofLiving Area, Kitchen, 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Lau Attic Roofs Wood Framed Ceiling in. O.C. R 22 0.045 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Sheathing / Insulation: R22 Sheathing • Cavity / Frame: R-38 / 2x4 • Roof Deck Wood Siding/sheathing/decking R-38 HP Attic Option 61 Cathedral Ceilings Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.018 Roofing: Light Roof (Asphalt Shingle) • Under Roof Joists: R-9.0 insul. • Cavity / Frame: R-13.0 / 2x4 Top Chrd Attic RoofBedroom 2 Suite, 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Hall Adj Attic Roofs Wood Framed Ceiling in. O.C. R 22 0.045 Roofing: Light Roof (Asphalt Shingle) Registration Number: 218-P010238573A-000-000-0000000-0000 Registration DateMme: 2018-08-22 10:03:49 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 CF1 R-PRF-01 Page 10 of 15 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribdl6x SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R-value & Depth Carpeted Fraction Heated Slab -on -Grade Master Suite 1090 I 160 None 1 No Slab -on -Grade 2 Office, Wardrobe, Hall 1 990 65 None 1 No Slab -on -Grade 3 Guest Living, Guest Suite 1253 I 98 None 1 No Slab -on -Grade 4 Guest Suite 2. Guest Suit 1014 I 110 None 1 No Slab -on -Grade 5 Living Area, Kitchen, Lau 2697 142 None 1 No Slab -on -Grade 6 Bedroom 2 Suite, Hall Adj 482 85 None 1 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Required Not Required Required 2508.7 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters I Solar Fraction (%) DHW Sys 1 DHW Standard DHW Heater 1 (2) 2 .0% WATER HEATERS 01 02 I 03 04 05 06 07 08 09 10 11 12 Input Rating / Tank Standby Heater Tank Uniform Energy Pilot / Insulation Loss / First Hour NEEA Heat Pump Tank Location Element Number Volume Factor / Energy Thermal R-value Recovery Rating / Brand / Model / or Ambient Name Type Tank Type of Units (gal) Factor / Efficiency Efficiency (Int/Ext) Eff Flow Rate Other Condition DHW Heater 1 Gas Small Storage 2 55 0.97 EF 75,000 Btu/hr R-0/R-0 n/a n/a n/a n/a Registration Number: 218-PO10238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 10:03:49 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 CF1 R-PRF-01 Page 11 of 15 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribd16x SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System 11 Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC System 22 Other Heating and Cooling System Heating Component 2 Cooling Component 2 I HVAC Fan 2 Air Distribution System 2 HVAC System 33 Other Heating and Cooling System Heating Component 3 Cooling Component 3 I HVAC Fan 3 Air Distribution System 3 HVAC System 44 Other Heating and Cooling System Heating Component 4 4 Cooling Component 4 4 I HVAC Fan 4 Air Distribution System 4 HVAC System 55 Other Heating and Cooling System Heating Component 5 Cooling Component 5 HVAC Fan 5 Air Distribution System 5 HVAC System 66 Other Heating and Cooling System Heating Component 6 Cooling Component 6 HVAC Fan 6 Air Distribution System 6 HVAC - HEATING UNIT TYPES 01 02 03 04 Name System Type Number of Units Efficiency Heating Component 1 CntrlFurnace 1 80 AFUE Heating Component 2 CntrlFurnace 1 80 AFUE Heating Component 3 CntrlFurnace 1 80 AFUE Heating Component 4 CntrlFurnace 1 80 AFUE Heating Component 5 CntrlFurnace 2 80 AFUE Heating Component 6 CntrlFurnace 1 80 AFUE Registration Number: 218-Po10238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 10:03:49 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 C F1 R-PRF-01 Page 12 of 15 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribd16x HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 1 07 08 Efficiency Name System Type Number of Units EER SEER Zonally Controlled Compressor Type HERS Verification Cooling Component 1 SplitAirCond 1 13 21 Not Zonal Multi -speed Cooling Component 1-hers-cool Cooling Component 2 SplitAirCond 1 13 22 Not Zonal Multi -speed Cooling Component 2-hers-cool Cooling Component 3 SplitAirCond 1 13 21 Not Zonal Multi -speed Cooling Component 3-hers-cool Cooling Component 4 SplitAirCond 1 13 21 Not Zonal Multi -speed Cooling Component 4-hers-cool Cooling Component 5 SplitAirCond 2 13 20 Not Zonal Multi -speed Cooling Component 5-hers-cool Cooling Component 6 SplitAirCond 1 715 24.5 Not Zonal Multi -speed Cooling Component 6-hers-cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1-hers-cool I Required 350 Required Required Required Cooling Component 2-hers-cool Required 350 Required Required Required Cooling Component 3-hers-cool Required 350 Required Required Required Cooling Component 4-hers-cool Required 350 Required Required Required Cooling Component 5-hers-cool Required 350 Required Required Required Cooling Component 6-hers-cool Required 350 Required Required Required Registration Number: 218-P010238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 10:03:49 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 C F1 R-PRF-01 Page 13 of 15 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribd16x HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R-value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 1-hers-dist Air Distribution System 2 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 2-hers-dist Air Distribution System 3 j I DuctsAttic Sealed and tested 8 Attic None Air Distribution System 3-hers-dist Air Distribution System 4 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 4-hers-dist Air Distribution System 5 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 5-hers-dist Air Distribution System 6 DuctsAttic Sealed and tested 8 Attic None I Air Distribution System 6-hers-dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1-hers-dist Required 5.0 Not Required Not Required Not Required Not Required n/a Air Distribution System 2-hers-dist Required 5.0 Not Required Not Required Not Required Not Required n/a Air Distribution System 3-hers-dist Required 5.0 Not Required Not Required Not Required Not Required n/a Air Distribution System 4-hers-dist Required 5.0 Not Required Not Required Not Required Not Required n/a Air Distribution System 5-hers-dist Required 5.0 Not Required Not Required Not Required Not Required n/a Air Distribution System 6-hers-dist Required 5.0 Not Required Not Required Not Required I Not Required n/a HVAC - FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 I HVAC Fan 1-hers-fan HVAC Fan 2 Single Speed PSC Furnace Fan 0.58 HVAC Fan 2-hers-fan HVAC Fan 3 Single Speed PSC Furnace Fan 0.58 I HVAC Fan 3-hers-fan HVAC Fan 4 Single Speed PSC Furnace Fan 0.58 ! HVAC Fan 4-hers-fan HVAC Fan 5 Single Speed PSC Furnace Fan 0.58 HVAC Fan 5-hers-fan HVAC Fan 6 Single Speed PSC Furnace Fan 0.58 HVAC Fan 6-hers-fan Registration Number: 218-P010238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 10:03:49 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 CFI R-PRF-01 Page 14 of 15 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribd16x HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1-hers-fan Required 0.58 HVAC Fan 2-hers-fan Required 0.58 HVAC Fan 3-hers-fan Required 0.58 HVAC Fan 4-hers-fan Required 0.58 HVAC Fan 5-hers-fan Required 0.58 HVAC Fan 6-hers-fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 120 0.25 Default 0 Required Registration Number: 218-P010238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 10:03:49 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 Report Generated at: 2018-08-22 09:56:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Private Residence Calculation Date/Time: 09:54, Wed, Aug 22, 2018 CF1 R-PRF-01 Page 15 of 15 Calculation Description: Title 24 Analysis Input File Name: Lot 58B v2 Residence.ribd16x DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Butch White Company: Signature Date: BREEZE AIR CONDITIONING INC 2018-08-22 10:03:49 Address: CEA/HERS Certification Identification (If applicable): 75-145 ST CHARLES PLACE City/State/Zip: Phone: PALM DESERT, CA 92211 760-346-0855 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: Responsible Designer Signature:�K/clir.�`Pi ��ii'' Butch White Company: Date Signed: BREEZE AIR CONDITIONING INC 2018-08-22 10:03:49 Address: License: 75-145 ST CHARLES PLACE 416394 City/State/Zip: Phone: PALM DESERT, CA 92211 760-346-0855 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Easy to Verify at CaICERTS.com Registration Number: 218-Po10238573A-000-000-0000000-0000 Registration Date/Time: 2018-08-22 10:03:49 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-06212018-1016 SP2 HERS Provider: CaICERTS inc. Report Generated at: 2018-08-22 09:56:34 STRUCTURAL ENGINEERING, INC. CIVIL AND STRUCTURAL ENGINEERING Designer: McClure Homes Structural Calculation For McClure Homes At Lot 58B Madison 53-205 Humboldt Blvd. La Quinta, CA. 92253 Type Of Project: Residential Custom Home Revision#3(08/23/2018) Palm Desert Tel: 760-360-9998 San Diego Tel: 858-777-8650 Fax: 760-360-9903 Email: RexaLDrastrUCtUraI.com www. Rastructural. coin CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR ��-FE551� CODE°, ASGN�RAQ� COMPLIANCE :- 1 ` « N0. C67613 DATE . L9 ` {�mY RECEIVED Date: October 25, 2016 SEP 2' 1 2018 Design by: R.A. JN: 1708130 CITY OF LA QUINTA COMMUNITY DEVELOPMENT Q 77570 Springfield Lane, Ste D, Palm Desert CA 92211 1 8949 Complex Dr., Unit A, San Diego CA 9212�S$K RA Structural PROJECT Lot 58B Madison tilkl:til�ll SUBJECT Custom Home Design Code: CBC 2016 / NDS 2015 Beam ID: B12 Beam length (ft): 31.56 Number of spans: 2 Maximum span (ft): 21.79 Left cantilever Lc (ft): 4.19 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 4.19 Slenderness Ratio: 6 Adjustment factors: +ve Cv=0.948 DESIGNED R.A. CHECKED R.A DATE 08/23/2018 Location: Roof Section Type: DF/DF 24F - V4 Section Name: 6.75xl5 Beam Thickness: 6.75 Beam Depth: 15.00 A: 101.25 Sxx: 253.12 Syy; 11191 Fb Base Allowable: 1850 Fb Adiusl Allowable (CD = 1): 1844 Fv Allowable (CD = 1): 265 Fe Allowable (CD = 1): 1650 E: 1800 JOB NO. 1708130 SHT OF in. in. in2 in3 in3 psi psi psi psi ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) in2 combination ID P25 4.19 3184 0 2567 0 0 12.61 3 P24 9.77 129 0 12 0 0 2.57 3 UP15 31.56 652 0 401 0 0 2.31 3 Analysts, Summary: Load Combination Max. Bending Max. Shear Max Moment (k,lf.) I Shear (Ibs) 'Location (it) Max Shear (Ibs) Location (Ibs) I) -6.98 11402 419 -1782 4.19 C)+Lr • 12.75 12524 4.19 -3227 4 19 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) %Code Check Max fv (psi) Fv (psi) %Cod© Check D 0.90 -331 1660 19.9 26 238 11.1 DrLr 1 25 -604 2303 126.2 48 331 14A Total Load Defiectiom Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID Left Cant. 0.086 0.42 0.00 Passed L/999+ D+Lr P25-P24 -0.013 0.28 6.46 Passed L/999+ D+Lr P24-UP15 0.185 1.09 20.13 Passed L/999+ D+Lr Total Live Load Dellection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check Left Cant, 0,040 U.28 0-.00 Passed L/999+ P25-P24 -0.006 0 19 6.46 Passed L/999 H P24-UP15 0.075 0.73 19.88 Passed L/999+ www.structuralsoft.com Page 1 of 55 RA STRUCTURAL ENGINEERING,INC PROJECT Lot 58B Madison SUBJECT Custom Home Design Code: CBC 2016 I NDS 2015 Beam ID: B13 Beam length (ft): 17.71 Number of spans: 1 Maximum span (ft): 17.71 Left cantilever Lc (ft): 0.00 Right cantilever Lr (ft): 0,00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 0.00 Slenderness Ratio: 1 Adjustment factors: DESIGNED R.A. CHECKED R.A. DATE 08/23/201 B JOB NO, 1708130 SHT OF l _ �JF Location: Roof Section Type: Douglas Fir - Larch No.1 Section Name: 6x12 Beam Thickness: 5.50 Beam Depth: 11.50 A: 63.25 Sxx: 121.23 Syy: 57.98 Fb Base Allowable: 1350 Fb Adiusl Allowable (CD = 1): 1350 Fv Allowable (CD = 1): 170 Fc Allowable (CD = 1): 925 E: 1600 Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearinq Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load combinalior (Ibs) Snow (Ibs) Snow (Ibs) ins ID P48 0.00 339 0 214 0 0 1.21 3 B25 17.71 372 0 246 0 0 1.35 3 Load Combination Max. Bending Max. Shear Max Momont (k.lf.) Shear (Ibs) Location (fl) Max Shoar (Ibs) Location (Ibs) D 1.62 1 1 8.98 -372 17.71 D+Lr 2.68 14 1 8.98 -618 17.71 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) I Fb (psi) I % Code Check Max fv (1212 Fv (psi) '% Code Check D 0.90 160 1215 13.2 9 153 5.8 D+Lr 1.25 266 1688 15.7 15 69 Total toad Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P48•1325 0.135 0,B9 8.98 Passed L/999+ D+Lr Total Llve Load Deftectton Applied (in) Allowable (in) Location (ft) Deflection Check SpanlD 1`148-625 0.053 0.59 6.98 Passed L1999+ www.slructuralsofl.com Page 2 of 55 RA STRUCTURAL ENGINE PROJECT Lot 58B Madison SUBJECT Custom Home Design Code: CBC 2016 I NDS 2015 Beare ID: B22 Beam length (ft): 15.24 Number of spans: 1 Maximum span (ft): 15.24 Left cantilever Lc (ft): 0.00 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 0.00 Slenderness Ratio: 1 Adjustment factors: Reactions: ERING,INC DESIGNED R.A• CHECKED R.A. DATE 08/23/2018 Cl f1,-4k 1"Sf-. •�J Location: Roof Section Type: DFIDF 24F - V4 Section Name: 5.125xl2 Beam Thickness: 5.12 Beam Depth: 12.00 A: 61.44 Sxx: 122.88 Syy; 52.43 Fb Base Allowable: 1850 Fb Adiust Allowable (CD = 1): 2400 Fv Allowable (CD = 1): 265 Fc Allowable (CD = 1): 1650 F: 1800 JOB NO. 1708130 SHT OF in. in2 in3 in3 psi psi psi psi ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced unbalanced Max Value Load combination (Ibs) Snow (Ibs) Snow Ibs) inz ID B36 0.00 956 0 829 0 0 3.76 3 B35 15,24 730 0 604 0 0 2.81 nalysis Summaw Load Combination Max. Bending Max. Shear Max Moment (k.1f.) Shear (Ibs) Location (fl) Max Shear (Ibs) Location (Ibs) 4,03 -315 7-52 956 Viol)52 1785 0 uf) p+Lr Cade Check 7.50 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 394 2160 1:3000 18.2 23 238 9.8 D+Lr 1.25 733 24A 44 331 13.2 Applied (tn) Allowable (ill) Location (it) Deflection Check Load Combination Span ID B3Cs-835 0.220 0.76 7.50 Passed L1831 f3+Lr Total Live Load DefigGil�lli Applied (in) Allowable (in) Location (ft) Deflection Chock SpanlD B36-B35 0,102 0.51 7.50 Passed L/999+ Page 3 of 55 www.slructuralsofl.com RA Structural PROJECT Lot 58B Madison SUBJECT Custom Home uosign code: CBC 2016 / NDS 2015 Boam_ID: B23 Beam length (ft): 9.32 Number of spans: 1 Maximum span (ft): 9.32 Left cantilever Le (ft): 0.00 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 0.00 Slenderness Ratio; 1 Adjustment factors: DESIGNED R.A. JOB NO. 1708130 CHECKED R.A. SHT OF DATE 08/23/2018 J Location: Roof • Section Type: Douglas Fir - Larch No.1 Section Name: 6x8 Beam Thickness: 5.50 Beam Depth: 7.50 A: 41.25 Sxx: 51.56 SYy: 37.81 Fb Base Allowable: 1350 Fb Adiusl Allowable (CD = 1): 1350 Fv Allowable (CD = 1): 170 Fc Allowable (CD = 1): 925 E 1600 in. in. inz in3 in3 psi psi psi psi ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Mqin2 Load (Ibs) Snow (Ibs) Snow (Ibs} combination ID B22 0.00 349 0 306 0 0 3 17-1 9-32 424 0 380 0 0 3 Analysis_ Suminarv: Load Combination Max. Bending Max. Shear Max Momanl (k.lf.) Shcar (Ibs) Location (ft) Max Shear (Ibs) Location (Ibs) ID 0.94 -2 3.79 -423 9.32 D+Lr 1.78 -8 3.79 --802 9.32 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Clieck Max fv (psi) Fv (psi) % Code Check D 0.90 218 1215 17 9 15 153 10.0 D+Lr 1.25 414 11688 124.5 29 1212 13.7 Dtal Jo$d D2f1kdi41U Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination R22-)17-1) 0.090 0-47 4.66 Passed U999+ 174-l.r IgUl Live Load Doifoctiow. Applied (in) Allowable (in) Location (ft) Deflection Chock SpanlD B22-j17-11 0.042 0.31 4 66 Passe($ L1999+ www.structuralsoft.com Page 4 of 55 RA Structural PROJECT Lot 58B Madison SIR! t�i lf. SUBJECT Custom Horne Design Code: CBC 2016 / NDS 2015 Beam ID: B31 Beam length (ft): 27.12 Number of spans: 1 Maximum span (ft): 19.97 Left cantilever Lc (ft): 7.16 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 7.16 Slenderness Ratio: 9 Adjustment factors: Reactions: DESIGNED R.A CHECKED R.A DATE 08/23/2018 Cb✓cr�ci ter-1� Location: Roof Section Type: DF/DF 24F - V8 Section Name: 5.125xl2 Beam Thickness: 5.12 Beam Depth: 12.00 A: 61.44 Sxx: 122.88 Syy: 52.43 Fb Base Allowable: 2400 Fb Adiusl Allowable (CD = 1). 2375 Fv Allowable (CD = 1): 265 Fc Allowable (CD = 1): 1650 E: 1800 JOB NO. 1708130 SHT OF in. in, inz in3 in3 psi psi psi psi ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) W combination ID P16 7.16 2422 0 2032 0 0 9.76 3 B43 27.13 414 0 307 0 0 1.94 3 Load Combination Max, Bending Max. Shear Max Moment (k.1f,) Shear (Ibs) Location (ft) Max Shear (Ibs) Location (Ibs) D -4.87 1635 7.16 1635 7.16 D+Lr 9.76 -380 12.46 3053 7.16 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) '% Code Check D 0.90 -475 12138 122.2 40 238 16.7 D+Lr 1.25 953 13000 131.8 75 331 22.5 T4tsil I-Stil Lefl9&tioUE Span ID Applied (In) Allowable (in) Location (ft) Deflection Check Load Combination Left Cant. 0.337 0.72 0.00 Passed 1-1510 D+Lr P16-1343 0.418 1.00 16.42 Passed L/573 D+Lr Total Llve Load SpanlD Qafloction; Applied (in) Allowable (in) Location (ft) Deflection Check Left Cant. 0,334 0.48 0.00 Passed L/514 P16-B43 0,267 0.67 16.18 Passed L/896 www.slructuralsofLcom Page 5 of 55 Project Title: Lot 58B Madision Engineer: R.A. Project ID: 1708130 Project Descr: ------- _ 11ilntod: 27 Au(; 2018, -12:331-10 (Steel Beam File =J:12017PR-11L0158B-1103-STR-11RA108.23--11ENGI1708130,ec6, $oltvare.capyrghl ENERCALC, INC. 1083.2016, Build:10.18.7.31 . Description : B33 �C�ar1 jJ1r�,� CODE REFERENCES _ Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design y Fy : Steel Yield : 50.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending at0.02)- L,(p o_2)._ D(1.844) Lr1.6041 _ _ --------- W 14x61 W 14x61 Span = 22.0 ft r + Span = 13,750 rt + - -- - - - --- ---.. _ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0,020 ksf, Tributary Width = 1.0 ft, (Roof) Point Load : D = 1.844, Lr = 1.604 k cCi 13.750 ft, (1335) DESIGN SUMMARY ■ ■ Maximum Bending Stress Ratio = 0.226: 1 Maximum Shear Stress Ratio = 0,042 : 1 Section used for this span VV14x61 Section used for [his span W14x61 Mu : Applied 77.927 k-ft Vu : Applied 6.556 k Mn " Phi : Allowable 344.426 k-ft Vn ` Phi : Allowable 156.375 k Load Combination +1.20D+1,60Lr+0.50L+1.60H Load Combination +1,20D+1,6OLr+0.50L+1.60H Location of maximum on span 0.000ft Location of maximum on span 22.000 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0,362 in Ratio = 911 >=360 Max Upward Transient Deflection -0,070 in Ratio = 3,794 >=360 Max Downward Total Deflection 0.819 In Ratio = 403 >=240 Max Upward Total Deflection -0.149 In Ratio = 1776 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 5_ummaty of Moment Values _ Summary of Shear Values Segment Length Span # M V� Max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H _ .-...------ --- - -- - - -- Dsgn. L = 22.00 ft 1 0.121 0.026 -46.22 46.22 425.00 382.50 1.91 1.00 4.14 156.38 156.38 Dsgn. L = 13.75 ft 2 0.134 0.026 -46.22 46.22 382.70 344.43 1,00 1,00 4.14 156.38 156,38 + 1.20D+0.50Lr+1.60 L+1.60H Dsgn. L = 22.00 ft 1 0.135 0.029 -51,59 51,59 425.00 382.50 1.85 1,00 4.49 156.38 156.38 Dsgn. L = 13.75 ft 2 0.150 0.029 -51.59 51.59 382.70 344.43 1,00 1,00 4.49 156.38 156.38 +1,20D+1,60L+0.50S+1,60FI Dsgn. L = 22.00 ft 1 0,104 0.023 -39.61 39.61 425.00 382.50 1.91 1.00 3.55 156.38 156.36 Dsgn, L = 13.75 ft 2 0.115 0.023 -39.61 39.61 382.70 344.43 1.00 1.00 3.55 156.38 156.38 +1.20D+1.60Lr+0.50L+1,60H Dsgn. L = 22.00 ft 1 0.204 0,042 -77.93 77.93 425.00 382.50 1.78 1.00 6.56 156.38 156.38 Dsgn. L = 13.75 ft 2 0.226 0.042 -77.93 77.93 382.70 344.43 1.00 1.00 6.56 156.38 156.38 +1.20D+1.60 Lr+0,50W+ 1.60H Dsgn. L = 22.00 ft 1 0,204 0.042 -77.93 77.93 425.00 382.50 1.78 1.00 6.56 156.38 156.38 Dsgn. L = 13.75 ft 2 0.226 0.042 -77,93 77.93 382,70 344.43 1.00 1.00 6.56 156,38 156.38 +1.20 D+0.50L+1.60S+1.60 H Dsgn. L = 22.00 ft 1 0.104 0.023 -39.61 39.61 425.00 382.50 1.91 1.00 3.55 , 156.38 156.38 Dsgn. L = 13.75 ft 2 0.115 0.023 -39.61 39.61 382.70 344.43 1.00 1.00 Pam,, 6 of .38 156.38 +1,20D+1.60S+0.50W+1.60H Dsgn. L = 22.00 ft 1 0,104 0.023 -39,61 39.61 425.00 382.50 1.91 1,00 3.55 156.38 156.38 Project Title: Lot 58B Madision Engineer; R.A. Project ID; 1708130 S-r'RL't '1'LNAI., Project Descr: r:Ivr,Inirx:rl (�� - _ Printed: 27 AUG 2018. '12:3:311M EelelBeam File=J:12017PR-IIOT88B-t%STR-IIRA10t3.23-11EHG11708130.ec6. Softwarecopfthl ENERCALC, INC,1983.2018, Build:10.18.7.31 , Description ; B33 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 1< M V max Mu + max Mu • Mu Max Mnx Phi'Mnx Cb _ Rm VuMax Vnx Phi'Vnx sgn. L = 13.75 ft 2 0.115 0.023 -39.61 39.61 382.70 344.43 1.00 1.00 3.55 156,36 156.38 +1,20D+0.50Lr+0,50L+W+1.60F1 Dsgn. L = 22.00 (t 1 0,135 0.029 -51.59 51,59 425.00 382.50 1.85 1,00 4,49 156.38 15638 Dsgn. L = 13.75 ft 2 0,150 0,029 -51.59 51.59 382.70 344.43 1.00 1.00 4.49 156.38 156,38 + 1.20D+0.50 L+0.50S+W+1.60H Dsgn. L = 22.00 ft 1 0.104 0.023 -39.61 39,61 425.00 382.50 1.91 1.00 3.55 156.38 156.38 Dsgn. L = 13,75 fl 2 0.115 0.023 -39.61 39.61 382.70 344.43 1,00 1,00 3.55 156.38 156.38 + 1.20D+0.50 L+0,20 S+E+1.60H Dsgn. L = 22.00 ft 1 0,104 0,023 •39.61 39,61 425.00 382.50 1.91 1.00 3.55 156.38 156.38 Dsgn. L = 13,75 ft 2 0.115 0.023 -39.61 39.61 382.70 344.43 1,00 1.00 3.55 156.38 156.38 +0,900+W+0.90H Dsgn. L = 22.00 ft 1 0.078 0.017 -29,71 29.71 425,00 382.50 1.91 1.00 2.66 156.38 156.38 Dsgn. L = 13.75 ft 2 0.086 0.017 -29.71 29.71 382.70 344.43 1.00 1.00 2.66 156.38 156.38 +0.90D+E+0.90H Dsgn. L = 22.00 ft 1 0.078 0.017 -29.71 29.71 425.00 382.50 1.91 1,00 2.66 156.38 156.38 Dsgn. L = 13.75 ft 2 0.086 0.017 -29.71 29.71 382,70 344.43 1.00 1.00 2.66 156.38 156.38 Overall Maximum Deflections Load Combination Span Max, "" Den Location in Span Load Combination Max. "+" Den Location in Span 1 0.0000 13.750 4D+Lr+FI -0,1486 12.936 +D+Lr+H 2 O.8193 13.750 0.0000 12,936 Vertical Reactions Support notation : Far left is 0VaILIUS in KIPS Load Combination Support 1 Support 2 Support 3 -T - - - -' verall MAXimum - - - Overall MINimum -0,498 2,967 +D+H -0.830 5.129 +D+L+H -0.830 5.129 +D+Lr+H -1.918 8.097 +D+S+H -0.830 5.129 +D+0.750Lr+0.750L+H -1.646 7.355 +D+0.750L+0.750S+H -0.830 5.129 +D+0,60W+H -0.830 5.129 +D+0.70E+H -0.830 5.129 +D+0,750Lr+0.750L+0.450W+H -1.646 7.355 +D+0.750L+0.750S+0.450W+H -0.830 5,129 +D+0.750L+0,750S+0.5250E+H -0,830 5.129 +0,60D+0.60W+0.60H -0,498 3.078 +0.60D+0,70E+0.60H -0.498 3.078 D Only -0.630 5.129 Lr Only -1.088 2.967 L Only S Only W Only E Only H Only Page 7 of 55 Design Code; Beam -ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu lop (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: RA STRUCTURAL ENGINEERING,INC PROJECT Lot 58B Madison SUBJECT Custom Horne CBC 2016 1 NDS 2015 B34 23,67 2 9.05 0.00 6.90 False False True 0.00 6.90 9 DESIGNED R.A. CHECKED R.A. JOB NO. 1708130 SHT OF I DATE 08/23/2018 I - Location; Roof Section Type: DF/DF 24F - V8 Section Name: 5.125x13.5 Beam Thickness: 5.12 Beam Depth: 13.50 A: 69.12 Sxx: 155.52 SYy: 58.98 Fb Base Allowable: 2400 Fb Adjust Allowable (CD = 1): 2372 Fv Allowable (CD = 1): 265 Fc Allowable (CD = 1): 1650 E: 1800 in. in. in2 Ina I n3 psi psi psi psi ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load combination (Ibs) Snow (Ibs) Snow (Ibs) (in2l ID UP64 0.00 60 0 0 0 0 0.13 1 P61 7.72 -1079 0 -995 0 0 0.00 1 P75 16.77 3137 0 2514 0 0 11.91 3 Load Combination Max. Bending Max. Shear Max Momonl (k.IL) J Shoar (Ibs) Location (ft) Max Shear (Ibs) Location (Ibs) ID •11.13 -1391 16.77 1746 16.77 D+Lr -20.33 -2499 16.77 3152 16.77 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) '% Code Check D 0.90 -859 12135 140 2 38 238 15.9 D+Lr 1.25 -1569 _ 12948 1532 68 1331 20.6 Total Load Deflection* Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination UP64-1361 0.001 0.39 3.99 Passed L/999+ D P61-P75 -0.096 0.45 12.95 Passed L/999+ D+Lr Right Cant. 0.669 0.69 23.67 Passed L/248 D+Lr Total Live toad ❑efloctiom SpanlD Applied (in) Allowable (in) Location (ft) Deflection Chock UP64-P61 0.000 0.26 0.00 Passed L/999+ P61-P75 -0.044 0.30 12.95 Passed L/999+ Right Cant. 0.306 0.46 23.67 Passed L/541 Page 8 of 55 www.slrucluralsoft.com RA STRUCTURAL ENGINE PROJECT Lot 58B Madison SUBJECT Custom Home Design Code: CBC 20161 NOS 2015 Beam —ID: B35 Beam length (ft): 21.32 Number of spans: 1 Maximum span (ft): 21.32 Left cantilever Lc (ft): 0.00 Right cantilever Lr (fl): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (fl): 0,00 Slenderness Ratio: 1 Adjustment factors: +ve Cv=0.987 ERING,INC DESIGNED R.A. CHECKED R.A. DATE 08/23/2018 A C<%'4 IVO' ' Location: Roof / Section Type: DF/DF 24F - V4 Section Name: 5.125x13.5 Beam Thickness: 5.12 Boam Depth: 13.50 A: 69.12 Sxx: 155.52 Syy: 58.98 Fb Base Allowable: 1850 Fb Ad'lust Allowable (CD = 1): 2369 Fv Allowable (CD = 1): 265 Fc Allowable (CD = 1): 1650 E: 1800 JOB NO. 1708130 SHT OF in. in, Inv in3 in3 psi psi psi psi ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load combinalior (Ibs) Snow (Ibs) Snow (Ibs) ins ID B33 0.00 1825 0 1604 0 0 7.23 3 B34 21.32 1581 0 1347 0 0 6.17 3 Load Combination Max. Bending Max. Shear Max Momont (k.lf.) Shear (Ibs) Location (fl) Max Shoar (Ibs) Location (Ibs) D 10.62 ^fI -701 11.68 1825 0.00 D+Lr 19.70 -1317 11.68 3429 0.00 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % CodeCheck Max fv (psi) Fv (psi) '% Code Check D �0.90 819 Y 2132 / 38.4 40 238 16.6 122,5 D+Lr 1.25 1520 2961 ✓ 51.4 74 331 ,/ Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID B33-B34 0.827 1.07 10.41 Passed U310 t) I Ls Total Live Load D_01"-ft>r, SpanlD Applied (In) Allowable (in) Location (ft) Deflection Check f333-1334 0.383 �l —f _ 10.41 Passod L./608 Page 9 of 55 www.strucluralsoft.corn RA Structural PROJECT Lot 58B Madison SUBJECT Custom Home Design Code: CBC 2016 / NDS 2015 Beam ID: B36 Beam length (ft): 20.54 Number of spans: 1 Maximum span (ft): 20.64 Left cantilever Lc (ft): 0.00 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 0.00 Slenderness Ratio: 1 Adjustment factors: +ve Cv=0.964 DESIGNED R.A. CHECKED R.A. DATE 08/23/2018 Location: Roof Section Type: DF/DF 24F - V4 Section Name: 6,75x13.5 Beam Thickness: 6.75 Beam Depth: 13.50 A: 91.12 Sxx: 205.03 Syy: 102.52 Fb Base Allowable: 1850 Fb Adlust Allowable (CD = 1): 2313 Fv Allowable (CD = 1): 265 Fc Allowable (CD = 1): 1650 E: 1800 JOB NO. 1708130 SHT OF In. in. inz in3 in3 psi psi psi psi ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) W combination ID P31 0.00 2104 0 1834 0 0 8.63 3 P61 20.54 1432 0 1156 0 0 5.67 3 Load Combination Max. Bending Max. Shear Max Moment (k If.) I Shear (Ibs) Location (fl) Max Shear (Ibs) Location (Ibs) ID 11.13 -840 1 10.74 2104 1 0.00 D+Lr 20.54 -1605 1 10.74 3938 1 0.00 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 651 2081 313 35 29a 14.5 D+Lr 1.25 1202 2891 41.6 65 331 19.6 Total Load Deflection]; Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P31-P61 0.585 1.03 9.90 Passed L/421 D+Lr Total Live Load ❑eflgctlon: Applied (in) Allowable (in) Location (ft) Deflection Check SpanlD P31-P61 0.268 0.68 990 Passed L/919 www.slructuralsofLcom Page 10 of 55 RA Structural PROJECT Lot 58B Madison SUBJECT Custom Home Design Code: CBC 2016 / NDS 2015 Beam ID: B38 Beam length (ft): 7.32 Number of spans: 1 Maximum span (ft): 7.32 Left cantilever Lc (ft): 0.00 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu lop (ft): 0.00 Lu bottom (ft): 0.00 Slenderness Ratio: Adjustment factors: DESIGNED R.A. JOB NO, 1708130 CHECKED R.A. SHT DATE 08/23/2018 v ` fA .0 VCr` 4 U Location: Roof Section Type: Douglas Fir - Larch No.1 Section Name: 6x12 Beam Thickness: 5.50 Beam Depth: 11.50 A: 63.25 Sxx: 121.23 Syy: 57.98 Fb Base Allowable: 1350 Fb Adjust Allowable (CD = 1): 1350 Fv Allowable (CD = 1): 170 Fc Allowable (CD = 1): 925 E: 1600 OF Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) W combination ID B55 000 815 0 763 0 0 3.46 3 B37 7.32 692 0 640 0 0 2,92 3 6aWysis Summary: Load Combination Max. Bending Max. Shear Max Moment (k.lf.) Shear (Ibs) Location (ft) Max Shur (Ibs) Location (Ibs) ,D 1.54 -59 2,95 815 0.00 ,D+Lr 2.99 -129 2,95 1578 0.00 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) '% Code Check D 0.90 153 1215 12.6 19 153 12.6 D+Lr 1.25 296 1688 117.6 37 '212 17.6 Total Load Deflection: Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination B55-B37 0.026 0,37 366 Passed L/999+ D+Lr Total Live Load Defiectlom SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check 1355-1337 0.012 0.24 3.66 Passed L/999+ www.structuralsoft.com Page 11 of 55 RA STRUCTURAL ENGINEERING,INC PROJECT Lot 58B Madison SUBJECT Custom Home Design Code: CBC 2016 ! NDS 2015 Beam ID: B42 Beam length (ft): 4.77 Number of spans: 1 Maximum span (ft): 4.77 Left cantilever Le (ft): 0.00 Right cantilever Lr (ft): 0,00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 0.00 Slenderness Ratio: 1 Adjustment factors: DESIGNED R.A. CHECKED R.A. DATE 08/23/2018 JOB NO. 1708130 SHT OF 0 V-P;C a - Location: Roof Section Type: Douglas Fir- Larch No.1 Section Name: 6x8 Beam Thickness: 5.50 Beam Depth: 7.50 A: 41.25 Sxx: 51.56 Syy: 37.81 Fb Base Allowable: 1350 Fb Adiust Allowable (CD = 1)I 1350 Fv Allowable (CD = 1): 170 Fc Allowable (CD = 1): 925 E: 1600 in. in, in2 in3 in3 psi psi psi psi ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load combination (Ibs) Snow (Ibs) Snow (Ibs) in2 ID P180 0.00 414 0 392 0 0 1.77 3 P185 4.77 445 0 42.3 0 0 1.90 3 Load Combination Max. Bending Max, Shear Max Moment (k.IL) Shear (Ibs) Location (ft) Max Shoar (Ibs) Location (Ibs) D 0,51 -126 2.50 -445 1.869 4.77 ID+Lr 1,00 -251 2,60 4 77 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 119 1215 9.8 16 153 10.6 D+Lr 1.25 233 1686 13-8 32 '212 14,9 Total Load Deflegtion: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P180•P185 0.013 0.24 2.39 Passed L1999+ D+Lr Total Live Load Doflactlon, SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check A180-P185 0.006 0.16 2.39 Passed Ll999+ www.slructuralsoft.com Page 12 of 55 RA Structural DESIGNED R.A JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 08/23/2018 Design Code: CBC 2016 / NDS 2015 CiDvC�iex] Beam —ID: B43 Beam length (ft): 30.00 Number of spans: 1 Maximum span (it): 30.00 Left cantilever Lc (ft): 0.00 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0,00 Lu bottom (ft): 0.00 Slenderness Ratio: 1 Adjustment factors: +ve Cv=0.888 Location: Roof J Section Type: DF/DF 24F - V4 Section Name: 6.75x21 Beam Thickness: 6.75 in. Beam Depth: 21.00 In. A: 141.75 i llz Sxx: 496.12 in3 Syy: 159.47 in3 Fb Base Allowable: 1850 psi Fb Adiust Allowable (CD = 1): 2130 psi Fv Allowable (CD = 1): 265 psi Fc Allowable (CD = 1): 1650 psi E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) W combination ID P55 0.00 3024 0 2655 0 0 14.42 3 P58 30.00 3991 0 2702 0 0 14.67 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf,) I Shear (Ibs) Location (ft) Max Shear (Ibs) Location (Ibs) ID 30,43 -72 15.15 -3991 30.00 5+Lr 51,00 -177 15.15 -6692 t 30.00 Load Combination LDF I Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) '% Code Check D 0.90 1736 1917 38.4 42 238 17.7 D+Lr 1.25 11234 2663 46.3 71 331 21.4 Total Lead Deflection., Applied (in) Allowable (iii) Location (ft) Deflection Check Load Combination Span ID P55-P58 0.$77 1 5U 15.14 Passed L/410 D+Lr Total Live Load Deflection: Applied (in) Allowable (in) Location (it) Deflection Chock SpanlD P55-P5$ 0.354 1.00 15,14 Passed t1999+ www.structuralsoft.com Page 13 of 55 RA Structural PROJECT Lot 58B Madison tiTRit-ff".t31. = -- �i:+(A.''IT;FCtiii SUBJECT Cuslom Home Design Code: CBC 2016 / NDS 2015 Beam ID: B44 Beam length (ft): 20.17 Number of spans: 1 Maximum span (ft): 12.72 Left cantilever Lc (ft): 7.45 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu lop (ft): 0.00 Lu bottom (ft): 7.45 Slenderness Ratio: 9 Adjustment factors: DESIGNED R.A. CHECKED R A. DATE 08/23/2018 0 If- FiCc Location: Roof Section Type: DF/DF 24F - V8 Section Name: 5.125xl2 Beam Thickness: 5.12 Beam Depth: 12.00 A: 61.44 Sxx: 122.88 Syy: 52.43 Fb Base Allowable: 2400 Fb Ad'lust Allowable (CD = 1): 2374 Fv Allowable (CD = 1): 265 Fc Allowable (CD = 1): 1650 E: 1800 JOB NO. 1708130 SHT OF Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) ins combination ID B50 7.45 586 0 366 0 0 2.01 3 P 180 20.17 153 0 96 0 0 0.66 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf) I Shear (Ibs) Location (ft) Max Shear (Ibs) Locatlon (Ibs) I7 .1.02 1313 7.45 313 7.45 D+Lr •1.65 1509 7.45 509 7.45 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 -99 :2137 4.6 8 238 1331 3.2 D+Lr 1.25 •161 2952 5.5 12 3.7 Total Load Deftectiom Applied (in) Allowable (in) Location (ft) Deflection Chock Load Combination Span ID Left Cant. 0.067 0.74 0.00 Passed L/999+ D+Lr B50-P180 0.013 0.64 14.69 Passed L/999+ D+Lr Total Live Load ❑e#lect'ron: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check Left Cant. 0.038 0.50 0.00 Passed L/999+ B50-P180 0.010 0.42 13.69 Passed L/999+ www.slructuralsofl.com Page 14 of 55 RA Structural PROJECT Lo _. :iSUBJECT CL 4, t 58B Madison Islom Homo Design Code: CBC 2016 / NDS 2015 Beam ID: 845 Beam length (ft): 7.58 Number of spans: 1 Maximum span (ft): 7.58 Left cantilever Lc (ft): 0.00 Right cantilever Lr (ft); 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 0.00 Slenderness Ratio: 1 Adjustment factors: 821 tlons: DESIGNED R A. CHECKED R.A DATE _ 08/23/2018 JOB NO, 1708130 SHT OF Location; Roof Section Type: Douglas Fir - Larch No,1 Section Name: 6x8 Beam Thickness: 5.50 Beam Depth: 7.50 A: 41.25 Sxx: 51.56 Syy: 37.81 Fb Base Allowable: 1350 Fb Adlust Allowable (CD = 1): 1350 Fv Allowable (CD = 1): 170 Fc Allowable (CD = 1): 925 E 1600 In. in. W in3 in3 psi psi psi psi ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) W combination ID B60 0.00 738 0 575 0 0 2.88 3 P198 7.58 734 0 570 0 0 2.86 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf.) Shoar (Ibs) Location (ft) •Max Shear (Ibs) Location (Ibs) ID 1.72 -187 3.77 738 0.00 D+Lr 3.13 -374 3.77 1313 0.00 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) '% Code Check D W 0.90 400 1215 11688 32.9 143.1 27 153 17.6 D+Lr 1.25 728 48 212 22.5 Total Load Doflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID B60-PJ98 0.100 0,38 3.77 Passed 1-1910 i) 1 r Live Logd Deflection*Total SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check 1360-P198 0.045 0.25 3.77 Passed L/999+ Page 15 of 55 www.structuralsoft.com 4 RH L'C'11 RA L :Nt �INl:1d;IIM; Steel Beam - --�- ^ �� _-f • ___ Description : B50 O AL Project Title: Lot 58B Madision Engineer: R,A, Project ID: 1708130 Project Descr: P(inled: 28 AUG 2018. 10:21AM File = J:12017PR-11LOT56B-1103-STR-t%RAV$8 23•-iiENG%17t)B130.ec6 . Soflware OW -Phi ENERCALC, INC. IM20% Build.-14.18,7.31 . CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design T Fy : Steel Yield ; 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksi Bending Axis ; Major Axis Bending r----------.----..----- --- } Lr(0:.34)---------.--------------------t-- 34P -28). W 12x65 W 12x65 - ' W 12x65 Span = 30.0 ft Span = 5.50 ft ppar1 = 4.750 ft Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0,020, Lr = 0.020 ksf, Tributary Width = 17.0 ft, (Roof) Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 17.0 ft, (Roof) Load for Span Number 3 Uniform Load : D = 0.020, Lr = 0,020 ksf, Tributary Width = 14.0 ft, (Roof) Point Load : D = 0.60, Lr = 0.40 k @ 4.750 fl, (B44) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.273: 1 Section used for this span W12x65 Mu : Applied 97.272 k-ft Mn " Phi : Allowable 356,217 k-ft Load Combination +1.20D+1.60Lr+0.50L+1.60H Location of maximum on span 30,000 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max U ward Transient Deflect' n Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn " Phi : Allowable Load Combination Location of maximum on span Span It where maximum occurs 0,205 in Ratio = i P to -0.008 in Ratio = Max Downward Total Deflection 0.450 in Ratio = Max Upward Total Deflection -0.017 in Ratio = Maximum Forces & Stresses for Load Combinations 1,753> 360 8,623 > 360 800 > 240 3905 > 240 0.132 : 1 W12x65 18.692 k 141.570 k + 1.20D+l ,60Lr+0, 50L+1,60H 30.000 ft Span # 1 Load Combination Segment Length Span # Max Stress Ratios M V max Mu + max Mu - Summary of Moment Values Mu Max Mnx Phi'Mnx Cb Rm Summary of Shear Values VuMax Vnx Pht'Vnx +1.400+1,6014 Dsgn, L = 30.00 ft 1 0,150 0.073 39.84 -53.51 53.51 395.80 356.22 1.00 1.00 10.29 141.57 141.57 Dsgn. L = 5.50 ft 2 0,150 0.068 -0.00 -53.51 53.51 395.80 356,22 1,00 1.00 9.57 141.57 141.57 Dsgn. L = 4.75 It 3 0.026 0.022 -9,44 9.44 395.80 356.22 1,00 1.00 3.13 141.57 141.57 +1.20D+0.50Lr+1,60L+1.60l1 Dsgn. L = 30.00 ft 1 0.174 0.084 46.08 -61.93 61.93 395.80 356.22 1.00 1.00 11.90 141.57 141.57 Dsgn, L = 5.50 ft 2 0.174 0.079 -0.00 -61,93 61.93 395.80 356.22 1.00 1.00 11,13 141.57 141.57 Dsgn. L = 4.75 ft 3 0,030 0.025 -10,62 10.62 395.80 356.22 1.00 1.00 3.55 141.57 141.57 +1.20 D+1.60L+0.50 S+1.60H Dsgn. L = 30.00 ft 1 0,129 0.062 34.15 -45.86 45.86 395.80 356,22 1.00 1.00 P;1* 16 64'S57 141.57 Dsgn, L = 5.50 ft 2 0,129 0.058 -0,00 -45.86 45.86 395.80 356.22 1.00 1.00 8,20 141.57 141.57 Dsgn. L = 4.75 ft 3 0,023 0.019 -8.09 6.09 395.80 356.22 1..00 1.00 2.69 141,57 141.57 Project Title: Lot 58B Madision Engineer: R.A. R ID: 1708130 AProject '+ 1'I�l'l''f'L`It.11_ Project Descr: :�lt�INfaa�fftit� Riinted: 28 AUG 20 18. 10:2.1AM Steel Beam F4e=J:120t.7PR-11L0TW8-i103•STR-11iZ41g8.2ii•-ilEHG117Q8i3p.neG Software coppri hl ENERCALC, INC. 1983.2418, Build %18.7.31 . I�It Description Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 30.00 ft 1 0.273 0.132 72.34 -97.27 97.27 395,80 356,22 1.00 1.00 18.69 141.57 141.57 Dsgn. L = 5.50 it 2 0,273 0,124 -0.00 -97.27 97.27 395.80 356.22 1.00 1.00 17.58 141.57 141.57 Dsgn. L = 4.75 it 3 0.045 0.039 -16.18 16.18 395.80 356.22 U0 1.00 5.45 141.57 141.57 +1.20D+1,60Lr+0.50W+1.60H Dsgn, L = 30.00 ft 1 0,273 0.132 72.34 -97.27 97.27 395.80 356,22 1.00 1.00 18.69 141.57 141.57 Dsgn. L = 5.50 it 2 0,273 0,124 -0.00 -97.27 97.27 395.80 356.22 1,00 1.00 17.58 141.57 141.57 Dsgn. L = 4.75 ft 3 0.045 0.039 -16.18 16.18 395.80 356.22 1.00 1.00 5.45 141.57 141.57 +1,20D+0.50L+1,60S+1.60H Dsgn. L = 30,00 n 1 0.129 0.062 34.15 -45.86 45.86 395,80 356.22 1.00 1.00 8.82 141.57 141.57 Dsgn, L = 6.50 It 2 0,129 0.058 -0.00 -45.86 45.86 395.80 356.22 1.00 1.00 8.20 141.57 141.57 Dsgn, L = 4.75 ft 3 0.023 0.019 -8.09 8.09 395.80 356,22 1.00 1.00 2.69 141.57 141.57 +1.20 D+1.60S+0,50W+1.60H Dsgn. L = 30.00 ft 1 0.129 0.062 34.15 -45.86 45.86 395.80 356.22 1.00 1.00 8,82 141.57 141.57 Dsgn. L = 5.50 ft 2 0.129 0.058 -0.00 -45.86 45.86 395.80 356.22 1.00 1.00 8.20 141.57 141,57 Dsgn. L = 4.75 ft 3 0.023 0.019 -8.09 8.09 395.80 356.22 1.00 1.00 2.69 141.57 141.57 +1,20D+0.50Lr+0.50L+W+1,60H Dsgn. L = 30.00 ft 1 0.174 0.084 46.08 -61.93 61.93 395,80 356,22 1.00 1.00 11.90 141.57 141.57 Dsgn, L = 5.50 It 2 0.174 0.079 -0.00 -61.93 61.93 395.80 356.22 1.00 1.00 11.13 141.57 141.57 Dsgn. L = 4.75 ft 3 0,030 0.025 -10.62 10.62 395.80 356.22 1.00 1.00 3.55 141.57 141.57 +1.20D+0.50L+0,50S+W+1.60H Dsgn, L = 30.00 ft 1 0.129 0.062 34.15 -45.86 45.86 395.80 356.22 1.00 1.00 8.82 141.57 141.57 Dsgn. L = 5.50 It 2 0,129 0.058 •0.00 -45.86 45.86 395.80 356.22 1.00 1.00 8.20 141.57 141.57 Dsgn. L = 4.75 ft 3 0.023 0.019 -8.09 8.09 395.80 356.22 1,00 1.00 2.69 141,57 141.57 +1.20D+0, 50 L+0.20S+E+1.60H Dsgn, L = 30.00 it 1 0.129 0.062 34.15 -45.86 45.86 395.80 356.22 1.00 1.00 8.82 141.57 141.57 Dsgn. L = 5.50 ft 2 0.129 0.058 .0,00 -45.86 45.86 395.80 356.22 1.00 1,00 8.20 141.57 141.57 Dsgn, L = 4.75 fl 3 0.023 0.019 -8.09 8.09 395.80 356.22 1.00 1.00 2.69 1457 141.57 +0,90D+W+0.90H Dsgn. L = 30.00 It 1 0,097 0.047 25.61 -34.40 34.40 395.80 356.22 1.00 1.00 6.61 141.57 141.57 Dsgn. L = 5.50 ft 2 0,097 0,043 -0.00 -34.40 34.40 395.80 356.22 1.00 1.00 6.15 141.57 141.57 Dsgn, L = 4.75 ft 3 0.017 0.014 -6.07 6.07 395.80 356.22 1.00 1.00 2.01 141.57 141.57 +0.90D+E+0.90H Dsgn, L = 30.00 ft 1 0.097 0.047 25.61 -34.40 34.40 395.80 356.22 1.00 1.00 6.61 141.57 141.57 Dsgn, L = 5.50 It 2 0.097 0.043 -0.00 -34.40 34.40 395.60 356.22 1.00 1.00 6.15 141.57 141.57 Dsgn. L = 4.75 It 3 0,017 0.014 -6.07 6.07 395.80 356.22 1.00 1.00 2.01 141.57 141.57 Overall Maximum Deflections ^ Load Combination Span Max. "" Den Location in Span Load Combination Max. "+" Den Location in Span' +D+Lr+H -- - - 1 �0.4502 13400 � -� 0.0000 2,420 2 0.0000 13.400 +D+Lr+11 -0.0169 2.420 +D+Lr+H 3 0,0514 4.750 0.0000 2,420 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3� Support 4 Overall MAXimum 8.830 26.214 -4,628 Overall MINimum 2.881 8.511 -1,422 +D+H 4.801 14.186 -2.370 +D+L+H 4.801 14.186 -2.370 +D+Lr+H 8.830 26.214 -4.628 +D+S+H 4.801 14.186 -2.370 +D+0.750Lr+0.750L+H 7.823 23.207 -4.063 +D+0.750L+0,750S+H 4.801 14.186 -2.370 +D+0.60W+H 4.801 14,186 -2.370 +D+0.70E+H 4.801 14.186 -2.370 +D+0,750Lr+0,750L+0.450W+H 7,823 23.207 -4.063 +D+0.750L+0.750S+0,450W+H 4.801 14.186 -2,370 +D+0.750L+0.750S+0.5250E+H 4,801 14.186 -2,370 +0.60D+0.60W+0.60H 2.881 8,511 -1.422 +0.60D+0,70E+0,60H 2,881 8.511 -1.422 D Only 4,801 14,186 -2.370 Lr Only 4,029 12.028 -2.257 L Only S Only W Only Page 17 of 55 E Only H Only RA Structural PROJECT Lot 58B Madison �18f'{'i['i1l. L71-A=I.ili1El:F.i iii SUBJECT Custom Home Design Code: CBC 2016 / NDS 2015 Beam -ID: B54 Beam length (ft): 7.80 Number of spans: 1 Maximum span (ft): 7.80 Left cantilever Lc (ft): 0.00 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 0.00 Slenderness Ratio: Adjustment factors: RaaCtlans- Support ID Distance from Start (ft) Dead (I P197 0.23 736 B12 8.03 783 DESIGNED R.A. JOB NO. 1708130 CHECKED R.A. _ I SHT OF DATE 08/23/2018 L.VtC%. 1111 Location: Roof Section Type: Section Name: Beam Thickness: Beam Depth: A: Sxx: Syy: Fb Base Allowable: Fb Adiust Allowable (CD = 1): Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: Douglas Fir - Larch No,1 6x8 5.50 in. 7.50 in. 41.25 W 51.56 i113 37.81 in3 1350 psi 1350 psi 170 psi 925 psi 1600 ksi Passed Reactions (Ibs) Requird Bearing Area Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) i111 combination ID 0 700 0 0 3.15 3 0 747 0 0 3.35 Load Combination Max. Bending Max. Shear Max Moment (k.IL) Shoar (Ibs) Location (rl) Max Shear (Ibs) Location (Ibs) D 1.65 -103 3.42 -785 1 7.80 D+Lr 3.24 -208 3.42 -1532 1 780 Load Combination LDF I Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (pFv (psi) '% Code Check D 0.90 384 1215 31.6 29Ed.212 153 18.7 D+Lr 1.25 753 1688 44.6 56 26.2 Io3ai_Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P197-1312 0.112 0.39 3.90 Passed U840 O+Lr Tolal Live Lpad L7pflectio�l; SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P197-1312 0,055 0,26 3.90 Passed L/999+ Page 18 of 55 www.structuralsoft.com RA Structural DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF -=1[iiEr((sl'IZf; SUBJECT Cuslorn Home DATE 08/23/2018 Design Code: rRr 9niA i Nnc oniti MA. e- Beam ID: B60 Beam length (ft): 12.44 Number of spans: 1 Maximum span (ft): 12.44 Left cantilever Lc (ft): 0.00 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 0,00 Slenderness Ratio: 1 Adjustment factors: Reactions - Location: Roof Section Type: Douglas Fir - Larch No,1 Section Name: 6x8 Beam Thickness: 5.50 in. Beam Depth: 7.50 in. A: 41.25 in2 Sxx: 51.56 i113 Syy: 37.81 in3 Fb Base Allowable: 1350 psi Fb Ad'lust Allowable (CD = 1): 1350 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi E: 1600 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) in2 combination ID B59 0.00 974 0 768 0 0 3.82 3 P103 1244 375 0 302 0 0 1 1.48 3 Load Combination Max. Bending Max. Shear Max Mornonl (k.lf.) 1,9hoar (Ibs) Location (it) IMax Shoar (Ibs) Location (Ibs) D 1,43 14 4.73 974 0.00 D+ Lr 2.58 9 4.73 1743 0.00 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) '% Code Check D 0.90 333 11215 127.4 35 1153 23.2 D+Lr 1.25 599 11688 135.5 63 1212 29.8 Total Load Deflection: Span ID Applied (In) Allowable (In) Location (ft) Deflection Check Load Combination B59-P103 0.238 0.62 5.97� Passed 1-1628 D+Lr Total Llve Load Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check B59-P103 0.106 0.41 5.97 Passed L/999+ www.slrucluralsoft,com Page 19 of 55 RA Structural DESIGNED R.A. PROJECT Lot 588 Madison CHECKED R.A. :=�ASM, i r., =NlNI SUBJECT Custom Home DATE BEAM LOAD REPORT Beam ID : 312 kn 82 1 19 60 33 25 Length :31'-6" 0_012312018 Floor: Roof n 1 ueaa Loaa o � e 1 1 Roof Live Load JOB NO 1708130 SHT OF Page 20 of 55 RA Structural DESIGNED R.A. PROJECT Lot 58B Madison CHECKED R.A. -��III•��111� SUBJECT Custom Homo DATE BEAM LOAD REPORT Beam ID : B13 Length :17'-8" 43 34 29 19 08/23/2018 Floor: Roof Dead Load Roof Live Load JOB NO 1708130 SHT OF Page 21 of 55 RA Structural DESIGNED R.A. JOB NO 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home `DATE 12 l201$__ BEAM LOAD REPORT Beam ID: B22 134 104 54 136 120 91 40 Length :15'-2" Floor: Roof K en i I I 1 I ! I .� 0' 1 36 10' Dead Load 0 M r i I I I I I I I its F;•3• Roof Live Load Beam ID: B23 Length :9'-6" Floor: Roof 89 66 79 57 Dead Load Roof Live Load 7-II 7-IJ Page 22 of 55 RA Structural R[ PROJECT Il ��kILT['�1� ":1fiiEkFlibff+l� SUBJECT BEAM LOAD REPORT Beam ID: B31 24 Ifs (DESIGNED R.A. Lot 58B Madison !CHECKED R.A. Custom Home IDATE Length :27'-1" Floor: Roof 1 Dead Load 0 1 Roof Live Load JOB NO SHT 1708130 OF Is Page 23 of 55 RA Structural DESIGNED R.A. JOB NO 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF �::1t;I1Ff•,�ISI; I SUBJECT Custom Home IDATE 0812312018 BEAM LOAD REPORT Beam ID: B34 Length :23'-7" Floor: Roof m 107 1 15 92 9 I 11364 Beam ID: B35 176 135 99 74 161 119 84 59 Length :21'-3" Dead Load 1 Roof Live Load Floor: Roof 0 M 1n Dead Load Roof Live Load n 0 1 f ?S 1 1, n, Page 24 of 55 ^T� RA Structural DESIGNED R.A. JOB NO 1708130 PROJECT Lot 58B Madlson CHECKED R.A, SHT OF ^T SUBJECT Cust9M Home__ DATE 0812312018 BEAM LOAD REPORT Beam ID: B36 Length :20'-6" Floor: Roof 207 M 60 186 146 125 40 a 1 Dead Load Roof Live Load Page 25 of 55 RA Structural DESIGNED R.A. JOB NO 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 0812312018 BEAM LOAD REPORT Beam ID: B38 Length :7'-3" Floor: Roof 215 148 200 134 Dead Load Roof Live Load 4 Page 26 of 55 RA Structural DESIGNED R.A. JOB NO 17081 PROJECT Lot 58B Madison CHECKED R.A. SHT OF BEAM LOAD REPORT Beam ID: GT-B39 Length A T-10" Floor: Roof 245 190 121 237 182 113 Dead Load Roof Live Load B Page 27 of 55 RA Structural DESIGNED R.A. JOB NO 1708130 �RPROJECT Lot 588 Madison CHECKED R.A. SHT OF I- -A SUBJECT Custom Herne DATE 08/23/2018 BEAM LOAD REPORT Beam ID: B42 2W 135 201 126 Length :4'-9" Floor: Roof Dead Load Roof Live Load Page 28 of 55 RA Structural DESIGNED R.A. JOB NO PROJECT Lot 58B Madison CHECKED R.A. _ SHT tiTR1 Xz!tE. .. - SUBJECT -Q m Homn DATE 08/23/2018 BEAM LOAD REPORT Beam ID : B43 M 204 82 122 Length :29'-11" Floor: Roof ueao Loaa Roof Live Load 1708130 Lei 8 Page 29 of 55 RA Structural DESIGNED R.A. JOB NO 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 0$1?3l2018 BEAM LOAD REPORT Beam ID: B44 38 zd Length :20'-2" Floor: Roof 0' I Sf1 10' Dead Load Roof Live Load Page 30 of 55 mA zaructurai DESIGNED R.A. -21R PROJECT Lot 58B Madison CHECKED R.A. yTltl'tTl'�ll. �"- SUBJECT SuqQUL—HOIIMIL DATE 08_ 12WZOI8 BEAM LOAD REPORT Beam ID: B45 235 180 43 191 137 Length :7'-6" Floor: Roof Dead Load Roof Live Load JOB NO SHT 1708130 A Page 31 of 55 11A Structural DESIGNED R.A. PROJECT Lot 58B Madison CHECKED R.A. SUBJECT guglo►r-Home_ DATE 08/23/2016 BEAM LOAD REPORT Beam ID: B54 209 7 202 Length :8'-0" Floor: Roof Dead Load Roof Live Load JOB NO 1708130 SHT OF Page 32 of 55 RA Structural R[ PROJECT ! � �rl�lir:�;i SUBJECT BEAM LOAD REPORT DESIGNED R.A. JOB NO 17081 Lot 58 3 Madison � CHECKED R.A. � SHT OF _ ustom me __ DATE 0 /2�12018 Beam ID: B60 Length :12'-5" Floor: Roof M r 49 kn n tn 40 Ueaa Load Roof Live Load 03 03 Page 33 of 55 �� PROJECT ; Pad Footing (4.5 ft sq.)[P6] PAGE: n;( �`I 1N(t CLIENT: DESIGN BY ; R.A. -- -- �t;ruuNGltGr.c' JOB NO.: 1708130 DATE: REVIEW BY: R,A. Pad Footing Design Based on ACI 318-14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH Cl = 6 In FOOTING WIDTH B - 4.50 ft COLUMN DEPTH c2 = 6 in FOOTING LENGTH L = 4.50 ft BASE PLATE WIDTH b, = 6 In FOOTING THICKNESS T 12 in BASE PLATE DEPTH b2 = 6 In LONGITUDINAL REINF. 5 # 4 @ 12 in o.c. FOOTING CONCRETE STRENGTH fc,= 2.5 ksi TRANSVERSE REINF. 5 # 4 @ 12 in o.c. REBAR YIELD STRESS fy = 40 ksi �P AXIAL DEAD LOAD PDr 14.4 k AXIAL LIVE LOAD Pry = 14.3 k _• LATERAL LOAD (O=WIND, 1=SEISMIC) 0 WInd,SD�� WIND AXIAL LOAD PLAT = 0 k, SD d SURCHARGE qe = 0 ksi -1 i ai ti rµ• SOIL WEIGHT ws c 0.11 kcf FOOTING EMBEDMENT DEPTH Dt e 1.5 it (FOOTING THICKNESS T k 12 in c ALLOW SOIL PRESSURE Q,, = 1.5 ksf -- FOOTING WIDTH B q 4.5 It rn u FOOTING LENGTH L 4.5 ft BOTTOM REINFORCING fk, 4 THE PAD DESIGN IS ADEQUATE. L 1. ANALYSIS :DESIGN LOADS (IBC 1605.3.2 8 ACI 318 5.3) CASE 1: DL + LL P = 29 kips 1.2 DL + 1.6 LL Pu = 40 kips CASE 2: DL + LL +0,6( 1,3) W P q 29 kips 1,2 DL + LL + 1.0 W Pu - 32 kl•ps CASE 3: DL 4 LL + 0.6(0.65) W P - 29 kips 0.9 DL+ 1.0 W Pu = 13 kips CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) /, CASE 1 CASE 2 CASE 3 9,jrn,e - L3! + 4 s+ (0, 15 - „,.+) 7 = 1.46 ksf, 1.46 ksf, 1.46 ksf q MAX < k Q n , (Satisfactory] where k = 1 for gravity loads, 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318 13.2.7, 21, 8 22) l (r y O.ZiS Jil ey F.urn•` 111 b!!N(0.001>;7 4 pl J (1.85frj I- I, Ll„z I P.rn.r`-! ` 0.31i36d ,Ir 11 /_t, rrr+r! d 3 LONGITUDINAL _TRANSVERSE d 8.75 8.50 b 54 54 q u,rnnx 1.98 1.96 M 17.85 17.85 p 0.001 0.002 Pmin 0.+702 0.002 AF 0,92 0.95 RegD 5 # 4 5 # 4 Max. Spacing 18 In 0.c, 18 in o.c. USE 5 # 4 @ 12 In U.C. 5 It 4 12 In a.G. Pmox 0.019 0.019 Check),,, w < pn,ux ]Satisfactory] [Satiafaotvey] Page 34 of 55 CHECK FLEXURE SHEAR (ACI 318 13.2.7.2 & 22.5) Ov„ = 20bd+ fC LONGITUDINAL TRANSVERSC. V„ 11.34 11,53 j 0.75 0.75 Wn 35.4 34.4 Check V„ s OV [Satisfactory] _ [Satisfactory) PUNCHING SHEAR (ACI 318 13.2.7.2. 22.6.4.1, 22.6.4.3, & 8,4.2.3) OV1z=(2+y) F111Ap - 75.68 kips where = 0.75 (ACI 318 21.2) (�o = ratio of long side to short side of concentrated load bo = o1 + c2 + b, + b2 + 4d 58,5 In AP = be d = 504.6 In2 y = MIN(2, 4/0 , 40dIbo) 2.0 Vu=Pu,maxCI- BL(` 2 `+t/l��r'+C' +tIA 37.214 kips < 0 V n [Satisfactory] (conl'd) Page 35 of 55 - Title PLANTER RETAIN WALL Page: 1 �I IWC-I ORAL Job # : Dsgnr: R.A./J.M. Date: 27 AUG 2018 �: Ianiaati:��c. INC. Description.... This Wall in File: \\server\Projects\2017 ProjectMLot 586 (McClure RetainPro re111M.2018. Build 14.iR M -in Icense To,. RA STRUCTURAL ENGINEERIN( Criteria Retained Height = 2.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6,00 In Water height over heel = 0.0 ft 708130)\03-Structur Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 In Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 60.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 3.00 ft Surcharge Over Toe = 0.0 .,.Height to Bottom = 2.00 ft Used for Sliding & Overturning Axial Load Applied to Stem �� Load Type = Wind (W) (Strength Level) Axial Dead Load = 190.0 Ibs Wind on Exposed Stem = 0.0 psf Axial Live Load = 20.0 Ibs (Service Level) Axial Load Eccentricity = 0.0 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width - 0.00 ft Eccentricity » 0.00 in Wall to Ftg CL Dist » 0.00 ft Footing Type Line Load Base Above/Below Soil = at Back of Wall 0.0 ft Poisson's Ratio - 0.300 CStem Weight Seismic Load Fp / Wp Weight Multiplier = 0.410 g Added seismic base force 71.8 Ibs LDesign Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft = 0.00 Overturning = 2.33 OK Wall Material Above "Ht" = Concrete Sliding - 1.64 OK Design Method = LRFD Thickness = Total Bearing Load = 1,152 Ibs Rebar Size = .,,resultant ecc. = 6.03 in Rebar Spacing = Reber Placed at Soil Pressure @ Toe = 1,089 psf OK Design Data -_ - Soil Pressure @ Heel = 0 psf OK fb/FB + fa/Fa = Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs = ACI Factored @ Toe = ACI Factored @ Heel = 1,524 psf 0 psf Strength Level Ibs = Footing Shear @ Toe - 0.4 psi OK Moment.... Actual Service Level ft-# =Strength Footing Shear @Heel - 1.8 psi OK Level ft-# = Allowable - 75.0 psi Sliding Calcs Moment,.,., Allowable = Lateral Sliding Force = 332.8 Ibs Shear,.... Actual less 100% Passive Force = - 206.3 Ibs Service Level psi = less 100% Friction Force = - 339.7 Ibs Strength Level psi = Added Force Req'd = 0.0 Ibs OK Shear.. -Allowable psi = ....for 1,5 Stability = 0.0 Ibs OK Anet (Masonry) in2 = Reber Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' _ considered in the calculation of soil bearing pressures. W II W I ht f - Load Factors Building Code CBC 2016,AC1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 a e g ps - Short Term Factor 8.00 # 5 12.00 Center 0.099 358,5 501.5 5,069.7 7.5 75.0 4.00 100.0 Equiv. Solid Thick. Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data . ..... fc psi = 2,500.0 Fy psi = 60,000.0 Page 36 of 55 -� -- �i RUCrURAL �■N GINIOIRINr, INC. A, Title PLANTER RETAIN WALL Page: 2 Job # : Dsgnr: R.A./J.M. Date: 27 AUG 2018 Description.... This Wall In File: flseryerLProjects12017 ProjectslLot 58B (McClure Residence)-(1708130)103-Slructur Cantilevered Retaining Wall Code; CBC 2016,AC1 318-14,AC1 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0303 In2/ft (4/3) * As : 0.0404 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Relnf Area per ft of stem Height: 0,192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0,1728 in2/ft 44@ 12.50 in #4@ 25.00 in Provided Area ; 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 In2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 0.75 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,524 0 psf Total Footing Width = 2.25 Mu': Upward = 378 41 ft-# Footing Thickness = 15.00 in Mu' : Downward = 82 193 ft-# Key Width = Mu: Design 0.00 in = 296 152 ft-# Key Depth = Actual 1-Way Shear 0.00 in = 0.42 1.83 psi Key Distance from Toe = Allow 1-Way Shear 0.00 ft = 40.00 40.00 psi Toe Reinforcing = # 5 @ 12.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min, As % - 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd: Mu < phi*5`lambda*sgrt(f c)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in --- --- --- - Summary of Overturnina & Resistinct Forces & Moments 0.73 in2 0.32 in2/ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 225.0 1.25 281.3 Soil Over Heel = 229.2 1.83 420.1� Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 36.0 3.75 135.0 Load @ Stem Above Soil = Seismic Stem Self Wt 71.8 2.50 179.4 Total R� 332.8 O.T.M. 595.6 Resisting/Overturning Ratio = 2.33 Vertical Loads used for Soil Pressure = 1,152.3 Ibs If seismic is included, the OTM and sliding ratlos be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered In the calculation of Overturning Resistance. Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 190.0 1.08 205.8 * Axial Live Load on Stem = 20.0 1.08 21.7 Soil Over Toe = 41.3 0.38 15.5 Surcharge Over Toe = Stem Weight(s) = 250.0 1.08 270.8 Earth @ Stem Transitions= Footing Weighl = 421.9 1.13 474.6 Key Weight = Vert. Component = 2.25 Total = 1,132.3 Ibs R.M.= 1,386.9 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculatlon. Page 37 of 55 'R—;— 7 7'I?UCI'UNAI. ---- cluu;rulnc.In�c. Title PLANTER RETAIN WALL Page: 3 Job # : Dsgnr: R.A./J.M. Date: 27 AUG 2018 Description.... This Wall In File: \lserverlProjects=l7 Projects\Lot 58B (McClure Residence)-(1708130)103-Structur RatalnP Licanser HW 06059894 Birlld 11.1$.06.30 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13 License To: RA STRUCTURAL ENGINEERING l Tilt _.. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal DO @ Top of Wall (approximate only) 0,034 in 71ti zmg cak I i ks not valid if l Le heel sail agj] rR essur$ exceeds that of them Deg ause the wall would then tend to rotato into the retaiMd! soil_ Page 38 of 55 8" wl #5 @ 12" T #5@12.in @ Toe #5@12" @ Heel Page 39 of 55 bfl OOp f ' 190 ,LL=209 {Sirength•Lml Pp 206,25#Z7 Ecc=O" 261# ® Seismic due to stem self weight 72# Page 40 of 55 X'{;RUCI'I!ItAl. iiGu F'IRRIiNG. INC. Title PLANTER RETAIN WALL Page: 1 Job # : Dsgnr: R.A,/J,M. Date: 27 AUG 2018 Description.... This Wall in File: \\server\ProjectM2017 Projects\Lot 58B (McClure Residence)-(1708130)\03-Structur RetalnPra (c)1987-2018, Build 11.18.06.30 License :Mw.06059894 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13 License To: RA STRUCTURAL ENGINEERING Criteria Retained Height = 5.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 In Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingliSoil Friction - 0.300 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0,0 psf Lateral Load = 36.0 #/ft Used To Resist Sliding & Overturning .,.Height to Top = 6.00 ft Surcharge Over Toe = 0.0 ..,Height to Bottom = 5.00 ft Used for Sliding & Overturning Axial Load Applied to Stem Load Type = Wind ( (StrengthLevel) Axial Dead Load = 350.0 Ibs Wind on Exposed Stem = 0.0 psf Axial Live Load = 180.0 Ibs (Service Level) Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.410 g -Design Summary Stem Construction . Bottom_ Wall Stability Ratios Stem OK Design Height Above Ftg ft = 0.00 Overturning = 2.09 OK Wall Material Above "Ht" = Concrete Slab Resists All Sliding I Design Method = Thickness = Total Bearing Load = 2,488 Ibs Rebar Size = ...resultant ecc. = 6.51 in Rebar Spacing = Soil Pressure @ Toe = 1,372 psf OK Rebar Placed at Design Data Soil Pressure @ Heel = 50 psf OK fb/FB + fa/Fa - Allowable = 1500 , psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs = ACI Factored @ Toe = 1,921 psf ACI Factored @ Heel = 70 psf Strength Level Ibs = Footing Shear @ Toe = 7.1 psi OK Moment.... Actual Service Level ft-# =Strength Footing Shear @Heel = 4.1 psi OK Level ft-# _ Allowable = 75.0 psi Sliding Calcs Moment..... Allowable = Lateral Sliding Force = 908.5 Ibs Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data - - - f'm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio 'n' - considered in the calculation of soil bearing pressures, W I _ Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,AC1 1.200 1.600 1.600 1.600 1.000 a I Weight psf - Short Term Factor = LRFD 8.00 # 5 12.00 Center Adjacent Footing Load Adjacent Footing Load = 0.0lbs Footing Width = 0.00 ft Eccentricity = 0.00 In Wall to Ftg CL Dist = 0.00 it Footing Type Line Load Base Above/Below Soil _ at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Added seismic base force 157.9 Ibs 0.465 1,057.5 2,356.7 5,069.7 22.0 75.0 4.00 100.0 Equiv. Solid Thick, Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data - rc psi = 2,500.0 Fy psi = 60,000.0 Page 41 of 55 Title PLANTER RETAIN WALL Page : 2 Aw�TruciuRAI, Job # ; Dsgnr: R.A./J.M. Date: 27 AUG 2018 �:NciNi:r•.i2mNc, INC. Description.,.. This Wall in File: fterve6Projects12017 Projects\Lot 586 (McClure Residence)-(1708130)103-Structur cesef 1987-20 Build11.19.06.3D License, KW06059gy Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13 License To: RA STRUCTURAL ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1423 in2/ft (4/3) * As : 0.1897 in2/ft Min Stem T&S Reinf Area 1,056 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0,0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.16 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 In2/ft #5@ 19.38 in #5@ 38,75 In Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.75 ft Toe Heel Heel Width = 1.75 Factored Pressure = 1,921 70 psf Total Footing Width = 3.50 Mu': Upward = 2,469 153 ft-# Footing Thickness = 15.00 In Mu': Downward = 446 558 ft-# Key Width = Mu: Design = 2,023 405 ft-# 0.00 in Key Depth = Actual 1-Way Shear = 7.10 4.13 psi 0.00 in Key Distance from Toe = Allow 1-Way Shear = 40.00 40.00 psi 0.00 ft Toe Reinforcing = # 5 @ 12.00 In f c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150,00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.13 in2 Min footing T&S reinf Area per foot 0.32 in2 At If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 In #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16,30 in #6@ 32.59 in Summary of Overturning & Resisting_Forces & Moments .....OVERTURNING...., .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# _ Ibs ft ft-# ^1,640.3 Heel Active Pressure = 729.0 2.25 Soil Over Heel = 655.4 2.96 1,938.9 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt Total 21.6 6.75 145.8 157.9 4.00 631 A 908.5 O.T.M. 2,417.5 Reslsting/Overturning Ratio = 2.09 Vertical Loads used for Soil Pressure = 2,487.9 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance, Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 350.0 2.08 729.2 * Axial Live Load on Stem = 180.0 2.08 375.0 Soil Over Toe = 96.3 0.88 84.2 Surcharge Over Toe = Stem Weight(s) = 550.0 2.08 1,145.8 Earth @ Stem Transitions = Footing Welghl = 656.3 1.75 1,148A Key Weight = Vert, Component = 3.50 Total = 2,307.9 Ibs R.M.= 5,046.6 * Axial live load NOT included In total displayed or used for overturning resistance, but is included for soil pressure ca(culation, Page 42 of 55 INC. rsucruiini. A ? Title PLANTER RETAIN WALL Page : 3 Job # : Dsgnr: R.A.N.M. Date: 27 AUG 2018 Description.... This Wall in File: %lserverlProjectsl2017 Projects\Lot 58B (McClure Resldence)-(1708130)103-Structur RelainPro (c) 1987.2018, Build 11.11B.06.30 License : KW-00059894 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,ACI 530-13 License To : RA STRUCTURAL ENGINEERING Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.060 in The a al gulatio 1 n i V_• lid If the lie 1 all i essura excaed th f the toe, because the wall would then tend• to rotate iiiIo the retained soil. Page 43 of 55 8" Wh #5@1; @ Toe @ Heel Page 44 of 55 30.40psl OL=350 .LL=100# (Stienglh•Lovelm Ecc=O" 751# Seismic due to stem self weight 150# Page 45 of 55 LR y'rltl'C rUlt:\I, IiNGINUNING. INC. Title PLANTER RETAIN WALL Page: 1 Job # : Dsgnr: R.A./J.M. Date: 27 AUG 2018 Description.... This Wall in File: 1lserverlProjects12017 ProjectslLot 58B (McClure Residencej-(1708130)103-Structur RetalnPro(c) ISa7.2018, 13tiHd 11,18.06.30 License: KW-06059894 License To, RA STRUCTURAL ENGINEERING Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13 Criteria Soil Data I Retained Height = 2.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method j k Slope Behind Wall = 0.00 Active Heel Pressure = 32.0 psf/ft Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf'' Soil Density, Toe = 110.00 pcf M FootingIlSoil Friction = 0.300 Soil height to Ignore for passive pressure = 12.00 in % • Surcharge Loads _ Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psi Lateral Load = 64.0 #/ft Adjacent Footing Load = 0.01 s Used To Resist Sliding & Overturning ...Height to Top = 2.50 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 .,,Height to Bottom = 1.50 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft Footing Type Axial Load Applied to Stem (Strength Level) Base Above/Below Soil Line Load Axial Dead Load = 430.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall - 0.0 ft Axial Live Load = 260.0 Ibs (Service Level) Poisson's Ratio - 0.300 Axial Load Eccentricity = 0.0 In Stem Weight Seismic Load y Fp / Wp Weight Multiplier - 0.410 g Added seismic base force 57.4 Ibs Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft = 0.00 Overturning - 2.74 OK Wall Material Above "Ht" = Concrete Sliding - 2.16 OK Design Method = LRFD Total Bearing Load = 1,476 Ibs ...resultant ecc. = 4.06 in Soil Pressure @ Toe = 1,487 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,081 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.9 psi OK Footing Shear @ Heel = 0.4 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 264.8 Ibs less 100% Passive Force = - 206.3 Ibs less 100% Friction Force = - 364.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability - 0.0 Ibs OK Thickness = Rebar Size = Reber Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment,... Actual Service Level ft-# = Strength Level ft-# = Moment..,.. Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data --�� fm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio 'n' - considered in the calculation of soil bearing pressures. Wall Wei ht sf = Load Factors - Bullding Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,AC1 1.200 1.600 1.600 1.600 1.000 g p Short Term Factor - 8.00 # 5 12.00 Center 0.070 286.8 355.1 5,069.7 6.0 75.0 4.00 iro w l, Equiv, Solid Thick, - Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 Page 46 of 55 Ati I'Hl'CTURAL ,,,,' Nt:�iwNc INC. Title PLANTER RETAIN WALL Page: 2 Job # : Dsgnr: R.A./J.M. Date: 27 AUG 2018 Description.... This Wall in File: 1lserverlProjects12017 ProjectslLot 58B (McClure Residence)-(1708130)l03•Structur LLiconse�: Kw osassssa' BuIId 11.i8.fl6.3a Cantilevered Retaining Wall License To; RA STRUCTURAL ENGINEERING Concrete Stem Rebar Area Details Code; CBC 2016,AC1 318-14,AC1 530-13 Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0214 1n2/ft (4/3) * As ; 0.0286 In2/ft Min Stem T&S Reinf Area 0,384 in2 200bd/fy : 200(12)(4)/60000 : 0.16 1n2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0,1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area ; 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results �Y Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,081 0 psf Total Footing Width = 2.00 Mu': Upward = 238 96 ft-# Footing Thickness = 15.00 in Mu': Downward = 36 170 ft-# Key Width = Mu: Design = 202 74 ft-# 12.00 in Key Depth = Actual 1-Way Shear = 0.92 0.36 psi in Key Distance from Toe = . Allow 1-Way Shear = 40.00 40.00 psi 1ft .42 Toe Reinforcing = # 5 @ 12.00 In rc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min, As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Heel; Not req'd: Mu < phi*5`lambda*sgrt(f'c)*Sm Key: Not req'd: Mu < phi*5*lambda*sgrt(rc)*Sm Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.32 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# _ Ibs ft ft-# Heel Active Pressure = 169.0 1.08 183.1 Soil Over Heel = 183.3 1.58 290.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 38.4 3.25 124.8 Axial Dead Load on Stem = 430.0 0.83 358.3 Load @ Stem Above Soil = ' Axial Live Load on Stem = 260.0 0.83 216.7 - Soil Over Toe = 27.5 0.25 6.9 Seismic Stem Self Wt 57.4 2.25 129.2 Surcharge Over Toe = Total 264.8 O.T.M. 437.0 Stem Weight(s) = 200.0 0.83 166.7 Earth @ Stem Transitions = _ - Footing Weighs = 375.0 1.00 375.0 Resisting/Overturning Ratio = 2.74 Key Weight = 1.92 Vertical Loads used for Soil Pressure = 1,475.8 Ibs Vert. Component = _ 2.00 Total = 1,215.8 Ibs R.M.= 1,197.2 If seismic is included, the OTM and sliding ratios ` Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is Included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered In the calculation of Overturning Resistance. Page 47 of 55 R�,vlit IC LIRAI. INC. Title PLANTER RETAIN WALL Page: 3 Job # : Dsgnr: R.A./J.M. Date: 27 AUG 2018 Description.... This Wall in File: \%servehProjects12017 Projectslt.ot 58B (McClure Residence)-(I708130)\03-Structur RetalnPro (c) 1987.2018, Build 11.18.06.30 License: KW06059894 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13 License To: RA STRUCTURAL ENGINEERING Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.041 in lie above caloulation is not v71i 1[ Ibe 11ee1 spit [=�r[qg urousure exceeds that of tl a too. bacayse_the wall would,thell tend to rotifle-Into the retain d soil. Page 48 of 55 T B" w/ #6 @ 12" #5@ 12.in @ Toe #5@12" @ Heel Page 49 of 55 Ga.tr0Lz ps�30 LL=2609�Stronglh-LaveF Ecc=O" Pp= 206 254� 207# 57# ® Seismic due to stem self weight Page 50 of 55 Xr RUC'rUHAI. \•("INhaIIiING, INC. Title PLANTER RETAIN WALL Page: 1 Job # : Dsgnr: R.A./J.M. Date: 27 AUG 2018 Description.,.. This Wall in File: fterver\Projects12017 Projects\Lot 58B (McClure Residence)-(1708130)\03-Structur RetnlnPrc (c) 1987.2019, Build 11.10.06.30 License : KW-06059094 Cantilevered Retaining Wail Code: CBC 2016,AC1 318-14,AC1 530-13 License To: RA STRUCTURAL ENGINEERING Criteria Retained Height = 3.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Lateral Load = 60.0 #/ft Surcharge Over Toe = 0.0 ,..Height to Top = .,,Height to Bottom = 3.50 ft 2.50 ft Used for Sliding & Overturning Axial Load A plied to Stem Load Type = Wind (W) (Strength Level) Axial Dead Load = 190.0lbs Wind on Exposed Stem = 0.0 psf Axial Live Load - 20.0lbs (Service Level) Axial Load Eccentricity = 0.0 in I Adjacent Footing Load Adjacent Footing Load - 0.0 lbs Footing Width = 0.00 ft Eccentricity - 0.00 in Wall to Ftg CL Dist - 0.00 ft Footing Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall Poisson's Ratio 0.300 Ltem Weight Seismic Load Fp / Wp Weight Multiplier = 0,410 g Added seismic base force 86.1 Ibs Design SummaryStem Construction Bottom St©m OK - - - - Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.91 OK Wall Material Above "Ht" = r nncrete Slab Resists All Sliding I Total Bearing Load - 1,248 Ibs ...resultant ecc. - 6.31 in Soil Pressure @ Toe = 1,389 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 1,945 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.4 psi OK Footing Shear @ Heel = 2.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 411.1 Ibs Design Method = Thickness = Reber Size - Reber Spacing Reber Placed Placed at Data--------- Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear., -Allowable psi = Anet (Masonry) In2 = Rebar Depth 'd' in = Masonry Data Pm psi = Fs psi = Solid Grouting - Vertical component of active lateral soil pressure IS Modular Ration' - considered In the calculation of soil bearing pressures. Load Factors -- - - - Building Code CBC 2016,AC1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1,600 Seismic, E 1.000 Wall Weight psf - Short Term Factor LRFD 8.00 # 5 12.00 Center 0.139 449.4 702.9 5,069.7 9.4 75.0 4.00 100.0 Equiv. Solid Thick. Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data -- re psi = 2,500.0 Fy psi = 60,000.0 Page 51 of 55 R�,-RUCTURAL GINFFRIN(;, INC. Title PLANTER RETAIN WALL Page: 2 Job # : Dsgnr: R.A./J.M. Date: 27 AUG 2018 Description..,. This Wall in File: llserverWrojects12017 Projects1ot 58B (McClure Residence)-(1708130)103•Structur RotainPro (c} '1987.2a1 B, Build 11.18.48.30 License: KW06059894 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13 License To ; RA STRUCTURAL ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0424 in2/ft (4/3) * As : 0.0566 in2/ft Min Stem T&S Reinf Area 0.576 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height ; 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0,1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 In #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 In #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 0,75 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,945 0 psf Total Footing Width = 2.25 Mu': Upward = 471 10 ft-# Footing Thickness = 15.00 in Mu': Downward = 82 216 ft-# Mu: Design = 389 206 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.42 2.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 12.00 in rc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0,0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.73 in2 Min footing T&S reinf Area per foot 0.32 in2 Ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11,48 In #5@ 22.96 In #6@ 16.30 In #6@ 32.59 in j summary of Overturning & Resistina Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 289.0 1.42 409.4 Soil Over Heel = 275.0 1.83 504.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 36.0 4.25 153.0 Axial Dead Load on Stem = 190.0 1.08 205.8 Load @ Stem Above Soil = * Axial Live Load on Stem = 20.0 1.08 21.7 - Soil Over Toe = 41.3 0.38 15.5 Seismic Stem Self Wt 86.1 2.75 236.8 Surcharge Over Toe - Total 411.1 O.T.M. 799.2 Stem Weight(s) = 300.0 1,08 325.0 Earth @ Stem Transitions= Footing Weighl = 421.9 1.13 474.6 Resisting/Overturning Ratio = 1.91 Key Weight = Vertical Loads used for Soil Pressure = 1,248,1 Ibs Vert, Component - 2.25 _ Total = 1,228.1 Ibs R.M.= 1,525.1 If seismic Is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil calculation. be 1.1 per section 1807,2.3 of IBC 2009 or IBC 201 pressure Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered In the calculation of Overturning Resistance, Page 52 of 55 mMV11 IRA I, —,,TG1N1-'kR11N,(;. ISC. A=� Title PLANTER RETAIN WALL Page : 3 Job # : Dsgnr: R.A./J.M. Date: 27 AUG 2018 Description.... This Wall in File: 1lserve6Projects12017 Projects%ot 58B (McClure Residence)-(1708130)W3-Slructur RelainPro (c) 1987-2018, Build 11.18.06,30 License : KW-06059894 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13 License To: RA STRUCTURAL ENGINEERING [—Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250,0 pci Horizontal Defl @ Top of Wall (approximate only) 0.051 in The above calculation is not valid if the heel soil Ibcarinn prgssurg exo. eds tl?eil ofjhe too because the wall would then long, to rotate Into. tt • roUned s i . Page 53 of 55 8" w/ #5 @ 12" #5@12,in @ Toe #5@12" @ Heel Page 54 of 55 DL=199 LL=204 Ecc=O" 66 Opsf (Strenglh•Level) 325# 1-1 Seismic due to stem self weight 86# Page 55 of 55 OMEGA EQUIPMENT PERFORMANCE ENGINEERING, INC. 1301 MONTALVO WAY BLDNG 4 & 6, PALM SPRINGS, CALIFORNIA 92262 P: 760-986-7177 W W W.OMEGAEPEI.COM -e-f---e- - &1W, �ita�CC .l.Za.G/t/.O `i* c s "10 lg- 000 � TRUSS ENGINEERING TODAY'S DATE: 9/18/2018 PROJECT McClure Residence 53-205 Humbolt Blvd Lot 58B La Quinta CA. 92253 CONTENT Truss Layout — Addended Separately 24 x 36 Truss to Truss Hardware List Truss Calculations OMEGA EPEI: THE HIGHEST QUALITY TRUSS ENGINEERING. LAYOUTS, AND FABRICATION. OMEGA EQUIPMENT PERFORMANCE ENGINEERING, INC TRUSS EQUIPMENT RESEARCH AND DEVELOPMENT SIMPSON HARDWARE SCHEDULE LOT 58-B RESIDENCE A1A, A1B, A3, A4, AS, A5-DT, A8, A9, A10, A10-DT (LUS26) C, CA-DT, Cl, Cl-DT, C2, C2-DT, C2A-DT, C2-GB (LUS26) D2, D3, D3-GB, D3-GT, D3A, D3A-GT, D5, D11, D12, D13, D313, D3D-GT, D3C-GT, D11A-GT, D11-GT (LUS26) D8, D9, D10-GT, D11A, D12A, D13A, D14-GT, D15, D16, D16A, D17, D18, D19 (LUS28 SKEW) D5-GT (HHUS262) H2, H2-DT, H3, H3-DT, H4 (LUS26) H, H-GB, (HUS26) J27, J28, J28-GT, J31, J32, J33, J34, J35, J36, J37 (LUS26) J6, J13, J16, J17, J18, J19 (LUS26 SKEW) J15-GT (HHUS262 SKEW) K2, K4 (HUS26) M, M-DT, M1, M1-GB, M-GB (HUS26) M2-GB, M2, M2-DT (HUS282) OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A-DT 1301 MONTALVO WAY, STE 4 JobName madi son-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:31 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0.25 /12 1 0-6-12 0-0-0 0-M 0-0-0 1 24 in 79 lbs 17-0-4 6-1 4-1-6 4-1-6 _ 4-1-6 t 4-1-6 4-1-6 B-2-12 12-4-2 16-5-8 7 TT04 TT 1 4 6x8 - 0.25 2x4l 3x8 - 812 - 2N 1 6 z6 - 53- 6x8 - 2 1 0-0-0 4-1-6 4-1-6 4-1-6 0-0-0 4-1-6 4-1-6 8-2-12 12-4-2 16-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading 44 General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.42 (2-3) Vert TL: 0.21 in L / 905 (8-9) L / 240 TCDL : 15 TPI 1-2014 BC: 0.58 (8-9) Vert LL: 0.05 in L / 999 (8-9) L / 360 BCLL : 0 Rep Mbr : No Web - 0-51 (1-9) Horz TL: 0.02 in 5 BCDL : 10 Ltnnber D.O.L. 115 % Reaction 09/131' �r�5S1 AFRO QVq Il- B t Combo Ung Width Rr d B • Width Max React Max Grav Ul lilt Max Wirrd U 0 i(I Max UptiR Max Horiz �C�O A• Hl ,p 10 1 1.5 in — 1,457 lbs 69 lbs ¢� 5 l 5.5 in 1.50 in 1,417 lbs o C Material Bracing Q No. C72517 TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-2-0, Purlin design by Others, ,� a BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 7-I1-0, Purlin design by Others. Web:DFL #2 2 x 4 It r Loads cr 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. �F {',A 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 17-M: PIE 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category [I, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end Aebs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed toads Member t-malion I Location 17ireclion Shad Start Load End Load Trib Width Top -0-6-12 16-5-8 Down Proj 35 psf 35 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different firm max ax al force). Only forces greater titan 3001bs are shown in "stable. TC 1-2 0.411 ? 6191bs 14 0.411 -3,258 lbs 2-3 a417 •X239lbs 4-5 air_ -%-2551bs BC 6.7 0.147 -M I!,s 7-49 0,513 2d2416s 9-4 MW 2.614lbs 9.10 0. t8'' •7871bs YAb I.10 0.1X -1.391lbs 18 0.186 1,351lbs (-389Ibo 4-7 f1.1I4-1,0i7lbs I-9 0.507 2,969lbs 3-8 0.064 -559lbs 5-7 0.457 2,522lbs 2-9 0.097 -936 lbs 4-8 0.221 1,603 lbs (-63 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturet's recomrnendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web rneets the bottom side of the top chord shall not exceed 0.5" ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, L[MITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ON LY W HEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:31 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0.25 /12 1 0fi-12 0-m 0-m 0-0-0 1 24 in 79 lbs 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH LNTHE EAGLE METALPRODUCr'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA, 92262 Date: 09/18/18 14:36:32 760423-9479 Page: 1 of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0.25 /12 5 0-6-12 0-M 0-M 0-0-0 1 24 in 76 lbs 17-0-4 S-I? 4-1-6 4-1-6 t 4-1-6 t 4-1-6 r 4-1-6 B-2-12 12-4-2 16-5-8 9'ri . 0.25 4 2r,4 3x44 - 3x8 - 6x? - 2x� 1 53- 43- 5x5 - 2 A 0-0-0 0-0-0 t 4-1-6 t 4-1-6 t 4-1-6 4-1-6 r 4-1-6 8-2-12 12-4-2 16-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading {psb General CSI Deflection L/ 0oc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 0.17 (1-2) Vert TL: 0.13 in L / 999 (8-9) L / 240 TCDL : 15 TPI 1-2014 BC: 0.34 (8-9) Vert LL: 0.05 in L / 999 (8-9) L / 360 BCLL : 0 Rep Mbr : Yes Web :•0.29 (1-9) Horz TL: 0.01 in 5 BCDL : 10 Lumber D.O. L. 115 % ❑� ESS /(�, - Reaction �a p'. r"1�R•�y� •'G JT Brg Combo Brg Width Rgd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz ` 10 l 1.5 in -- 8521bs 691bs CO 5 1 5.5 in 1.50 in 831 lbs w Q No. C72517 ry rn m Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 4-8-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 CI Loads OF CALIF 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than 300lbs are shown in thus table. TC 1-2 0.170 -1,542 lbs 3-4 0.168 -1,920 lbs 2-3 0.168 -1,920lbs 4-5 0,157 -I31_7lbs `5-7 0.362 I,-&Ibs t-Ttbs1 BC 7•9 0.308 0331bs (-291lts) 1.8.9 0,341 1,5191b3 1-431hs) Rkb I -IQ 0.03'_-7901bs 11;8 0,081 451 M 1-161bx) I.9 0.291 1,647lbs (-77Ibs) 4-8 0.121 685lbs I-32Ibs) 219 0.050 -479lbs 4-7 0,060 -557lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or puriins per Bracing Summary. 6) A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. T C9 17 ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE True Build® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: Al-GT 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:34 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0.25 /12 1 0-6-12 0-0-0 0-M 0-0-0 1 24 in 77 lbs 17-0-4 t3-1 4-1-6 4-1-6 4-1-6 4-1-6 4-1-6 8-2-12 12-4-2 16-5-8 fixA - 0.25 1 4 2x,4 I 4x44 - 6V 0-0-0 0-0-0 11 4-1-6 4-1-6 4-1-6 4-1-6 8-2-12 12-4-2 16-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.59 (3-4) Vert TL: 0.26 in L / 744 (8-9) L / 240 TCDL : 15 TPI 1-2014 BC: 0.65 (8-9) Vert LL: 0.05 in L / 999 (8-9) L / 360 BCLL : 0 Rep Mbr : No Web: 0.58 (1-9) Horz TL: 0.03 in 6 BCDL : 10 Lwnber D.O. L. 115 % Reaction 091181 Q�()FESS/pN IT Brg Combo Btg Width Rqd Btg Width Max React Max Cjrav Uplili Max Wird U0iA Max Uplill NTax Hariz - H F- 10 1 1.5 in — 1,612 lbs 69lbs 6 1 5.5 in 1.78 in 1,670 lbs � Material Bracing �J y� to Z UO Q No. C72517 Imo',, TC: DFL 41 2 x 4 TC: Sheathed or Purlins at 2-10-0, Purlin design by Others. rn BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web:DFL #2 2 x 4 Loads Ivlt 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 ph 'C (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 1I, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Tnu,%, Bath end Nebs r considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed [Dads Member Location I Location 2 Direction Spread Stan Loud End Load Trib Width Top -M-12 16-5-8 Down Proj 34 psf 60 psf 24 in Member Forces Table indicates: Member ID, max CS], max axial force, (max comer, force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 1-2 0.445 2,995lbs 3-4 0.589 -3,967lbs 2.3 Q48C - 357 U 4-5 0.580 2,873lbs 4" L1t38-1�.9111 13C M 0.6-- ' M4I6s 8-9 0.6,M I-M bs INh E-10 A167-1,546ibs 2-8 0.181 4791bs 1-9 0.584 3,200 lbs 3-8 0.074 -648 lbs 5-7 0.583 3,1601bs ."l9 0.114 -1,040lbs 4-8 0.199 1,126lbs 5-6 0.182-1,606lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUC 1"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING ThIss: Al 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:35 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0.25 /12 1 0-6-12 0-0-0 0-0-0 0-0-0 1 24 in 74 lbs 17-0-4 6.1 4-1-6 t 4-1-6 4 4-1-6 4-1-6 t 4-1-6 8-2-12 12-4-2 16-5-8 0.254 2x,4 1 3x44 - 31 - TT �o N 1T 0-0-0 0-0-0 4-1-6 t 4-1-6 t 4-1-6 t _4-1-6 4-1-6 8-2-12 12-4-2 16-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.21 (4-5) Vert TL: 0.14 in L / 999 (8-9) L / 240 TCDL : 15 TPI 1-2014 BC: 0.39 (8-9) Vert LL: 0.05 in L / 999 (8-9) L / 360 BCLL : 0 Rep Mbr : No Web : 0.30 (1-9) Horz TL: 0.02 in 6 BCDL : 10 Lumber D.O. L. 115 % 09/€8/ Q�pFESS/p� Reaction 9¢0 P. Hj�R�/9!<(" IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz l0 1 1.5 in — 862 lbs 69 lbs 6 1 5.5 in 1.50 in 820 lbs w '�c No. C72517 N m Material Bracing TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 4-4-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Cl Loads dF CAI �� f 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (mar comer. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 12 0.197 -1,570lbs 3-4 0.207 -1,9801bs '-3 0.191 -!4801bs 5 0.'X -1.4331bs 3.7 0.:79 L377ibs (41Ibs) BC 7.8 0.32 1,41-9lbs 1-40 tcsl I &9 0.389 1367lbs (-31 lbs) 11hb I•10 M -W1Ibs 2-8 U.48fi M5Ibs (-'_'Gibs) l-9 0.296 1,677lbs (-851bs) 4-8 0.113 638lbs (-3'_'lbs) 5-6 0.083-7611bs 2-9 0.052 -493lbs 4-7 0.060 -556lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Smrnnary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, H[MITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A10-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:37 760423-9479 Page: l off SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-0-0 0 /12 1 0-M 0-M 0-0-0 0-0-0 l 24 in 28 lbs 5-0-0 i_ 1-0-0 } 4-0-0 1-0-0 5-0-0 1-0-0 2N4 1 0.25 12 2) 3z4 - 2z4 1 3z4 - 0-0-0 0-0-0 1 1-0-0 t_ 4-0-0 1-0-0 5-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.19 (3-4) Vert TL: 0.02 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0.21 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web: 0.14 (2-5) Horz TL: 0.01 in 4 BCDL : 15 Lumber D.O. L. 115 % Reaction YF Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wird Uplift Max Uplift Max Horiz 7 1 1.5 in --- 407 lbs -801bs -10 lbs -80 lbs 42lbs 4 1 5.5 in 1.50 in 400 lbs -88 lbs -88 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-M, Purlin design by Others. Loads /4 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. ��6° 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 5-0-0: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. T N T O P,HECO 0 �9E R CD Q No. C72517 � rn m cr-1 .70 j IVIL 1r r Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table, 1'-4 0.115 730lbs (-67Gthsi Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 6) At least one web of this truss has bee n designe d W th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1Indicates non-structural members. 10) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 7, 4 may need to be considered. 1 l) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TnreBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A10 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:39 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-0-0 0 /12 7 0-0-0 0-M 0-M 0-0-0 1 24 in 28 lbs I 5-0-0 1-0-0 r 4-0-0 1-0-0 5-0-0 1-0-0 2V 1 0.25 12 2) 6x�2 - T C I 34 - 2 64 1 3x4 - 0-0-0 0-0-0 r 1-0-0 r 4-0-0 1-0-0 5-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.16(34) Vert TL: 0.02 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0.18 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BOLL: 0 Rep Mbr : Yes Web : 0.09 (2-6) Horn TL: 0 in 4 BCDL : 15 Lumber D.O.L. 115 % Q�pFESS/aN Reaction p. HER �( �Q ¢� JT Brg Combo Brg Width Rqd Brg Width Max React Max Gruv Uplift Max Wind Uplift Max Uplift Max Horiz by 7 1 1.5 in — 353 lbs -10 lbs -10 lbs 421bs 4 1 5.5 in 1.50 in 343 lbs Scti Z No. C72517 N Material Bracing TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Cl Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 4F CALF 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 300lbs are shown in this table. 12.5 0.066-364lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Sumrnary. 6) At least one web of [his truss has bee n designed wi th a pane I point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofeach web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance bet%wn inside race ofbearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 7Indicates non-structural rn mbem 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCES Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 1096074 0007/0253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: Al 1 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:40 760423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY 6-11-8 0.25 /12 1 0-0-0 0-" 0-" 0-0-0 1 24 in 30 lbs 6-11-8 r 2-9-4 _ 4-2-4_ t 2-9-4 6-11-8 3x,4 • 0.25 12 3V - 2V 0-0-0 0-0-0 2-9-4 4-2-4 f 2-9-4 6-11-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : V2 Bldg Code : CBC 2016/ TC: 0.22 (2-3) Vert TL: 0.03 in L / 999 (4-5) L / 240 TCDL : 15 TPI 1-2014 BC: 0.25 (4-5) Vert LL 0.01 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web: 0.15 (2-4) Herz TL: 0 in 4 BCDL : I0 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav alift Max Wind Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 390 lbs 51 lbs 4 1 5.5 in 1.50 in 390 lbs Material TC: DEL #1 2 x 4 BC: DEL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. I„u f�pfESS GO Q ti? No. C72517 m 0:� _-a Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 0 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Bath end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces greater than 300lbs are shown in [his table. TC I I ? 0.158 -563 lbs I II I 1-5 0.109 616lbs (-156lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) A creep factor of 1.00 has been applied for this truss analysis. 6) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A11A 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:42 760-423-9479 Page: I of 1 J SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-11-8 0.25/12 1 0-M 0-0-0 0-M 0-0-0 l 24in 30lbs 6-11-8 t 2-9-4 t 4-2-4 i 2-9-4 6-11-8 4x,4 - 0.2552 gV - 2V 0-0-0 0-0-0 2-9-4 4-2-4 2-9-4 6-11-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psfl General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 0.54 (2-3) Vert TL: 0.04 in L / 999 (4-5) L / 240 TCDL : 15 TPI 1-2014 BC: 0.34 (4-5) Vert LL: 0.01 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web : 0.29 (2-4) Horz TL: 0.01 in 4 BCDL : 10 Lumber D.O.L. 115 % 09118120J Reaction JT Brg_ Combo Brg Width Rqd Brg Width Max React Max Gtav Uplift Max Wind Uplift Max Uplift Max Horiz I� L 6 l 5.5 in 1.50 in 686lbs 51 lbs CO 4 l 5.5 in 1.50 in 749lbs w Q Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-1-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-0-0, Puffin design by Others. Web:DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = l5 ft, End Zone Truss, Both end Nebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 Ibs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location l Location 2 Direction Spread Start Load End Load Tdb Width Top 0-M 6-11-8 Down Proj 34 psf 60 psf 24 in u-gEESS/N No. C72517 �+ rn n � C11A Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 3001bs are shown in this table 1-5 0.203 1,149lbs 12-4 M89-1,096Ibs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval frorn a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) Acreep factor of 1.00 has been applied for this truss analysis. 6) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCI"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. I 'W/ T L OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: AIA 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:43 760423-9479 Page: l of r SPAN PITCH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY 16-5-8 0 /12 1 0-" 0-" 0-" 0-0-0 1 24 in 73 lbs t 16-5-8 I t 4-0-0 t 4-0-0 4-0-0 t 4-5-8 t 4-0-0 8-0-0 12-0-0 16-5-8 3x8 - 6xf - 3V - 2V 1 3x44 - N2 - 2N I 6x6 - 4x8 - 6A - 2 84 1 v? 0 0-0-0 0-0-0 4-0-0 4-0-0 4-0-0 4-5-8 4-0-0 8-0-0 12-0-0 16-5-8 All plates shown to be Eagle 20 unless otherwise noted Loading' General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.28 (4-5) Vert TL: 0.23 in L / 812 (7-8) L / 240 TCDL : 15 TPI 1-2014 BC: 0.53 (7-8) Vert LL: 0.08 in L / 999 8 L / 360 BCLL : 0 Rep Mbr : No Web: 0.40 (5-7) Horz TL: 0.01 in 5 BCDL: 15 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 10 1 1.5 in — 895 lbs 47 lbs 5 1 5.5 in 1.50 in 913 lbs Material TC: DFL #i 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 3-6-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. { 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mp (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end 'Aebs considered. DOL— 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. ESS/6N� HH No. C72517 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1.2 0.252 -2,13616s 3-3 (127P Ibs 3-4 0.272-2.342lbs 4-5 G176 2-1871bs BC 7.9 0,528 2.19716s 8-9 0,521 2.1,16lbs Web 1.10 0.083 -813lbs 2-8 0.140 792lbs 5-7 M405—',2%IbN 1.9 0.396 2,243 lbs 4-8 0.131 740 lbs 2-9 0.055 -537lbs 4-7 0.054 -525lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 7Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. T M T OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A1B 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:45 760423-9479 Page: I of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0/ l2 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 74 lbs 16-5-B t 4-0-0 t 4-0-0 t 4-0-0 t _ 4-5-8 i 4-0-0 8-0-0 12-0-0 16-5-8 3x8 - 6xf - 3V - 2V I 3x44 • 712 - 2z� 1 63 - 4x8 - 6A - 2 A 0-0-0 0-0-0 4-0-0 4-0-08-0-0 4-0-0 4-5-8 4-0-0 12-0-0 16-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading [ps General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.27 (4-5) Vert TL: 0.22 in L / 862 (7-8) L / 240 TCDL : 15 TPI 1-2014 BC: 0.51 (7-8) Vert LL: 0.08 in L / 999 8 L / 360 BCLL : 0 Rep Mbr : No Web: 0.39 (5-7) Horz TL: 0.01 in 5 BCDL : 15 Lutnber D.O.L. 115 Reaction IT Brg Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz l0 1 1.5 in — 895 lbs 48 lbs 5 1 5.5 in 1.50 in 913 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 3-7-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Pudin design by Others. Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end ucbs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. /tar ESSI H �E. a A. LU No. C72517 ti m Member Forces Table indicates: Member [D, max CSI, max axial force. (max comor. force if different from max axial force). Only forces areater than 300lbs are shown in this table. 1-2 0.'_d7 -3,070 ft '_•3 O-W •�75i ]bs 34 0,263 -2,754 lbs 45 0.'_71 - 11-0lba [ BC 7.8 0.512 '-,1?Olbs &9 0.506 '_,070IN lLC R:b 1-10 0.083 -S13Its 2.8 0.136 7691bs 5-7 0.393 2,226lbs 1.9 0.385 2,181lbs 4-8 14-7 0.27 7191bs '--9 0.055 53716s 0.054 5261bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recotnrnendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. T T m u? o ALLPERSONS FABRICATING, HANDLING, ERECTING ORMSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314I INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCF'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST.DESIGN VALID ONLYWHEN EAGLE METAL CONNECCORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Trws: A3 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:46 760-423-9479 Page: 1 of I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 4-0-4 0 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 25 lbs t TCD tT 4-6-4 1-0-0 3-6-4 1-0-0 4-6-4 1-0-0 8 2V I 3) 34 - 2z4 1 3 64 - 3z4 - 0-0-0 0-0-0 1 1-0-0 3-6-4 1-0-0 4-6-4 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.17 (3-4) Vert TL: 0.02 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0.19 (5-6) Vert LL: 0.01 in L/ 999 (5-6) L/ 360 BCLL : 0 Rep Mbr : No Web: 0.08 (1-6) Herz TL: 0 in 5 BCDL : 15 Lumber D.O. L. 115 % Reaction IT Brg Combo Brg Width Rqd B_ryWidth Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 7 1 1.5 in 338 lbs -16lbs -16 lbs -39 lbs 5 1 1.5 in 307 lbs Material TC: DFL 91 2 x 4 BC: DEL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. 09/18l Qg)t:ESS Q�a4-a A. AJ @- 11J Q No. C72517 N m cc -�a Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. LI e 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 1 . 4F CA ffi (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category [I, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end HC considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces Beater than 300lbs are shown in this table 11-6 0.080 4551bs (-230lbs) Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturers recommendations. 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has bee n designed wi tha parel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCFEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCF'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. 12102 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A4 1301 MONTALVO WAY, STE 4 JobNamemad ison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:48 760-423-9479 Page: 1 of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 4-6-4 0 /12 l 0-M 0-" 0-M 0-0-0 1 24 in 26 lbs 4-6-4 1-0-0 n 2-0-8 t 1-5-12 t 1-0-0 3-0-8 4-6-4 1-0-0 10 0 12 4.T - 4V 3) 2 64 1 3x4 - 4.8 - 2.641 0-0-0 0-0-0 1-0-0 2-0-8 1-5-1 2 1-0-0 3-0-B 4-6-4 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst General CSI Deflection L/ 0oc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.05 (1-2) Vert TL: 0 in L / 999 (7-8) L / 240 TCDL : 15 TPI 1-2014 BC: 0.09 (7-8) Vert LL: 0 in UP L / 999 (7-8) L / 360 BCLL : 0 Rep Mbr : No Web : 0.07 (1-8) Horz TL: 0 in 6 BCDL : 15 Lumber D.O.L. 115 % Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 9 1 1.5 in -- 338 lbs -16 lbs -161bs 40lbs 6 1 1.5 in 307 lbs Material TC: DFL #1 2 x 4 BC: DEL #1 2 x 4 Web:DFL 92 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purim design by Others. o9i> si eROSS '. H 8L- OD (D Q UJINo. C72517 N m CC -0 Loads r rvlt 1) This truss has been designed For the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph �+ (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces Greater than 300lbs are shown in this table Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web ofthis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTAL.HNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. 00606TOZ11 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A5-DT 1301 MONTALVO WAY, STE 4 JobName madi son-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:49 760-423-9479 Page: 10471 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 4-6-4 0 /12 l 0-M 0-" 0-" 0-0-0 1 24 in 25 lbs t _ 4-6-4 ( t 1-0-0 ( 3-6-4 1-0-0 4-6-4 1-0-0 2N4 I0.25 12 2 L .41 3z4 - 3z4 - 0-0-0 0-0-0 1-0-0 3-6-4 1-0-0 4-6-4 All plates shown to be Eagle 20 unless otherwise noted, Loading (pso General I CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC : 0.17 (3-4) Vert TL: 0.02 in L / 999 (5-6) L / 240 TCDL : I5 TPI 1-2014 BC: 0.19 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BCLL : a Rep Mbr : No Web : 0.12 (2-5) Herz TL: 0 in 5 BCDL : 15 Lumber D.O. L. I P Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 7 l 1.5 in — 379 lbs -75 lbs -15 lbs -75lbs 42 lbs 5 1 1.5 in — 366 lbs -88 lbs -88 lbs Material TC: DFL 01 2 x 4 BC DEL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads G 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 4fi-4: 180 pit. 3) This tress has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Tmss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with BC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 1101 �?,QFESS/ CO ,i; No. C72517 m tY M Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces greater than 300lbs are shown in this table. 0.048-494lbs 13-4 0.171-608lbs II II 11-6 0.088 635 lbs (-228 Liz)12-5 0.121-715lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has bee n designe d wi th a pane 1 point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 7, 5 may need to be considered. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCI"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORS ARE USED. 1W OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A5 1301 MONTALVO WAY, STE 4 JobName madi son-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:50 760-423-9479 Page: 1 of 1 PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 0 /12 1 0-M 04)-0 04)-0 0-0-0 l 24 in 25 lbs 4-6-4 r 1-0-0 3-6-4 r 1-0-0 4-6-4 1-0-0 2V 10.25 12 3> 344- 2z4 1 3 64 - 3z4 - 0-0-0 0-0-0 r 1-0-0 r _3-6-4 t 1-0-0 _ _ 4-6-4 All plates shown to be Eagle 20 unless otherwise noted. Loading {ps€] General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0,17 (3-4) Vert TL: 0.02 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0.19 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web . 0.08 (1-6) Hera TL: 0 in 5 BCDL: 15 Lumber D.O.L. 115 % Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 7 1 1.5 in — 338 lbs -15 lbs -15 lbs 42lbs 5 1 1.5 in — 307 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. �RpFESS/�� Dr No. C725171m Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. Ll 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Bath end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. ME Forces Table indicates: Member ID, mar CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1I2 0-048-372lbs 11-6 0.080 455lbs (-228 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary, 6) At least one web of this truss has been desigrred wi tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCrS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED, OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thw: A6-DT 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:52 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-11-4 0.25 /12 1 0-M 0-6-12 0-M 0-0-0 1 24 in 31 lbs t 6-6-0 3 2-11-6 2-11-14 0 6 12 2-11-6 5-11-4 i 0-0-0 0-0-0 2-11-6 2-11-14 2-11-6 5-11-4 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allow TOLL : 20 Bldg Code : CBC 2016/ TC : 0. l8 (2-3) Vert TL: 0.01 in L / 999 (4-5) L / 240 TCDL : 15 TPI 1-2014 BC: 0. 10 (4-5) Vert LL: 0 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web : 0.15 (3-5) Horn TL: 0 in 4 BCDL: 10 LunberD.O.L.115 Reaction IT Big Combo Brg Width R do d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 626 lbs -83 lbs 4 1 1.5 in -- 698 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 8-6 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC Sheathed or Purlins at 9-2-0, Purlin design by Others. 09/181 a w lY Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 64 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 5-11-12: 200 plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category [I, Overall Bldg Dims 25 ft x 60 ft, h = 15 It, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 His moving point live load has been applied to the BC concurrent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to member 8-1 Load Case DI: Std Dead Load ��pEESS/p H��'� No. C72517�m� m X Distributed Loads Member Location l Location 2 Direction Spread Start Load End Load Trib Width Top 0-0-0 6-6-0 Down Proj 30 psf 30 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 30011bs are shown in this table. TC 1I2 0.175-946lbs I2-3 0.176-809lbs I 1I-5 0.146 1,056 lbs (-279 Ibs)13-5 0.148 1,070 Ilbs (-285lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recormnendation. 4) Provide adequate drainage to prevent pending. ALLPERSONS FABRICATING, HAN DUNG, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild& Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LMTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLYWHEN EAGLE METAL CONNECFORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Trim: A6-DT 1301 MONTALVO WAY, STE 4 JobNameMadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:52 760423-9479 Page: 2 of2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-114 0.25 /12 1 0-M 0-6-12 0-M 0-M 1 24 in 31 lbs 5) Brace bottom chord with approved sheathing or puritns per Bracing Summary. 6) At least one web of this truss has been designed with a pare 1 point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0 in, 211999 (8-1), Allowable 21J120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECFORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A6 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:54 760423-9479 Page: I of] SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 5-1 ]-4 0.25 /12 6 0-M 0-6-12 0-" 0-0-0 1 24 in 31 lbs j 6-6-0 2-11-6 2-11-14 2-11-6 5-11-4 T W m 0-0-0 0-0-0 2-11-6 2-11-14 2-11-6 5-11-4 All plates shown to be Eagle 20 unless otherwise noted. Loading (Pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.08 (1-2) Vert TL: 0.01 in L / 999 (4-5) L / 240 TCDL : 15 TPI 1-2014 BC: 0.08 (4-5) Vert LL: 0 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0.07 (3-5) Horn TL: 0 in 4 BCDL : 10 Lumber D.O. L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 336 lbs -9 lbs -9 lbs -83 lbs 4 l 1.5 in -- 391 lbs -17 lbs -17 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DEL SS 2 x 6: 8-6 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. 09o18 p�pFESS/p,� rQ�a A- hipg4�` CO w 4 No. C72517 m (Y-1 X Loads l) This truss has been designed For the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed For the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category IT, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end "ebs considered. DOL— 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 8-1 Member Forces Table indicates: Member ID, max CST, max axial Force, (max comer, force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 11-2 0-083-356lbs 12-3 0.080-356lbs I II 13-5 0.071 400lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recornmendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Sunmary. 6) At least one web of this truss has bee n designe d wi th a pane l point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0 in, 2LJ999 (8-1), Allowable 211120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuildO Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED- OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A6A 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:55 760-423-9479 Page: I oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-114 0.25 /12 1 0-0-0 0-6-12 0-M 0-0-0 l 24 in 31 lbs � 6-6-0 { r i 2-11-6 t 2-11-14 tp•8-1?.t 2-11-6 5-11-4 T 19 0-0-0 0-0-0 t 2-11-6 e _ 2-11-14 2-11-6 5-11-4 All plates shown to be Eagle 20 unless otherwise noted. Loading (psO General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.22 (2-3) Vert TL: 0.02 in L / 999 (4-5) L / 240 TCDL : 15 TPl 1-2014 BC: 0. l0 (4-5) Vert LL: 0 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web : 0. 13 (3-5) Horz TL: 0 in 4 BCDL : 10 Lumber D.O.L. 115 % Reaction JT Big Combo Big Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 575 lbs -83 lbs 4 1 1.5 in — 770 lbs Material TC: DEL 91 2 x 4 BC: DEL #1 2 x 4 Web:DFL #2 2 x 4 except: DEL SS 2 x 6: 8-6 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. o9/1ai ` ESS/�. P-HERCO w Q No C72517 rrnn Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 It, End Zone Truss, Both end 'Aebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 8-1 Load Case DI: Std Dead Load Distnbuted Loads Member Location i Location 2 Direction Spread Start Load End Load Trib Width Top 0-M 6-6-0 Down Proj 34 psf 60 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. 1-5 0.127 717lbs 13-5 0.128 7241bs Notes l) Unless noted otherwise, do not cut or alter any truss mernber or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TOREFERTOALLOFTHEINSTRUCTIONS, LMITATIONSANDQUALIFICATIONS SET FORTH MTHEEAGLE METALPRODUCF'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST.DESIGNVALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A6A 1301 MONTALUO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:36:56 760423-9479 Page: 2 of 2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-114 0.25 /12 1 0-m 0-6-12 0-m 0-m 1 24 in 31 lbs 8) Listed Wmn(I uphtt reactions bases on MW PXN U 9) Parapet TL: 0 in, 211999 (8-1), Allowable 211120. I SED I TueBu5.6.314 INSTRUC7rEDTO RERTOALLOFTH INSTRUCTIONS, LMIATIONSDtCATIOETFORTH INTHE EAGLE LPROL Ea�Metal Products DES OTE3I E E G UPON�RD ONLYWHEN EG CONNECTO�ARE USED. 1 4 SPAN OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 PITCH QTY OHL OHR CANT L CANT R 0/ 12 1 0-M 0-0-0 0-M 0-0-0 5-0-0 1-0-0 1 4-0-0 t 1-0-0 15-0-0 1-0-0 8 2V 3) PLYS i 3x8 - 6x140 - Truss: A8 JobName madi son-lot-58b Date: 09/ 18/ 18 14:36:57 Page: 1 oft SPACING WGT/PLY 24 in 29 lbs 1 2z4 1 3 64 - 3z4 - 0 0-0-0 0-0-0 l 1-0-00-0 r 4-0-0 1- 5-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading {ps General CSI Deflection L/ (loc) Allow TCLL : 20 Bldg Code : CBC 2016/ TC: 0.19 (34) Vert TL: 0.02 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0.21 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web: 0.09 (1-6) Harz TL: 0 in 4 BCDL : 15 Liu nber D.O.L. 115 Reaction IT Brg Combo Br r Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 7 1 1.5 in — 353 lbs -11 lbs -11 lbs -391bs 4 1 5.5 in 1.50 in 343 lbs Material TC: DEL #1 2 x 4 BC: DFL 91 2 x 4 Web:DFL 92 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purim design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Bath end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. pFESS/per fly q CO (D No. C72517 C1 OF CWA1 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, face if different from max axial force). Only forces greater than 300lbs are shown in this table. 11-6 0.086 484lbs (-223 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Surnrnary. 6) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofeach web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 7 Indicates non-structural members. 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.3141 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCPS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECfORSAREUSED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 TrIiss: A9 JobName wadi son-lot-58b Date: 09/18/18 14:36:59 Page: l of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY J 0 /12 1 0-M 0-M 0-0-0 0-0-0 1 24 in 30 lbs I � 3) 2) r 5-0-0 r 1-0-0 r 2-0-8 r 1-11-8 r 1-0-0 3-0-8 5-0-0 1-0-0 3x8 - 10 0 12 4x� - 7x�0 - 0-0-0 0-0-0 t 1-0-0 2-0-8 r 1-11-8 r 1-0-0 3-0-8 5-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.05 (1-2) Vert TL: 0.01 in L / 999 (7-8) L / 240 TCDL : 15 TPI 1-2014 BC: 0..10 (7-8) Vert LL: 0 in UP L / 999 (7-8) L / 360 BCLL : 0 Rep Mbr : No Web: 0.08 (1-8) Horz TL: 0 in 5 BCDL : 15 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Horiz_ 9 1 1.5 in -- 353 lbs -10 lbs -10 lbs 40 lbs 5 1 5.5 in 1.50 in 343 lbs Material TC: DFL #1 2 x 4 BC: DFL 91 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. ESS/� No. C72517 Loads Cr 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: l l mpp�r �F CAG�F (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end s considered. DOL = 1.60 3) Minimurn storage attic loading has been applied in accordance with BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Cal 1z m Member Forces Table indicates: Member ID, max CSI, mar axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table TC 1-2 0.051 •353lbs BC 7.8 OAM8 )M lb-% (.154 W Web 1•8 0.077 435Ib6 (-254 1tt31 5-7 0.058 328lbs (-1221bs1 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 71ndicates non-structural members. 10) Listed wind uplift reactions based on MWFRS Only loading. T ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALUNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCCEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCr'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST- DESIGN VAUD ONLY WHEN EAGLE METAL CONNECfORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: AA 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:00 760-423-9479 Page: l of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0.25 /12 2 0-0-12 0-M 0-M 0-0-0 l 24 in 83 lbs 17-0-4 -I -10-03-3-6 4-1-6 1_ 4-1-6 r 4-1-6 _ r r 0-10-0 4-1-6 8-2-12 12-4-2 16-5-8 N N O 3x8 1 14 4x14 21 0.25 14 2 4 I 3V • N2 T o N 33 t ITT 2x4 I 1 po gg gg 2x4 3xt3 - 4x8 - 5x5 - 2x4 T 0-8-0 0-8-0 0-0-0 i0-10-01 3-3-6 4-1-6 d 4-1-10 3-3-6 4-1-6 4-1-6 4-1-6 0-10-0 4-1-6 8-2-12 12-4-2 16-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psl) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.19 (34) Vert TL: 0. 12 in L / 999 (9-10) L / 240 TCDL : 15 TPI 1-2014 BC: 0.38 (9-10) Vert LL: 0.04 in L / 999 (9-10) L / 360 BCLL : 0 Rep Mbr : No Web: 0.26 (6-8) Horz TL: 0.02 in 6 BCDL : 10 Lumber D.O.L. 115 % Reaction 09/18/pr�DFESS/p� JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz .Max Uplift Max Horiz . (�Q O q. HER �( 13 1 1.5 in -- 852 lbs 58lbs 6 1 5.5 in 1.50 in 831 lbs Q Material Bracing w c No. C72517 N rZr'-'n TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 4-4-0, Purlin design by Others. W BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Loads % IVIL l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mp 1 ,c (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It, It = 15 ft, End Zone Truss, Both end %Wbs considered. DOL= 1.60 3) Minimunn storage attic loading has been applied in accordance with IBC 1607.1 4) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial Force, (max compr, force if different from max axial Force). Only forces greater than 3001bs are shown in Ibis table. TC 1=2 0.065-7381bs 3-4 0.194-1,7?2lbs 5-6 0 -3 O,lat -6781bs 4-$ 0.18'r -I .9M Vm .180-1,3261bs ar s-9 aaas 1,322ms OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:02 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 32-0-0 0.25 /12 l 0-" 0-0-0 0-0-0 0-" 1 24 in 156 lbs 0 N N 9 1� TT 32-0-0 t 3-1-6 11-10-101-0- 4-0-6 4-9-9 4-9-10 4-9-9 4-9-10 2-9-4 3-1-6 5-0-0 -0- 10-0-6 14-9-15 19-7-9 24-5-2 29-2-12 32-0-0 3x4 44 4 2 4 10.25 12 3X8 • 6x6 - 4,4 - 61 - 61 - 8x11e - 2x 0-0-0 0-5-8)-5-8 3-1-6 1-1Q•{p1-0• 4-0-6 4-9-9 4-9-10 4-9-9 4-9-10 0-0-0 2-9-4 3-1-6 5-0-0 10-0-6 14-9-15 19-7-9 24-5-2 29-2-12 32-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.82 (9-10) Vert TL: 0.38 in L / 740 (14-15) L / 240 TCDL : l5 TPI 1-2014 BC: 0.63 (15-16) Vert LL: 0.17 in L / 999 (14-15) L / 360 BCLL : 0 Rep Mbr : No Web: 0.57 (6-16) Cant / OH M.19 in UP2L / 631 22 2L / 480 BCDL : 10 Lumber D.O. L. 115 % Cant / OH LL0.14 in UP2L / 850 22 2L / 480 Horz TL: 0.01 in 10 Reaction �RpFESS/ 4p A. HR��`]l IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz �4' 19 1 5.5 in 1.65 in 1,549 lbs 70 lbs 42 12 1 5.5 in 3.88 in 3,635 lbs C� Z No. C72517 10 i 5.5 in 1.50 in 41 lbs 2,001 lbs 217 Ibs 2,001 lbs; � M Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-5-0, Purlin design by Others. BC: DEL 41 2 x 4 BC: Sheathed or Purlins at 3-8-0, Pudin design by Others. Web:DFL 92 2 x 4 except: CI DEL #t 2 x 4: 1-22 r C}r ral1� Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 32-M: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category ft, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end uebs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location I Location 2 Dimclion Spread Start Irad End load Tdb Width Bot 0-" 5-0-0 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 29-2-12 Down 96lbs Member Forces Table indicates: Member ID, max CS1, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table TC 12 0.182 739lbs (-34916s) -5 0.247 1,669lbs (-1,572tbs) 7-8 0.251 -2,196lbs 2-3 0.406 1,944lbs (A 71631 5-6 0.297 -2,317lbs 8-9 0.319 -1,030lbs 3.4 0.2m 991lbs -950N 6-7 0" -2.87I16s 9.10 0.819 ' tbs 1 -83ItM 1W I1-12 0.317 -422Ibs 1415 0.529 2,192lbs (-39lbs) 18-19 0.159 2,298lbs 1313 0.290 2,548lbs 5-16 1 0.634 2,872lbs (-25lbs) 21-22 0.101 -569lbs 13.14 0.232 919lbs (-645lbs) 16-17 0.180 855lbs -750lbs 1 T 0? 19 ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuildO Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH MTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST.DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I 1096074 0024/0253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:02 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 32-0-0 0.25 / l2 1 0-M 0-M 0-M 0-0-0 1 24 in 156 Ibs Web 1-21 - s -i .� - _lbs - - _ s ?-21 0.070 398ibs (-841bs) 18-16 0.374 1,96916s 8-14 0.376 2,067lbs (-451bs) 2-19 0.138 -1,276lbs 5-16 0.057 4161bs (-1851bs) 8-13 0.109-981lbs 21-19 0.088 -895IN 6-I6 0.570 -1,573Ibs 9-13 0.556 3,031Ibs (-95lbs) 3-19 0-174 -I,110lbs 6-15 0.043 -351lbs 9-12 0.164-1,4501bs 3-18 0.319 1,777lbs (-119ibs) 7-15 0252 1,399 Ibs (-689 lbs). 10-12 0.438 -3,27, Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) A creep factor of 1.00 has been applied for this truss analysis. 7) Horiiomal clearance bewmen inside face ofbearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Ir vttes non-sltuclural mcrrrix;m. 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 10 may need to be considered. 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALR'ICATIONS SET FORTH INTHE EAGLE METALPRODUCFS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 1096074 0025/025, OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B1 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:04 760-423-9479 1 Page: 1 of2 ISPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 32-0-0 0 /12 9 0-0-0 0-" 0-" 0-0-0 l 24 in 152 lbs I t 32-0-0 { r 1-0 2-1-6 2-1-6 4-9-10 4-9-9 4-9-10 4-9-9 4-9-10 2-9-4 -03-1-6 5-2-12 10-0-6 14-9-15 19-7-9 24-5-2 29-2-12 32-0-0 1-0-0 1-6-4 0 0 N 0' w 2x4 I0.25 12 - 6x6- 3x44- 81 J T TT 21 2z4, 4z8g . tic 1 6z170 44 - 6,6 - 3V - 6,f - 6f0 - 8111 T 3z4 • 7z6 • 6z8 - 79- 2x4 00 0-0-0 0-0-0 1 2-1-6 2-1-6 4-9-10 4-9-9 4-9-10 4-9-9 4-9-10 2-9-4 3-1-6 5-2-12 10-0-6 14-9-15 19-7-9 24-5-2 29-2-12 32-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.72 (10-1 l) Vert TL: 0.38 in L / 750 (15-16) L / 240 TCDL : 15 TPI 1-2014 BC: 0.56 (16-17) Vert LL: 0.16 in L / 999 (15-16) L / 360 BCLL ; 4 Rep Mbr : Yes Web: 0.55 (1044) Cant / OH TLO.16 in UP2L / 759 21 2L / 480 BCDL: I0 Lumber D.O.L. 115 % Cant / OH LID. l in UP 2L / 999 21 2L / 480 Herz TL: 0.01 in 13 nobs Reaction Q TI' Br, Comity b + Width Rqd ft, Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 18 I 5.5 in 1.68 in 1,577 lbs 971bs +, 13 I 5.5 in 3.84 in 3,597 lbs 1 l 1 5.5 in 1.50 in 47 lbs -1,978 lbs -219 lbs -1,978 lbs w (Y Material Bracing TC: DEL 01 2 x 4 TC: Sheathed or Purlins at 3-9-0, Purlin design by Others. BC DFL #1 2 x 4 BC: Sheathed or Purlins at 3-11-0, Purlin design by Others. Web:DFL #2 2 x 4 except: DEL SS 2 x 6: 22-21 Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end vebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 22-1 Load Case DI: Std Dead Load Distributed Loads Mcrnbcr Localion I Location 3 Direelian 9pmad Star! Load End Load Trib Width Bot 0-0-0 5-0-0 Down Pmj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 29-2-12 Down 96lbs `?OFESS/ �O A H E:'? No C72517 1Zmn.r 10 CI F C JAL Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 4.5 0.383 533 lbs (-79 %) 7-8 0.247 2,711 lbs 10-11 0.722 2,523 lbs (-AO lbs) 5-6 0.270 •1,884lbs 8-9 0215-2,108lbs 6.7 0.IM-1,884Ibs 9-10 OX6-325lbs 13C 13.14 M248 1_S?' Ibs W 17 0.559 23M lbs (-'-4lbs) 1+15 0200 322Ibs (-37lba) 17-18 0.198-1.09'11bs IS•16 OAST 2,104Ibs-34Ibs) 18.19 OJ98-]9971bs Web 10-13 0.162-i434tba 2-4 4.094 330lbs (-7-Ru) 7.17 OJ74-;,012lbs -'l19 Ml 452lbs 8-16 0.133 719IN 11-13 0.433-3,241lbs 5-19 0.12, 67811w (-19916s1 $IS 0.061- Sillbs 5-I1 0.146-1,4?'ibs R I5 0.X4 1,998lbs (471bs) rl7 0.484 2,ng 1� ;-1 Y11bs) 9-14 O,11" -96w ft 617 0,037-3321bs IO.14 Q546 ' 970 8x 951hs1 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE True Build® Truss Software V5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL Eagle Metal Products CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B 1 1301 MONTALUO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:04 760-423-9479 1 Page: 2 of2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 32-M 0 /12 9 0-" 0-" 0-" 0-0-0 1 24 in 152 Ibs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed wi tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance bctween inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 7 indicates non Amctural members. 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint I 1 may need to be considered. 10) Listed wind uplift reactions based on MWFRS Only loading. 11) Parapet TL• 0.04 in, 21/776 (22-11 Allowable 2L/120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALIING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCCED TO REFERTO ALLOFTHE INSTRUCTIONS, LiMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCCS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B2 1301 MONTALUO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:06 760423-9479 Page: I of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 32-0-0 0 /12 24 0-M 0-M 0-" 0-0-0 1 16 in 148 lbs k 32-0-0 1 D 2-1-6 2-1-6 4-9-10 4-9-9 4-9-10 4-9-9 4-9-10 2-9-4 •0- 3-1-6 5-2-12 10-0-6 14-9-15 19-7-9 24-5-2 29-2-12 32-0-0 1-0-0 1-6-4 0 N 0 .' N ' T9 T 1 T TT 21 Zx41 44 - 0.25 12 2>S,4 1 51B - 0-0-0 t1-0-Q 2-1-6 -9-10 ---9-10 t 4-9- 49 9 ! 4 1 4-9-10 0-0-0 4 2 � a r 4-0-0 3-1-6 5-2 1 + 45 32-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.30 (8-9) Vert TL: 0.55 in L / 573 (15-16) L / 240 TCDL : 15 TPI 1-2014 BC: 0.64 (15-16) Vert LL: 0.23 in L / 999 (15-16) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.53 (7-17) Cant / OH TL0.23 in UP2L / 526 21 2L / 480 BCDL : 10 Lumber D.O. L. 115 % Cant / OH LL0.12 in UP21- / 999 21 2L / 480 Horz TL: 0.06 in 12 Reaction 09/18/ pFESS/ JT Big Combo Big Width R d Br Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz p � O A H c7 9( 18 1 5.5 in 1.50 in 1,307 lbs 65 lbs .7 y ZD 12 1 5.5 in 1.50 in 945 lbs c7 Material Bracing ,i; No. C72517 m TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 3-4-0, Purlin design by Others. tr BC: DEL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 22-21 BC: Sheathed or Purlins at 7-1-0, Purlin design by Others. n Cf Lt4 Loads [ 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. L 2) This truss has been designed for the effects ofwind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end Nebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with 03C 1607.1 4) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 22-1 Load Case DI: Std Dead Load Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width bot 0-M 5-0-0 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 29-2-12 Down 96lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 4-5 5-6 6.7 0.291 0.209 0.193 424lbs -1,972 lbs -1.971lbd (461bs) 7-8 8-9 9.10 0.290 0.303 0.27 -3,278IN -3,464lbs •:7$016s 10-H 0.113-1,285lbs BC 13-14 0.3L'. 1 °R31bs 16-17 0.620 3,276lbs (-39lbs) 14-15 0.541 2,747lbs (-131bs) 17-18 0.170 -839lbs 15-16 0.642 3A611N 451bs) 18-19 0.170 -839lbs %Vcb 24 0.075 •Elbe (•4I Ibs) 8•.I6 0.141 -374M 11-12 D-10 -931I35 2-19 0,040 -355lbs 9-15 0.145 823IN (-34lbs) 5-19 0.088 500 lbs (-118 lbs) 9-14 0.052 -490 lbs 5-18 0.121 -1,188IN 10-14 0.283 1,602lbs (-67lbs) 5-17 0.463 2,619lbs (-1031W 10-13 111-13 0.092 -833 lbs 7-17 0.525 -1,423lbs 0.279 1,575lbs ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPONTHISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCLED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH MTHE EAGLE METALPRODUCPS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B2 1301 MONTALUO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:06 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 32-0-0 0 /12 24 0-M 0-M 0-0-0 0-0-0 1 16 in 148 lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The Fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 5) At least one web of this truss has been designed wi tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane oFthe truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this miss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. 8) Parapet TL: 0.05 in, 211543 (22-1), Allowable 21J120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTAL -ING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TnreBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 1096074 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B3-DT 1301 MONTALVO WAY, STE 4 JobNamernadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:08 760-423-9479 Page: I oft SPAN PfTCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-11-8 0.25 /12 l 0-M 0-M 0-M 0-0-0 1 24 in 145 lbs 26-11-8 t 4-11-14 4-9-9 t 4-9-10 t 4-10-7 2-6-0 2-6-0 2-6-0 4-11-14 9-9-7 14-7-1 19-5-8 21-11-8 24-5-8 26-11-8 0 N N T IT 0.25 12 5x 4 4 4 2V 1 3 7xx 0 T T O 0-0-0 0-5-8 4-11-14 t 4-9-9 4-9-f0 4-10-7 t 2-6-0 t 0-5-8 0-0-0 2-6-0 2-6-0 t 4-11-14 9-9-7 14-7-1 19-5-8 21-11-B 24-5-8 26-11-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psi):General CSI Deflection L/ 0oc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.63 (4-5) Vert TL: 0.26 in L / 877 (16-17) L / 240 TCDL : 15 TPI 1-2014 BC: 0.55 (16-17) Vert LL: 0.1 in L / 999 (16-17) L / 360 BCLL : 0 Rep Mbr : No Web : 0.40 (3-17) Ho¢ TL: 0.02 in 13 BCDL: 10 Lumber D.O.L. 115 % �FESS/ Reaction 091181 pFt HER � JT 13rg Combo Brg Width R d B + Width Max Rcaet Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 18 1 5.5 in 1.50 in 854lbs 70 lbs 13 i 5.5 in 1.77 in 1,662lbs � 8 I 5:5 in 1.50 in 399lbs -321 lbs -21 lbs -321 lbs Z w Q No. C72517 N m Material Bracing (Dr- ;;0 TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 3-10-0, Purlin design by Others. BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 54)-0, Purlin design by Others. Web:DFL #2 2 x 4 except: Web One Midpoint Row: 4-13 Cl DEL #1 2 x 4: 1-18 OF r.Ao Loads l) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 27-M: 200 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end uebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comor. force if different from max axial force). Only forces neater than 300lbs are shown in this table. TC 1-2 2-3 0.391 0,266 2,137lbs -,J 13816s 3-4 4-5 0,268 4,%•=7 -2,344lbs t•%61bn -39 1W 5-6 6-7 0.478 1DA69 755lbs 893 lbs (-169lbs) -303 Ibsl 7-8 0.087 305lbs (-260lbs) 17-18 0.237 - t,M 6 lbs 8C 9-10 0.057 -366 Ibs 12-13 0.146 -1,730 IN 15- I6 0.357 1,441 lbs (-266 lbs) I 1-12 0.087 -581 Ibs 1415 0.199 -837lbs 16-17 0.553 2339lbs 02lbs) Web 1-I8 0.072-778lbs 4-16 D234 LS76lbs (-3D1hs1 7.12 0.141-I,tJ461krt 1-17 0.391 2,211lbs (-89lbs) 4-13 0.365 -2,787lbs 7.11 0.075 422lbs (-309lbs) 2-17 0.041 -372lbs 15.13 0.218 1,556lbs (-308lbs) 8-I1 0.061 -494lbs 3-17 %399 -1,099lbs 3-13 0.166 -847lbs It•9 0.052 376lbs (-373lbs) 3-16 0.034 -4H lbs 5-12 0.203 1,430lbs (-248ibs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable webs placed at 24 " OC, U.N.O. 3) Attach structural gable bloc ks with2x4 20ga plates, UN.O 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-133 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 6) Provide adequate drainage to prevent ponding. ALL PERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 1 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B3-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:09 760423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-11-8 0.25 /12 l 0-M 0-" 0-" 0-0-0 1 24 in 145 lbs I i) Barre must oe sneatnea on one stae or taterat bracing appnea appropriately. 8) At least one web o f this truss has been designed wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 9) Acreep factor of 1.00 has been applied for this truss analysis. 10) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 11) Indicates lateral bracing required perpendicular to the plane of the truss at either the midpoint (one shown) or third points (two shown), bracing by others. See BCSI-B3 for additional information. 12) Indicates non-structural members. 13) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 8 may need to be considered. 14) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCr'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY W HEN EAGLE METAL CONNECTORSARE USED_ OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B3-GBDT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:10 760-423-9479 Page: l of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 19-1 l-8 0.25 /12 l 0-M 0-M 0-M 0-0-0 1 24 in 94 lbs 19-11-8 4-11-14 4-9-9 4-9-10 5-4-7 4-11-14 9-9-7 14-7-1 19-11-8 Ti a 0 N ova _ 0.2,j 41 f 44 - 4x44 • 3V _ 0-0-0 4-11-14 4-9-9 4-9-10 5-4-7 0-0-0 r 4-11-14 9-9-7 + 14-7-1 19-11-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ 0oc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.46 (3-4) Vert TL: 0.05 in L / 999 (6-7) L / 240 TCDL : 15 TPI 1-2014 BC: 0.25 (6-7) Vert LL: 0.03 in L / 999 (6-7) L / 360 BOLL: 0 Rep Mbr : No Web : 0.60 (3-9) Horn TL: 0 in BCDL : 10 Lumber D.O. L. 115 % Reaction BrgCombo ft Width tt+id ft Width Max React Max Grav Up1fR Max Wind (ipfill Max Upfill Max Horiz 09/1819RQFESS/� P,. H 6, 1 239.5 in NIA 44216, -217 Ibs -217 lbs -746 lbs [G {�- Ny <y �p I 239.5 in N/A 595 lbs - -334 lbs A, 1 239.5 in N/A 475 lbs 47 lbs 2 1 239.5 in N/A 581 lbs -1,7341bs w NO. C72517 m 1 239.5 in N/A 515 lbs -313 lbs -313 lbs -694 lbs 01- Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 5-5-0, Purim design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 7-10-0, Purlin design by Others. i FVIL Web:DFL #2 2 x 4 except: DFL #1 2 x 4: 1-10 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 27-M: 200 PIE 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, mar CST, max axial force, (max comer, force if different from max axial force). Only forces greater than 300ibs are shown in this table. TC 1-2 0.413 IA9lbs t-1.411N _-3 0,412 I,2o1IIm •1.188Ito 3.3 R4% 91616s -907 4-5 0,357-985lbs BC 6.7 0.250 -707 ILK 7.9 0,250 -W Jbs 9-9 0—""6 .649IM 9-10 0.'.'6 -055 Ue WL b t-14 0.Ui'_ -474lbs 3.9 0,601 -1.6GI lbx 4-7 15-6 0,W .6'-$lbs 1-9 0.550 -1,511 lbs 3-8 0.052 -622Ins 5-7 0.467 1,081lbs (-1,076lbs) a-9 0.044 -395lbs 49 0.519 -1,420IN 0.036 -397lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable webs placed at 24 " OC, U.N.O. 3) Attachstructural gable blocks with 2x420ga plates, UN.O 4) Bracing shown is for in -plane requirements. Far out -of --plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 6) Provide adequate drainage to prevent ponding. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) 11ndicates non-structural members. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, I 110010I1ii OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B3-GBDT 1301 MONTALUO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:10 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 19-11-8 0.25 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 94 lbs 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 6, 10 may need to be considered. 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LI IITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B3-GT 1301 MONTALVO WAY, STE 4 JobNanlemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/l8 14:37:12 760-423-9479 Page: I oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-11-8 0.25 /12 l 0-" 0-" 0-0-0 0-0-0 2 24 in 122 lbs r 26-11-8 = 4-11-14 4-9-9 4-9-10 4-9-9 r 4-9-10 t 2-9.4 t r 4-11-14 i 9-9-7 14-7-1 19-4-10 24-2-4 26-11-8 RYR . 2x4 1 0.25 12 64 - 4xa4 - 61 - 61 - 6 7 TT 0-0-0 0-0-0 0 -4 4-9-10 4-9-9 4-9-10 4-9-9 4-9-10 0- -4 4-11-14 9-9-7 14-7-1 19-4-10 24-2-4 26-11-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psfl General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.85 (6-7) Vert TL: 0.39 in L / 730 (11-12) L / 240 TCDL : 15 TPI 1-2014 BC: 0.65 (12-13) Vert LL: 0.08 in L / 999 (11-12) L / 360 BCLL : 0 Rep Mbr : No Web: 0.55 (6-10) Horz TL: 0.02 in 8 BCDL : 10 Lumber D.O.L. 115 % Reaction A,. 1•f �� C JT Brg Combo Brg Width Rqd Brg Width Max React Max Guv Uplift Max Wind Uplift Max Uplift Max Horiz 44 � e � N , 14 1 5.5 in 1.50 in 1,898 lbs 70 lbs 9 1 5.5 in 3.52 in 6,598 lbs - 8 1 5.5 in N/A 0lbs-3,455lbs-1,129lbs -3,455lbs No. C72517 N Material Bracing LLJQ ,�,, TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 7-5-0, Purlin design by Others. Web:DFL #2 2 x 4 except: j IV1L DFL #1 2 x 4: 1-15 e 0 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category U, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Bath end Hwbs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width Top 0-M 26-11-8 Down Proj 45 psf 45 psf 24 in Point Loads Member Location Direction Load Trib Width Top 24-2-4 Down 45 lbs Member Forces Table indicates: Member ID, max CS[, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC l 2 2-3 0.450 03220 2,290 lbs •1141 lbs 3-4 4-5 0.342 aw -2,959ibs •? M W 6-7 0.846 2,521 lbs (-0lbs) SC 9-10 0.252-ZS2olbs 11-12 0.450 2,204lbs 10-11 0.167 32.I lba 12-13 0.649 2.954 Ilbs Web 1- I5 0.079 -843 lbs 4-12 0.[62 846 lbs 6-10 t1.M9 2 9591bs 1.13 0.437 2,369lbs 4-11 0.067 -637lbs 6-9 0.149 -1,412lbs 2-13 0.046 -429lbs 5-11 0.378 2,060lbs 7-9 0.342 -3,0951bs 3.13 0.098 -731lbs 5-10 0.108 •1,027IN 7-8 0322 1.703lbs ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLO FTHE INSTRUCTIONS, L[MITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING ThIss: B3-GT 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:13 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-1 l-8 0.25 /12 l 0-" 0-" 0-" 0-0-0 2 24 in 122 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) Acreep factor of 1.00 has been applied for this truss analysis. 6) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 8 may need to be considered. 7) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: TC: 24-2-4, (l )Connec tors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 8) When applied loads are on one side ofgirde; donot Hip ®rderduring girderconnector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 9) Lateral bracing shall be attached to each ply. l0) All fasteners n®nineun 2-1/2" long unless otherwise noted. 1 l) Nails in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing. 12) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPONTHISTRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCrS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECfORSARE USED. 109607 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: C-DT 1301 MONTALVO WAY JobNamemadison-lot-58b Date: 09/ 18/ 18 16:04:26 PALM SPRINGS CA. 92262 Page: 1 of2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 21-11-0 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 120 lbs T TTT 1 21-11-0 t 3-0-12 3-1-4 3-8-4 3-8-4 3-8-4 3-8-4 1-0-0 3-0-12 6-2-0 9_10-4 13-6-8 17-2-12 20-11-0 1.11 Av19_ 0.25 12 5x7- 545- 4x4- a.,n_ _ ]21n.7.ri 4 - 6- 2x1 7x8 7z4z4 - 46- 7z8 - 2z4 I 519, 0-0-0 0-0-0 3-0-12 3-1-4 3-6-4 3-8-4 3-8-4 3-8-4 1-0-0 3-0-12 6-2-0 9-10-4 13-6-8 17-2-12 20-11-0 1-1 1-0 All plates shown to be Eagle 20 unless otherwise noted. Loading(pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.53 (5-6) Vert TL: 0.5 in L / 515 (13-14) L / 240 TCDL : 21 TPI 1-2014 BC: 0.63 (13-14) Vert LL: 0.15 in L / 999 (13-14) L / 360 BCLL : 0 Rep Mbr : No Web: 0.83 (6-8) Horz TL: 0.02 in 10 BCDL : 15 Lumber D.O.L. 115 % I Reaction ��kQFESS/� eta A HER JT Brg Combo Brg Width Rqd Brg Width Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Horiz Q 1 1 5.5 in 1.50 in 1,458 lbs -46 lbs t0 1 1.5 in — 1,488 lbs No. C72517 Material Bracing M TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 2-3-0, Purlin design by Others. BC: DFL #1 2 x 4 except: BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. DFL SS 2 x 6: 12-17 CI Web:DFL #2 2 x 4 OF GAY Loads ' 1) This miss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-11-8: 180 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = l5 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table TC 1-2 Z-3 0.231 0-194 -2,317lbs -1992 lbs 3-4 4-5 0399 0330 -3,993lbs -53N Ihi 5-6 6.7 0.533 0.212 -5,354ibs -8671hs BC 10-11 0.440 2,043lbs 12-13 0.491 4,095lbs 14-15 0.597 5,300lbs 16-17 0.051-479lbs I1-12 0.449 1,758lbs 13-14 0.626 5,349Ibs 15-16 0.300 2,314lbs %7h 1.16 0,i00 2,604 lbs 5-14 0,149 -692 Us P-19 0.'_ -2 �64 ft 2-16 0.114 -1,034lbs 5-13 0.030 -358lbs 2-15 0.353 1,836 lbs 6.13 0.255 1,417lbs 4-15 0.322 -1,404lbs &8 0.831 -3,736IN 4-14 0.048 348lbs (-98lbs) 8-12 0.451 2,350IN Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web ofthis truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH WTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED, OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: C-DT 1301 MONTALVO WAY JobNamemadison-lot-58b Date: 09/ 18/ 18 16:04:27 PALM SPRINGS CA. 92262 Page: 2 of 2 SPAN PfTCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-11-0 0.25 /12 1 0-m 0-0-0 0-" 0-0-0 1 24 in 120 lbs 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCrS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: C 1301 MONTALVO WAY JobNamemadison-lot-58b Date: 09/ 18/ 18 16:03:25 PALM SPRINGS CA. 92262 Page: 1 of 1 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 21-11-0 0.25 /12 7 0-M 0-M 0-M 0-M l 24 in 120 lbs TT-T 21-11-0 3-0-12 3-1-4 3-8-4 3-8-4 3-8-4 3-8-4 1-0-0 3-0_12 6-2-0 9-10-4 13-6-8 17-2-12 20-11-0 1-11 1-0-0 8x" 0.25 12 5x7 5x5 - 2z4 1 7z8 - 7x8 - 4z4 - 4z6 - 7z8 - 2zl I 5z7 - 0-0-0 0-0-0 3-0-12 3-1-4 3-8-4 3-8-4 3-B-4 3-8-4 1-0-0 3-0-12 6-2-0 9-10-4 13-6-8 17-2-12 20-11-0 1-11 All plates shown to be Eagle 20 unless otherwise noted Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.48 (5-6) Vert TL: 0.5 in L / 515 (13-14) L / 240 TCDL : 21 TPI 1-2014 BC: 0.56 (13-14) Vert LL: 0. 15 in L / 999 (13-14) L / 360 BOLL: 0 Rep Mbr : Yes Web: 0.83 (6-8) Horz TL: 0.02 in 10 BCDL : 15 Lumber D.O. L. 115 % Reaction IT 13rg Combo Big Width Rcftl Ng Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Hodz 1 1 5,5 in 1.50 in 1,458 lbs -46 lbs 10 1 1.5 in --- 1,488 lbs Material TC: DFL #i 2 x 4 BC: DFL #1 2 x 4 except: DFL SS 2 x 6: 12-17 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 2-", Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 m (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category Il, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 09/18/ e?IQt'Ess/� w No. C72517 m 01- X :Wo. 91,2A Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1-2 2-3 0.210 0,359 -2,317lbs -] 99_' Ibs 3-4 4-5 0.363 0.4M -3,993lbs -ill lbs 5-6 64 0.485 0-Ia4 -5,354lbs -3W Ibs I3C 1411 0.395 2,(k13 lbs 12-13 0.440 4,095 lbs 14.15 0536 5,300lbs 11-12 0�,.4m2n, 0 1.7581tu 13-14 0.562 5.349lbs 15-16 0.268 2.314lbs Web 1-16 W.M 1,6D4lbs 6-3 0.831 -3,736lbs 2-16 0.114 .1,034lbs 8-12 0.451 2,350Ibs 2-15 0.353 1.836 lbs 8-10 0.272 2,504 lbs 4l5 0.322 -1.401lbs 6-13 0.255 029 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1Indicates non-sintautal inetnbem 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE True Build® Truss Software v5.6.314 INSTRUCFEDTO REFERTO ALLOFTHE INSTRUCTIONS, LA41TATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCr'S Eagle Metal Products DESIGN NOTES ISSUED W ITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECLORSARE USED. :�I!I�1tl!<II�ICI:1L�ifiI.'icl OMEGA EQUIPMENT PERFORMANCE ENGINEERING Tress: CI-DT 1301 MONTALVO WAY JobNamemadison-lot-58b Date: 09/ 18/ 18 16:04: l4 PALM SPRINGS CA. 92262 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-0-0 0/12 1 0-M 0-M 0-0-0 0-0-0 1 24in 51lbs ! 10-0-0 1 r 1-0-0 r 4-6-0 t 4-6-0 1-0-0 5-6-0 10-0-0 1-0-0 10 2V 1 0.25 12 3x44 - 612 - I 2x14 T T ic? 0 1 T 494- 2z45x6- 2 I 0-0-0 0-0-0 ! 1-0-0 1_ 4-6-0 _ 4-6-0 1-0-0 5-6-0 10-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ 0oc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.28 (2-4) Vert TL: 0.06 in L / 999 (7-8) L / 240 TCDL : 21 TPI 1-2014 BC: 0.31 (7-8) Vert LL: 0.02 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.42 (3-4) Ho¢ TL: 0.01 in 5 BCDL : 15 Lumber D.O.L. 115 % Reaction 09 /le/ 0� pFESS / Q JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz (4 A Q 9 1 1.5 in — 699lbs 46lbs �9,L��. 5 1 5,5 in 1.50 in 674 lbs CO p Material Bracing (D Q No- C72517LLJ +� m TC: DEL 91 2 x 4 TC: Sheathed or Purlins at 5-4-0, Partin design by Others. tY BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 8-5-0, Partin design by Others. Web:DFL #2 2 x 4 Loads lVik- 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to I I PIE 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end Aebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force), Only forces greater than 300lbs are shown in this table. rr 2.4 a�t3 -8H•slbs 4.5 o.�s •1,3363tis BC 6-7 R?a7 •7b_'lhs 7$ 0.307 1,l70lbs -?4016s1 8-9 0•r96 9�i66 -53 Web 3.7 RI'_•i -1.143t� j-7 0.'_55 1,3011ha f-i316s1 3-4 0.415 •1,4341bs 3-7 O.i52 1,016 lbs (-52316s) OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: C1 1301 MONTALVO WAY JobNamemadison-lot-58b Date: 09/ 18/ 18 16:04:20 PALM SPRINGS CA. 92262 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY I 10-0-0 0 /12 7 0-M 0-M 0-" 0-0-0 1 24 in 51 lbs T T ro .L 10-0-0 1-0-0 4-6-0 t 4-6-0 I r 1 1-0-0� 5-6-0 10-0-0 1-0-0 2x41 0.25 12 2> 3xd4 - 6T - 4x4- 2x41 5z8- 2x41 0-0-0 1-0-0 4-6-0 4-6-0 0-0-0 1-0-0 5-6-0 10-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC : 0.25 (2-4) Vert TL: 0.06 in L / 999 (7-8) L / 240 TCDL : 21 TP1 1-2014 BC: 0.27 (7-8) Vert LL: 0.02 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0.33 (3-4) Horz TL: 0 in 5 BCDL : 15 Ltynber D.O.L. 1 l5 % 09n8/ p,❑FESS/p A' �FR Reaction D JT BaCombo Brg Wdlh Rqd Hrg Width Max React Max Gray. Wifl Max Wind Uoill MaxUplift Max Hodx 9 1 1.5 in — 6991bs 46 lbs CO fi Z 5 1 5.5 in 1.50 in 6741bs w No. C72517 m Material Bracing LY- TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 5-8-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL 92 2 x 4 j IVIL Loads I [ 1) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It, h = 15 ft, End Zone Truss, Both end webs considered. DOL — 1.60 2) Minimum storage attic loading has been applied in accordance with BC 1607.1 3) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in this table. Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Sun -unary. 6) At least one web of this truss has bee n designed wi tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 7Indicates non-structural members. 10) Listed wind uplift reactions based on MWFRS Only loading. T T ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Trt.>ss: C2-DT 1301 MONTALVO WAY JobName madi son-lot-5 8b Date: 09/ 18/ l8 16:03:58 PALM SPRINGS CA. 92262 Page: l of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-0-0 0 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 51 lbs t 10-0-0 r 1-0-0 4-6-0 4-6-0 r 1-0-0 5-6-0 10-0-0 1-0-0 10 2V 0.25 12 44 _ 4 " T 2x14 1 T 9 IlLi 43- 2 1 41 L—j 5z8- 0-0-0 0-0-0 1 1-0-0 4-6-0 r 4-6-0 1-0-0 5-6-0 10-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (p4 General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.32 (4-5) Vert TL: 0.07 in L / 999 (6-7) L / 240 TCDL : 21 TPI 1-2014 BC: 0.31 (7-8) Vert LL: 0.02 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.42 (34) Horz TL: 0.01 in 6 BCDL : 15 Lumber D.O.L. 115 % 09/1 FESS/ P. H�R,y {� Reaction IT Brg Combo Brg Width Rcd Br� Width 4kd p 9 � Max React Max Grua UPIift Max Wind UPI ift Max UPI i ft Max Horix l 9 1 1.5 in — 709 lbs 46 lbs COD�Q Z 6 l 5.5 in 1.50 in 664 lbs D 'r No. C72517 m Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 5-1-0, Purlin design by Others. BC: DFL 91 2 x 4 Web:DFL #2 2 x 4 BC: Sheathed or Purlins at 7-1 l-0, Purlin design by Others. s J., I 0 Loads U 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord frorn 0-0-0 to 10-0-0: 180 PIE 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 ft, h — 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 2-4 0-19 -8861ta 4-5 W ' -1.4591Es RC 6 7 0.'78 8101bs 7.8 0 312 I,139 lxs (_ lEiet e 9 0'8) 4431f s 1-6' kbs ','kb 3.9 0.126 -1,156lbs 4 7 OU34 3t1316s 3-4 0.418 -1,4441bs 5-7 0268 1,563lbs (-43lbs) 3-7 0.143 1,0371bs (-468 lbs) 5-6 0.063 -563 lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TnreBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUC-I"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECFORSARE USED. 1096074 0041 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: C2-GB 1301 MONTALUO WAY JobNarnemadlson-lot-58b Date: 09/18/18 16:03:52 PALM SPRINGS CA. 92262 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-0-0 0 /12 1 0-M 0-0-0 0-0-0 0-0-0 1 24 in 53 lbs 10-0-0 1-0-0 t 4-6-0 F 4-6-0 t 1-0-0 5-6-0 10-0-0 1-0-0 2 4I 0.25 12 44 41- T 10 X2 2 1 x- 0T 0 T 4z4- 2 1 5z8- ] 0-0-0 0-0-0 1-0-0 1 4-6-0 ! _ 4-6-0 1 1-0-0 5-6-0 10-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.32 (4-5) Vert TL: 0.07 in L / 999 (6-7) L / 240 TCDL : 21 TPI 1-2014 BC: 0.31 (7-8) Vert LL: 0.02 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web : 0.35 (3-4) Horz TL: 0.01 in 6 BCDL : 15 Lumber D.O.L. 115 % �QRpFESS/p Reaction �0 A•+Eip( JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Hodz -1 9 1 1.5 in — 709 lbs 461bs ao p 6 1 5.5 in 1.50 in 664 lbs Q [n CD No. C72517 ty Material Bracing or_ ,;a TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 5-1-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Pudin design by Others. Web:DFL #2 2 x 4 lVIL Loads 1) This truss has been designed For the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 ft, h — 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 2) Minimum storage attic loading has been applied in accordance with BC 1607.1 3) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CS1, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table- 3-4 0349-1,164lbs 5-7 0268 1,396lbs (-43lbs) 3-7 0.101 544lbs 5-6 0.063-563lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable webs placed at 24 " OC, U.N.O. 3)Adachstructuralgable blocks with 2x420gaplates, UN.O 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof buss is 20 % (Cq = 0.80). 6) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 7) Provide adequate drainage to prevent ponding. 8) At least one web of this truss has been designe d wi th a pane 1 point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 9) Acreep factor of 1.00 has been applied for this truss analysis. 10) 7Indicates non-structural members. 11) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED W ITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED_ 740042 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: C2 1301 MONTALVO WAY JobNainemadison-lot-58b Date: 09/ 18/ 18 16:04:08 PALM SPRINGS CA. 92262 Page: I of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-0-0 0/ 12 2 0-" 0-" 0-" 0-0-0 1 24 in 51 lbs 10-0-0 1 1 1-0-0 4-6-0 r_ 4-6-0 1 1-0-0 5-6-0 10-0-0 1-0-0 10 2>�4 0.25 12 4 4 . � 4. xg 5 2x14 T ij LL-j E---j j 494- 2z45z6- 0-0-0 0-0-0 1 1-0-0 1 4-6-0 4-6-0 ' 1-0-0 1 5-6-0 10-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.32 (4-5) Vert TL: 0.07 in L / 999 (6-7) L / 240 TCDL : 21 TPI 1-2014 BC: 0.31 (7-8) Vert LL: 0.02 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.35 (34) Horz TL: 0.01 in 6 BCDL : 15 Lumber D.O. L. 115 % Q1�pFESS/pN Reaction B Width d Width ra Hj� , / PT t Combo B r R B , Max React Max Grav Uplift Max Wird Uplift Max Uplift Max Horiz t 9 1 1.5 in — 709 lbs 46 lbs Al d 6 l 5.5 in 1.50 in 664 lbs =+7 Q7 No. C72517 +m-� Material Bracing � rn TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 5-1-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web:DFL #2 2 x 4 CI Loads 1) This truss has been designed for the effbcts of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 m h ; OF CALIF (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, It = 15 ft, End Zone Truss, Both end %%ebs { considered. DOL = 1.60 2) Minimum storage attic loading has been applied in accordance with BC 1607.1 3) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer- force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 4-5 0.322 -1.332lbs &9 4-7 4.2N 0.034 4431bs 1-62lbs] •3031bs BC 7-S 0.312 911 tba t-51 lbs1 Web 3-9 0.126 -1,156 lbs 3-4 0.349 -1,164lbs 5-7 0 268 1,3961bs (-43 lbs) 3-7 0.101 5411bs 5-6 0.063 -563lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80), 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been desigred vi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLiNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, UMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONN ECTORS ARE USED. SPAN 10-0-0 T TT 2) 4) OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY PALM SPRINGS CA. 92262 PITCH QTY OHL OHR CANT L CANT R PLYS 0 /12 1 0-M 0-M 0-M 0-0-0 I 10-0-0 1-0-0 4-6-0 4-6-0 1-0-0 5-6-0 10-0-0 1-0-0 Truss: C2A-DT JobNarne madison-lot-58b Date: 09/ 18/ 18 16:03:38 Page: 1 off SPACING WGT/PLY 24 in 51 lbs 2x4 1 0.25 12 q a _ 41 - 0-0-0 1-0-0 4-6-0 1-0-0 5-6-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) TCLL : 20 Bldg Code : CBC 2016/ TC: 0.32 (4-5) Vert TL: 0.07 in L / 999 (6-7) TCDL : 21 TPI 1-2014 BC: 0.31 (7-8) Vert LL: 0.02 in L / 999 (6-7) BCLL : 0 Rep Mbr : No Web. 0.40 (3-4) Horz TL: 0.01 in 6 BCDL : 15 Lumber D.O. L. 115 % Reaction Pf Brg Combo Brg Width Rqd Brg Width Max React Max Gran Ilp]iR Max Wind U0ift Max UpliIt Max Florin 9 1 1.5 in — 70916s 46 lbs 6 1 5.5 in 1.50 in 664 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 0-0-0 4-6-0 10-0-0 Bracing TC: Sheathed or Purlins at 5-1-0, Purlin design by Others. BC: Sheathed or Purlins at 8-3-0, Purlin design by Others. Allowed L / 240 L / 360 '1L� PROFESS/�� CO LO Q No. C72517 m W z Loads Ivl� l) This truss has been designed for the effects due to a 1,650 lbs (165 plo drag load distributed along shear walls along the bottom chord f 0-M to 10-M. 2) This truss has been designed for the effects of wind loads in accordance MthASCE7 - 10 with the following user defined input: 1 10 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end "ebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member I D, max CS I, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in 11tis table TC 2.4 0.279 -820 lbs 4-S 0.322 -1 9$ lbs SC 6-7 a-M -742Ib 7.8 0.312 1.081 An t- [94Ibs 8-9 0.2811 943Ibs -62lbs Web 3.9 a12G -I.MIts 4.7 0.0i4 -3031bs 3-4 0.399 -1,377lbs 5-7 1 0.268 1,496 lbs (-43 lbs) }7 0,134 974lbs (406lbs) 5-6 0.063 -563lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALJING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: C2A 1301 MONTALVO WAY JobNamennadison-lot-58b Date: 09/ 18/ 18 16:03:44 PALM SPRINGS CA. 92262 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-0-0 0 /12 2 0-M 0-M 0-M 0-0-0 1 24 in 54 lbs t 10-0-0 t 1 1-0-0 4-6-0 4-6-0 t t 1-0-0 5-6-0 10-0-0 1-0-0 2 4 1 0.25 12 4x8 - 61 - 10 2,141 00T ll 5x5 - 2 z4 I 6x10 - 41 0-0-0 0-0-0 1-0-0 4-6-0 4-6-0 1-0-0 5-6-0 10-0-0 All plates shown to be Eagle 20 unless otherwise noted Loading [pst) General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.63 (4-5) Vert TL: 0.1 in L / 999 (7-8) L / 240 TCDL : 21 TPI 1-2014 BC: 0.41 (7-8) Vert LL: 0.02 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web : 0.59 (3-4) Horz TL: 0.01 in 6 BCDL : 15 Lurnber D.O.L. i 15 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Horiz 9 1 1.5 in — 1,213 lbs 461bs 6 1 5.5 in 1.50 in 1.118 lbs Material TC: DEL #1 2 x 4 BC: DEL 41 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 3-5-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads l) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category [I, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end v considered. DOL= 1.60 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Sid Dead Load Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width Top 0-M 10-0-0 Down Proj 45 psf 45 psf 24 in 09/18/ FESS/DN� w Q No. C72517 m C14 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 300lbs are shown in this table. 4-5 0.631 2mil lbs BC 7-9 0.409 1,3�17lbs 8-7 (1377 1 IyF ITC t1Eb 3.4 a-- -1,"- N 3 7 4.175 9:$ Ibs 5-6 a113 - tAl i lhs 2-3 0398 -430lbs 4-7 15-7 0.075 6751bs 3 4 0.591 -1,970lbs 0.453 2,358lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed wi tha pare l point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALUNG ANYTRUSS BASED UPONTHISTRUSS DESIGN DRAWING ARE TrueBuild®Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING ThEs: CA-DT 1301 MONTALVO WAY JobNamemadison-lot-58b Date: 09/ 18/ 18 16:03:32 PALM SPRINGS CA. 92262 Page: I of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 2141-0 0.25 /12 1 0-M 0-M 0-M 0-0-0 1 24 in W2 lbs 21-11-0 3-0-12 3-1-4 3-8-4 3-8-4 3-8-4 3-8-4 1-0-0 3-0-12 6-2-0 9-10-4 13-6-8 17-2-12 20-11-0 1-11- 1-0-0 3xa _ 0.25 12 3x-4 - 441 3x4 • 1n v.�; TT 0 T T 0-0-0 3-0-12 3-1-4 3-8-4 3-8-4 3-8-4 0-0-0 3-8-4 1-0-0 3-0-12 6-2-0 9-10-4 13-6-8 17-2-12 20-11-0 7-11 All plates shown to be Eagle 20 unless otherwise noted. Loading (psp General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.48 (34) Vert TT-: 0.01 in L / 999 (14-15) L / 240 TCDL : 21 TPI 1-2014 BC: 0.17 (12-13) Vert LL: 0.01 in L / 999 (13-14) L / 360 BCLL : 0 Rep Mbr : No Web: 0.17 (4-15) Ho¢ TL: 0 in BCDL : 15 Lumber D.O. L. 115 % Reaction 09/18/ �RpFESS/pV Brg Combo B% idth R B * Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz Ff 9 1 263 in I 263 in N/A N/A 482 lbs 6041bs -214 lbs-2141bs -558 lbs 403 lbs 1 263 in N/A 850 lbs 383 lbs Q7 1 263 in N/A 8121bs 114lbs w No. C72517 N m 1 263 in N/A 832 lbs 52 lbs 1 263 in N/A 799 lbs -735 lbs 1 263 in N/A 711 lbs 28 lbs 1 263 in N/A 471 lbs -45 lbs -45 lbs -289 lbs Cl Material Bracing �� TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. 0A L� BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL 92 2 x 4 Loads l) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-11-8: 180 PIE 2) This truss has been designed for the effects ofwind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dirns 25 ft x 60 ft, h — 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Dads Member Location I Location 2 Direction Spread Start Toad End Load Tdb Width Top 0-M 21-11-0 Down Prcj 45 psf 45 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces ttreater than 3001bs are shown in this table. TC 2 2-3 0.272 0.382 -496lbs 676 lbs •608 Ibx 3-4 4-3 0.477 0-%4 534lbs -4?4lbs (468lbs) 5-6 6-7 0.388 0.389 -432lbs 638 lbs =634 Au BC II-12 0.166 -318lbs 13-14 0.166 -332lbs 12-13 0.166 -333lbs 14-15 0.166 -332lbs Web 1-17 0.035 -4321bs 4-tS 0.175 -7891bs �t2 O.D73 -6571hs 8 tD DPI 68$fbs l-l6 0.085 5761bs (-5721bs) 414 0.072 -763lbs 6-8 0.100 -5l1 ft 2.16 0.062 -718lbs 5-14 0.154 -703lbs 8-12 0,059 -302 lbs 245 0.125 -755lbs 5-13 0.068 -707lbs 7-8 0.071 -3631bs 3-15 0.065 -580lbs 6-U 0.144 -662lbs 8-I1 0.071 -518lbs ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPONTHISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCUS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: CA-DT 1301 MONTALVO WAY JobNamemadison-lot-58b Date: 09/ 18/ l 8 16:03:32 PALM SPRINGS CA. 92262 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-11-0 0.25 /12 l 0-M 0-0-0 0-0-0 0-0-0 l 24 in 102 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) A creep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 10, 17 may need to be considered. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuildg Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECLORSARE USED. 253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:31 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 22-4-8 0.25 /12 l 0-M 0-" 0-" 0-0-0 l 24 in 106 lbs TT 22-4-8 4-2-5 4-2-13 4-2-12 4-2-13 4-2-13 1-3-0 4-2-5 8-5-2 12-7-14 16-10-11 21-1-8 22-4-8 6x8 . 4x4 0.25 12 2Y,4 I 3x44 - 610 - 4V -12 5 0-0-0 0-" 0-6-0 4-2-5 4-2-13 4-2-12 4-2-13 4-2-13 1-3-0 4-2-5 8-5-2 12-7-14 16-10-11 21-1-8 22-4-8 All plates shown to be Eagle 20 unless otherwise noted Loading (p General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.43 (1-2) Vert TL: 0.53 in L / 483 (12-13) L / 240 TCDL : 15 TPI 1-2014 BC: 0.85 (12-13) Vert LL: 0.21 in L / 999 (12-13) L / 360 BCLL : 0 Rep Mbr : No Web: 0.56 (1-14) Horz TL: 0.04 in 8 BCDL : 10 Lumber D.O.L. 115 % Reaction JT Big Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wird Uplift Max Uplift Max Horiz 15 1 5.5 in 1.50 in 1,172 lbs 54 lbs 8 1 5.5 in L50 in 1,101 lbs Material TC: DFL #1 2 x 4 BC DFL #1 2 x 4 Web:DFL 92 2 x 4 Bracing TC: Sheathed or Purlins at 2-8-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. t 2) This truss has been designed for the effects due to a 1,650 lbs (73.6 plo drag load distributed along shear walls along the bottom cha hr 0-0-0 to 22-5-0. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 It, h = 15 ft, End Zone Truss, Both end Nebs considered. DOL = 1.60 4) Minimurn storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case D1: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 2-11-8 Down 96lbs rn -4 Tlc? T CD IT 1 T e�gFESS/�� No. C72517 N m 1VIL Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 300lbs are shorn in this table. TC 12 23 0.431 Q402 -3,019 lbs 4263%s 34 4-5 0.410 0.393 -4,263 Ibs 4.1666E 5-6 6-7 0.162 0.150 -1,077lbs -I,'_8' lbs BC 10-11 0.220 425 lbs (-125 lbs) 12-13 0.845 4,162 lbs (-122 lbs) 14-15 0.194 -304 lbs 11-12 0.633 2,929lbs (-88lbs) 13-14 0.684 3.055lbs (-5 lbs) Web 1-15 0.114 -1:1091bs 4-13 i1.U73 399W (-20 lbs; 11-9 a476 2.W1b3 t-81lb51 1-14 0.563 3,1441bs (-8lbs) 112 0.037 -361lbs 7-9 0.293 1,630lbs (-79ms1 2-14 0.083 -800lbs 5-12 0.241 1,363lbs (-36lbs) 7-8 0.109 -1,075lbs 2-13 0w30 1,303lbs (-102lbs) 5-9 0.513 -1,934lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 1NSTRUCFED TO REFERTO ALLO FTHE INSTRUCf[ONS, LIMITATIONS QUALIFICATIONS SET FORTH IN EAGLE METALPRODUCF'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. 1096074 0048/0253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D-DT 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:31 760-423-9479 Page: 2 of 2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 224-8 0.25 /12 1 0-" 0-" 0-" 0-" 1 24 in 106 lbs 4/ tsrace Doccom cnom wim approvea sneacmng or puruns per tsracmg aurmnary. 5) At leaEt one web of this truss has been designed vA th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep Factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TmeBuild® Truss Software v5.6.3141 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS,IN LIMITATIONSAND QUALIFICATIONS SET FORTH THE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 10900 (4 0049/02b3 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/l8/18 14:37:33 760-423-9479 1 Page: t of j SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 22-4-8 0.25 /12 1 0-M 0-" 0-M 0-0-0 2 24 in 106 lbs 22-4-8 _ t t 4-2-5 4-2-13 r 4-2-12 4-2-13 4-2-13 t 1-3-0 t 4-2-5 8-5-2 12-7-14 16-10-11 21-1-B 22-4-81 2 4 60- 4V -12 5 .rixH - 4�4 0.25 12 3x � � 44- x15 TT v � v 119 u; 0 1 TT T 0-0-0 0-6-0 0-6-0 4-2-5 4-2-13 4-2-12 4-2-13 4-2-13 1-3-0 4-2-5 8-5-2 12-7-14 16-10-11 21-1-8 22-4-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psfl General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.42 (34) Vert TL: 0.5 in L / 513 (12-13) L / 240 TCDL : 15 TPI 1-2014 BC: 0.76 (12-13) Vert LL: 0.1 in L / 999 (1243) L / 360 BCLL : 0 Rep Mbr : No Web: 0.55 (1-14) Horz TL: 0.04 in 8 BCDL : 10 Lumber D.O. L. 115 % 09/18 Q�pFESS/pN Reaction 9� JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 15 1 5.5 in 1.50 in 2,179 lbs 54 lbs 8 1 5.5in 1.50in 2,108lbs Q No. C72517 Z m Material Bracing 11? TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 5-7-0, Purlin design by Others. BC: DFL 91 Web DFL 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. Ic 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category ft, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end uebs considered. DOL = 1.60 3) Minimwn storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location I Location 2 Direction Spread Start Load End Load Trib Width Top 0-M 22-4-8 Down Proj 45 psf 45 psf 24 in Point Loads Member Location Direction Load Trib Width Top 2-11-8 Down 96lbs Member Forces Table indicates: Member ID, max CS1, max axial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 1-2 2-3 0,402 0.395 -2,820 lbs 4= lbs 3-4 4-5 0.418 0,389 -4,051lbs -3.9%lbs 5-6 6-7 0.185 W" -1,041lbs -1 19'_ 11tt SC t1-12 0.557 2,80I1bs f3-14 Q.SJ1 1,859lbs [243 0.758 3,972lbs %bb t-15 a109 -1,052lbs 3-0 0,033 -3231bs 11.9 0.4T'- 2.553th5 - 1 4 0.546 2,937lbs 4-12 0.039 -379lbs 7-9 0.294 I.582lbs 2-14 0.083 -792lbs 5-12 0.230 1,270lbs 7-8 0.108 •1.041 lbs 2-13 0.228 1,265lbs 5-9 0,222 -1,835lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.3141 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LI1vIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: D-GT 1301 MONTALVO WAY, STE 4 JobNamernadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:34 760423-9479 Page: 2 of2 SPAN PITCH QTY OHL OUR CANT L CANT R PLYS SPACING WGT/PLY 22-4-8 0.25 / l2 1 0-" 0-M 0-M 0-0-0 2 24 in 106 ibs 4) m Brace bottom chord with approved sheathing or purlrns per Bracing Sumary. 5) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep Factor of 1.00 has been applied for this truss analysis. 7) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - I row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min . 135"x3] as follows within 24" of the location shown: TC: 2-1 l-8, (1)Conrectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 8) When applied loads are on one side ofgirder, do not Sip ®rderduring girderconuector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 9) Lateral bracing shall be attached to each ply. 10) Al fasteners mininnun 2-1/2" long unless otherwise noted. 11) Nails in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing. 12) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR MSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE True Build® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 1096074 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:35 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 224-8 0.25 / t2_ 1 0-M 0-M 0-M 0-0-0 1 24 in 106 lbs l 22-4-8 4-2-5 4-2-13 4-2-12 4-2-13 4-2-13 1-3-0 r 4-2-5 8-5-2 12-7-14 16-10-11 21-1-8 22-4-8 TT x,4 6x8 - 40.25 1�2 2 4I 3x44 a- 610- 410•12 5. - 0-0-0 0-6-0 0-6-0 4-2-5 4-2-13 4-2-12 4-2-13 4-2-13 1-3-0 4-2-5 8-5-2 12-7-14 16-10-11 21-1-8 22-4-8 All plates shown to be Eagle 20 unless otherwise noted Loading General CSI Deflection L/ 0oc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.43 (1-2) VertTL: 0.53 in L / 483 (12-13) L / 240 TCDL -. 15 TPI 1-2014 BC: 0.85 (12-13) Vert LL: 0.21 in L / 999 (12-13) L / 360 BCLL . U Rep Mbr : No Web : 0.56 (1-14) Horz TL: 0.04 in 8 BCDL : 10 Lumber D.O.L. 115 % 09/18/2 . Reaction JT B% Comlw Brrg Width Red Brg Width Max React Max Grav Uplift Max Wind Uplil3 Mnx Llplilt Max 1•inrix 15 1 5.5in 1.50in 1,172lbs 54lbs 8 l 5.5 in 1.50 in 1,101 lbs Material TC: DFL 01 2 x 4 BC: DEL #1 2 x 4 Web:DFL #2 2 x 4 • Bracing TC: Sheathed or Purlins at 2-8-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 11, h = 15 ft, End Zone Truss, Both end Aebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 2-11-8 Down 96lbs TT� CD TTT T OFESS/p No. C72517 N m C1 OF CNM Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table, TC 1 2.3 0.431 0.40 -3019lbs itx 3-4 4-5 0.410 0.393 -4,263 Ilbs 4.166lbs 5-6 &7 0.162 0.150 -1,077lbs -1?"811s BC II-112 0.633 ,9'_91bs (-88lbs 1 13-14 0.684 3,055lbs (-5lbs) 12-}3 0,W 4,16"_'lbs {+IL'Ibis) Web 1-IS 0.114 -1.1091bs 4.12 0.037 -361lbs 7.9 0.x73 l,fiidlhc (-791hs) I-l4 0.563 3,144 lbs (-81ha) 5.12 0,241 1,363 lbs (-36lbs) 7-8 0 109 -1,075lbs 2-14 0,083 -800 lbs 5-9 0.513 •1,934lbs 2-13 0.230 1,303lbs (-102lbs} I tl-9 0.476 2,669lbs (-81lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep Factor of 1.00 has been applied for this truss analysis. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TmeBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECPORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D 1301 MONTALUO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:36 760423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 224-8 0.25 / l2 1 0-0-0 0-" 0-" 0-0-0 1 24 in 106 lbs Ti Listed wind unli reactions based on MWFRS Onlv loadine. IALLPERSONS FABRICATING, HN HUPONTHISTRUSS DESIGN LEMTTALTcueBui5.6.314 INSTRTEDTORTLLOFRUCTIONNS, �ONSANQUALIIIIO ORTHIAGEACTS Eagle Metal Products HTHIS IG DS,BFROUPON QUDESFONLY EAGLE C2USEI OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D1 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:37 760-423-9479 Page: 1 of] SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 22-4-8 0.25 /12 2 0-M 0-0-0 0-0-0 0-0-0 1 24 in 104 lbs a 0 Tcn 16 1 TT 22-4-8 4-2-5 4-2-13 t 4-2-12 4-2-13 I 4-2-13 r 1-3-0 r 4-2-5 8-5-2 12-7-14 16-10-11 21-1-8 22-4-8 fixA . 4x4 0.25 12 2>5,4 3xa4 - 71 - 5x42 -12 0-0-0 0-0-0 4-2-5 4-2-13 4-2-12 4-2-13 4-2-13 1-3-0 4-2-5 8-5-2 12-7-14 16-10-11 21-1-B 22-4-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psl) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.43 (1-2) Vert TL: 0.54 in L / 475 (11-12) L / 240 TCDL : 15 TPI 1-2014 BC: 0.84 (11-12) Vert LL: 0.21 in L / 999 (11-12) L / 360 BCLL : 0 Rep Mbr : No Web : 0.56 (1-13) Horz TL 0.06 in 8 BCDL : 10 Lumber D.O.L. 115 % ESS�� Reaction P" a 1T Org Combo 13rg Width R d B Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 14 1 5.5 in 1.50 in 1,172 Ibs 61 II>s CO 4�t 8 1 5.5 in 1.50 in 1,101 lbs No. C72517 Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 2-8-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. ' Web:DFL 42 2 x 4 CI Loads OF �AG1F 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end "ebs considered. DOL= 1.60 3) Minimurn storage attic loading has been applied in accordance with IBC 1607.1 4) A250lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 2-11-8 Down 96lbs Member Forces Table indicates: Member ID, max CST, max axial force, (max comer, force if different from max axial force). Only forces greater than 300lbs ai a shown in "stable. TC 12 '_-3 0,431 0.401 -3,019lbs -4—AR bs 3-4 44 0.408 0-14.1 -4,262Ibs -4.001hs 5-6 6-7 0,277 0.165 2,942lbs -8041bs RC 9.10 0.1_73 SOSIb% i-0lbs) 11-12 0.943 4,166 lbs (-108lbs) 1411 0,641 2,912lbs (-74Is] 12-13 0.684 3,056lbs Web 1-14 0.114 -1,109lbs 4-I1 0,R37 -XI lbs &9 RIM -1.0113lbs 1.13 0.563 3,144lbs (-9fini 5•II 0.245 1,385lbs (-35lbs) 7-9 0,249 1,410lhs (-51lbs) 2-13 0.083 -799lbs 5-10 0.077 -7321bs 7-8 0.120 -t,142lbs 2.12 0230 1,302lbs (-102lbs) 6-10 0.411 2,317lbs (-83lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Surnmary. 5) Acreep factor of 1.00 has been applied for this truss analysis. 6) Listed wind uplift reactions based on MWFRS Only loading. 0 1 T ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALiING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D 10-DTGT 1301 MONTALVO WAY STE 4 JobNarneMach son-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:39 760423-9479 Page: l of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-6-13 -0.25 /12 1 0-M 0-M 0-M 0-0-0 1 9 in 76 lbs r 15-6-13 -1 5-2-4 5-2-5 5-2-4 5-2-4 10-4-9 15-6-13 2V T 0 0 T offiffir-00111 3x,4 - 1210.25 N 3x4 0-0-0 0-0-0 5-2-4 _ k 5-2-5 5-2-4 5-2-4 10-4-9 15-6-13 All plates shown to be Eagle 20 unless otherwise noted. Loading (psi) General CSI Deflection L/ (loc) Allowed Carved Loads (ps Bldg Code : CBC 2016/ TC: 0. l6 (2-3) Vert TL: 0.09 in L / 999 (6-7) L / 240 TCLL : 20 TPI 1-2014 BC: 0.64 (6-7) Vert LL: 0.03 in L / 999 (6-7) L / 360 TCDL : 15 Rep Mbr : No Web : 0.44 (3-7) Herz TL: 0 in 5 BCLL : 0 Lumber D.O.L. 115 % BCDL:10 e�ofESS/ Reaction s ¢ A, H E'? ! fi IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 5 1 1-5 in - 205 lbs -190 lbs -1 lbs -190 lbs 6 1 173.5 in N/A 759 lbs -603 lbs T� m 2 7 1 173.5 in N/A 850 lbs 1,083 lbs w Q No. C72517 N m 8 1 173.5 in N/A 283 lbs -275 lbs -0 lbs -275 lbs -480 lbs Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL SS 2 x 6 BC: Sheathed or Purlins at 8-6-0, Purlin design by Others. OI Web:DFL #2 2 x 4 F CALIF Loads 1 l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 15-643: 180 Pic 3) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 ft, It = 15 ft, End Zone Truss, Both end Nwbs considered, DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with BC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CST, max axial force, (max comer. force if different from max axial force). Only forces greater. than 300lbs are shown in this table. !-8 0,035 303 lbs 3-7 0,441 .1,064 ft I-7 0.403-1,0171bs 3-6 0.027-321lbs Truss to Truss Connection Summary CarrkdThw Cwr]ing(lsrd CarryingO!%i DIIA-GT BC 7-7-4 Notes lbs) l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE META LPRODUCT'S Eagle Metal Products DESIGN NOTES [SSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY W HEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D10-DTGT 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:39 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-6-13 -0.25 /12 1 0-M 0-M 0-0-0 0-M 1 9 in 76 lbs ij uue to negative reactions in gravity toaa cases, special connections to Lite beanng surtace at joints �, is may 8) Listed wind uplift reactions based on MWFRS Only loading. IALLPERSONS FABRICATING, SDS EG METAL I TnteBuild� 5. 6.314 BDllEAGLE�SMetal Products GESISSUHTHIGNA AVAILABLE FROM EAGLE UPONREQUESTDES DESIGN VALID ONLYWHEEAGLE CONEORUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: DI I-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:40 760-423-9479 Page: 1 of l PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 0 /12 1 0-M 0-" 0-" 0-M l 24 in 37 lbs 7-1-8 3-6-12 3-6-12 3-6-12 7-1-8 4xP - 2V I 4,f - L 55 2 84 1 5x1- 2.441 D13 D12 D11 0-0-0 0-0-0 3-6-12 3-6-12 3-6-12 7-1-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psi) General CSI Deflection L/ (loc) Allowed Carved Lords (ps Bldg Code : CBC 2016/ TC: 0.17 (1-2) Vert TL: 0.03 in L / 999 (4-5) L / 240 TCLL : 20 TPI 1-2014 BC: 0. l7 (4-5) Vert LL: 0.01 in UP L / 999 (4-5) L / 360 TCDL : 15 Rep Mbr : No Web: 0.24 (1-5) Herz TL: 0 in 4 BOLL: 0 Lumber D.O. L. 115 % BCDL:10 09/18/ Reaction 4� A HE 9f �� JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz CID i fit �d 6 l 1.5 in — 790 lbs -54lbs Z 4 1 1.5 in 888 lbs -1 lbs -1 lbs ¢ No C72517 �+ m Material Bracing 1D TC DEL #1 2 x 4 TC: Sheathed or Purlins at 5-8-0, Purlin design by Others. BC: DEL SS 2 x 6 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Cl Loads OF CALF 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: l l0 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end tiebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CS1, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1.2 R172-1.158IN 1.3 0.17-1 d,I59ft BC Web O.W-5871bs j4 0.240 1,251IN (-4171bs) 11.6 1-5 0.240 1,251 lbs (-4171bs) 3-4 0,065-587lbs Truss to Truss Connection Summary Carried Tnss Carrying Chord Carrying Offset D13 BC 1-11-4 Dl2 BC 3-11-4 DlI BC 5-II-4 Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUC rS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. I I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D11 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:42 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 5-5-0 -0.25 /12 1 0-0-0 0-M 0-M 0-0-0 l 24 in 24 lbs f 5-5-0 5-5-0 5-5-0 3.4 - 1210.25 2)4 1 0-0-0 5-5-0 All plates shown to be Eagle 20 unless othenwise noted 11 0-0-0 Loading .. General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.51 (1-2) Vert TZ: 0.08 in L / 759 (3-4) L / 240 TCDL : 15 TPI 1-2014 BC: 0:31 (3-4) Vert LL: 0.04 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web : 0.05 (2-3) Horz TL: 0 in 3 BCDL : 10 Lumber D.O.L. 115 % Reaction IT Brg Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 l 5.5 in 1.50 in 319 lbs -4 lbs -4 lbs -59 lbs 3 1 1.5 in — 319 lbs -2 lbs -2 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. QRC)FESS/p 44Q p j. H ER 2- UO Q No. C72517 � m Cl OF CAO Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. Force if different from max axial force). Only forces greater than 300lbs are shown in this table. Tc 13C Web I Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild(P Truss Software v5.6.314 INSTRUCFEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCT S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST -DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSAREUSED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D11A-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:43 760423-9479 Page: l of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-1-8 0 /12 l 0-" 0-" 0-" 0-0-0 1 24 in 37 lbs 1 3-6-12 � _ l 3-6-12 t 3-6-12 7-1-8 4xf - 2V I 4x36 - Ll 2 z4 1 5x8 - 2.441 D13A D12A D11A 0-0-0 0-0-0 r 3-6-12 3-6-12 3-6-12 7-1-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc) Allowed Carved Loads (ps Bldg Code : CBC 2016/ TC: 0.18 (1-2) Vert TL: 0.04 in L / 999 (4-5) L / 240 TCLL : 20 TPI 1-2014 BC: 0..21 (4-5) Vert LL: 0.01 in L / 999 (4-5) L / 360 TCDL : 15 Rep Mbr : No Web - 0,26 (1-5) Horz TL: 0 in 4 BCLL : 0 Lumber D.O.L. 115 % BC DL, 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 1.5 in 811 lbs -53 lbs 4 1 1.5 in — 991 lbs Material TC: DFL 91 2 x 4 BC: DFL SS 2 x 6 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 54-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end webs consideted. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Forces Table indicates: Member ID, max CSI, max 0 130 -1 2661bs 12-3 0.180 -1 2661bs 1 1-5 0.261 1,361 lbs (-3311bs)13-4 0.068-6161lbs Truss to Truss Connection Summary CarrlcdIrm CaMfneC)turd catryingoffser D13A BC 1-II-4 D12A BC 3-11-4 DI IA BC 5- -4 Notes force, (max compr, force if different from max axial force). Only forces l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Sununary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. 09n81 �,?�aFESS/r�,,. �O �a A. CO WO Q No. C72517 N m CC ;U 'rvt� r r than 300lbs are shown in this table. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTAL[ING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCI"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST.DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D11A 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA, 92262 Date: 09/18/18 14:37:44 760-423-9479 Page: l of] SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-2-14 -0.25 /12 1 0-" 0-M 0-M 0-0-0 1 24 in 32 lbs r _ 7-2-14 2-3-4 4-11-10 2-3-4 7-2-14 2V 1210.25 3x4 - 2 z4 1 45- 2.441 0-0-0 0-0-0 r 2-3-4 t 4-11-10 2-3-4 7-2-14 All plates shown to be Eagle 20 unless otherwise noted. Loading {ps General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC : 0.32 (2-3) Vert TL: 0.05 in L / 999 (4-5) L / 240 TCDL : 15 TPI 1-2014 BC: 0.21 (4-5) Vert LL: 0.02 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web: 0.11 (1-5) Harz TL: 0 in 4 BCDL : 10 Lumber D.O. L. 115 % ��4Ft55/O�i Reaction JT_ Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz ¢ IV CC" 6 l 1.5 in — 403 lbs -551bs 4 1 1.5 in - 403 lbs Material Bracing No. C72517 N M TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 C1 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. dF CAO 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input: 1 l0 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 ft, It = 15 ft, End Zone Truss, Both end Hebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 300lbs are shown in thus table- TC 1 1.2 0.2U -525 iba 12-3 9-IM -526 lbs I II I 1-5 01111 630lbs (-151lbs) 13-5 0.096 541 lbs (-124lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) A creep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLINGANYTRUSS BASED UPONTHISTRUSS DESIGN DRAWINGARE I TrueBuild® Truss Software v5.6.3141 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LI ITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. 1 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D12 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:45 760423-9479 Page: i oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-5-0 -0.25 /12 1 0-" 0-" 0-" 0-0-0 1 24 in 24 lbs 5-5-0 5-5-0 5-5-0 3x14 - 1210.25 2 4 i i 0-0-0 0-0-0 5-5-0 5-5-0 All plates shown to be Eagle 20 unless otherwise noted. Loading W General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.51 (1-2) Vert TL: 0.08 in L / 759 (3-4) L / 240 TCDL : 15 TPI 1-2014 BC: 0.31 (3-4) Vert LL: 0.04 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web: 0.05 (2-3) Horz TL: 0 in 3 BCDL: 10 Lumber D.O.L. 115 % 09/18 Reaction JT Ift Combo [irk Width nd BrgWidth Mnx React Max Grav UpliIi Max Wirrt lJpiiD Max Uplift Max Ho iz 4 1 5.5 in 1.50 in 319 lbs 4 lbs -4 lbs -59 lbs 3 1 1.5 in -- 319 lbs -2 lbs -2 lbs Material TC: DFL #1 2 x 4 BC: DFL #t 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Pudin design by Others. Loads r t) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. L. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 it x 60 it, It — 15 it, End Zone Truss, Both end Ncbs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Notes w Q ;RgFESS/4 4 C]V14 Nom CI,4 Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 300lbs are shown in this table. l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Sunnnary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALL PERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Tmss Software v5.6.314 1NSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, L[MITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSAREUSED, t 1 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D12A 1301 MONTALVO WAY, STE 4 Jo bName madi son-lo t-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:47 760-423-9479 Page: 1 of I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-2-2 -0.25 /12 l 0-M 0-" 0-M 0-M l 24 in 26 lbs 6-2-2 6-2-2 6-2-2 2.141 121 0,25 3X4 - 3z4 - 2.341 0-0-0 0-0-0 6-2-2 6-2-2 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.68 (1-2) Vert TL: 0.12 in L / 573 (3-4) L / 240 TCDL : 15 TPI 1-2014 BC: 0.39 (3-4) Vert LL: 0.06 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web: 0.04 (2-3) Herz TL: 0 in 3 BCDL : 10 Lumber D.O. L. 115 % Reaction JT BrrgCambo Br} Width nd ft_Width Max React Max Gmv Uplift Max Wird Uplift Max Uplift Max Horiz 4 1 1.5 in — 354 lbs -0 lbs -0 lbs -54 lbs 3 1 1.5 in 354 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end v considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Notes 09/181 QgpN, HIEF7 ._ Q 4a �r� SRN ( <0, CID ``J � ZQ Qr w � No. C72517 N or_ X Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than 3001bs are shown in this table. 1) Unless noted otherwise, do not cut or alter any truss rnernber or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recormnendations. 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE True Build® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LMTATIONSAND QUALIFICATIONS SET FORTH MTHE EAGLE METALPRODUCr'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D13 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:48 760-423-9479 Page: 1 off SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-5-0 -0.25 /12 l 0-" 0-" 0-" 0-0-0 t 24 in 24 lbs 5-5-0 5-5-0 5-5-0 3.4 - 1210.25 2 Y,4 11 0-0-0 0-0-0 5-5-0 5-5-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.51 (l-2) Vert TL: 0.08 in L / 759 (3-4) L / 240 TCDL : 15 TPI 1-2014 BC: 0.31 (3-4) Vert LL: 0.04 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web: 0.05 (2-3) Herz TL: 0 in 3 BCDL : 10 Lumber D.O.L. 115 % 09iial PROFESS/�� Reaction `Z4�° P'• HSY,v��• ff Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz �� J 1 4 1 5.5 in 1.50 in 319 lbs -4 lbs -4 lbs -59 lbs 01, D 3 1 1.5 in 319 lbs -2 lbs -2 tbs w Q No. C72517 �+ m Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 CI Loads OF CKL\F 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minirnwn storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table in(ficates: Member ID, max CSI, max axial force, (max comps force if different from max axial force). Only forces greater than 300lbs are shown in this table. Ic BC Web [ [ Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval fiom a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Hanger is for graphical intrepretation only histall hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Surnmary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE True Build® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D13A 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:50 760-423-9479 1 Page: 1 of 1 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 5-1-5 -0.25 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 22 lbs i 1 5-1-5 5-1-5 5-1-5 1210.25 3r�4 - 3z4 - 2z4 1 0-0-0 0-0-0 5-1-5 5-1-5 { All plates shown to be Eagle 20 unless otherwise noted. Loading fpso General CSI Deflection L/ 0oc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0,44 (1-2) Vert TL: 0.06 in L / 949 (3-4) L / 240 TCDL : 15 TP1 1-2014 BC: 0128 (3-4) Vert LL: 0.03 in L / 999 (34) L / 360 BCLL : 0 Rep Mbr : No Web , 0.04 (2-3) Horz TL: 0 in 3 BCDL : 10 Lumber D.O. L. 115 % Reaction _JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wird Uplift Max Uplift Max Horiz 4 1 1.5 in — 305 lbs -3 lbs -3 lbs -541bs 3 1 1.5 in — 305 lbs -1 lbs -1 lbs Material TC: DEL #1 2 x 4 BC: DEL 91 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. 09/181 �?,QEESS/ 0 A 4S��9lfi.� 9yd w No. C72517 m W �13 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 1 10 0 (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Notes 1,1 Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this miss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TnteBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECFORSARE USED, I T 0 O T OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D14-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:51 760423-9479 Page: 1 of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 11-8-9 -0.25 /12 1 0-M 0-M 0-M 0-0-0 1 21 in 61 lbs I 11-8-9 r t 5-10-5 t 5-10-4 5-10-5 11-8-9 2)�4 1 J�49 ■ •7�11 1210.25 7xA - I 0-0-0 0-0-0 r 5-10-5 J_ 5-10-4 r 5-10-5 11-8-9 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection L/ (loc) Carried Loads (ps Bldg Code : CBC 2016/ TC: 0.79 (2-3) Vert TL: 0.31 in L / 433 (4-5) TCLL : 20 TPI 1-2014 BC: 0.72 (4-5) Vert LL: 0.11 in UP L / 999 (4-5) TCDL : 15 Rep Mbr : No Web : 0,79 (1-5) Ho¢ TL: 0 in 4 BCLL : 0 Lumber D.O. L. 115 % BCDL: 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 1,266 lbs 48 lbs 4 1 1.5 in 1.462 lbs Material TC: DFL #1 2 x 4 BC: DFL SS 2 x 6 Web:DFL #2 2 x 4 Allowed L / 240 L / 360 Bracing TC: Sheathed or Purlins at 2-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 n (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h — 15 ft, End Zone Truss, Both end Nebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max anal force). Only forces grs TC 11.2 0.793-3.977lbs 1 ?,3 (L793 -3-976 M 11-5 0.789 4,108 lbs (-1,0381bs)13-5 0.781 4,069 lbs (-1,02 lbs) Truss to Truss Connection Summary Canied Tn Carrying Chord_ Carrying Offset _ DII-GT BC 5-5-12 Dl1A-GT BC 7-7-4 Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recormnendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or pudins per Bracing Srunmary. 6) A creep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. .jar OkO FESS/ 40 A lid CO ri? No. C72517 m CI OF CAV r than 300lbs are shown in this table ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE META, PRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D15 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:52 760-423-9479 Page: i of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-8-10 -0.25 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 46 lbs 10-8-10 5-4-5 _ t 5-4-5 i 5-4-5 10-8-10 4• - 2V1 1210.25 4 4- I 0 i 2 0-0-0 0-0-0 r 5-4-5 5-4-5 , 5-4-5 10-8-10 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: OAO (2-3) Vert TL: 0.09 in L / 999 (4-5) L / 240 TCDL : 15 TPI 1-2014 BC: 0 25 (4-5) Vert LL: 0.04 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web : 0.21 (1-5) Ho¢ TL: 0 in 4 BCDL : 10 Lumber D.O. L. 115 % Reaction JTJT B�Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max HorizBrg Width Rqd Brg Width Max React Max Grav Uplift Max Wind U�ift Max Uplift Max Horiz 6 1 5.5 in 1,50 in 562 lbs -60 ibs 4 1 1.5 in 562lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 5-6-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. (� 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category [I, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end Nebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. �In'y�pRp�ESS/pN� C-0 Al 9�0 2 w Q No. C72517 " m cr_ X vl�- Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force).Only forces gr eater than 300lbs are showm in this table. TC 11.2 0:�101-I.I26lbs 12-3 0.401-1.12ilbs I 1-5 0207 1,172lbs (- 163 lbs) 13-5 0,205 1,159lbs (-155lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. i 1 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thus: D16 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/t8/18 14:37:54 760-423-9479 Page: i or 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 9-7-14 -0.25 /12 1 0-M 0-M 0-0-0 0-M l 24 in 42 lbs 9-7-14 4-9-15 4-9-15 4-9-15 9-7-14 3x14 • 2>,4 1210.25 ex4 - 2 0-0-0 0-0-0 4-9-15 4-9-15 4-9-15 9-7-14 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.31 (2-3) Vert TL: 0.06 in L / 999 (4-5) L / 240 TCDL : 15 TPI 1-2014 BC: 0.21 (5-6) Vert LL: 0.03 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web: 0- 17 (1-5) Herz TL: 0 in 4 BCDL : 10 Lumber D.O.L. 115 % Reaction JT Bra Combo Bre Width Rad Bre Width Max React Max Grav Uplift Max Wind Unlift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 514 lbs -00 lbs 4 1 1.5 in — 514 lbs Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-0-0, Pudin design by Others. Web:DFL #2 2 x 4 Loads t) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mp (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h - 15 ft, End Zone Truss, Both end Hebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces grc TC 1I2 0.312-912lbs 12-3 0.312-911Ibs II II 11-5 0.169 959Ibs (- 157 lbs) 1 3-5 0.167 948Ibs (-149lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Surrunary. 6) A creep Factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. 09/18/ Q FESS/ ��ka¢ - H[-�? qC w No. C72517 sv m CY-1 �a V11- 1cm than 300lbs are shown in this table. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 1096074 006710253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D16A 1301 MONTALVO WAY JobNamemadison-lot-58b Date: 09/ 18/ 18 16:03:18 PALM SPRINGS CA. 92262 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 9-2-13 -0.25 /12 1 04)-0 0-M 0-0-0 0-0-0 l 24 in 40 lbs r 9-2-13 r 4-7-6 4-7-7 4-7-6 9-2-13 4x� - 1210.25 2V 1 T 4 4 - I o o I 19 ao 1 2.441 2 5.7 - 0-0-0 0-0-0 4-7-6 4-7-7 r 4-7-6 9-2-13 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.34 (2-3) Vert TL: 0.06 in L / 999 (4-5) L / 240 TCDL : 24 TPI 1-2014 BC: 0.25 (5-6) Vert LL: 0.02 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web: 0.21 (1-5) Horz TL: 0 in 4 BCDL : 10 Llnnber D.O. L. i l5 % 09i181 pgESS/ Reaction QF Diyq JT Brg Combo _ Brg Width Rqd Brg Width Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Horiz 1 5.5 in 1.50 in 591 lbs Ibs 9 6 -60 4 1 1.5 in 591 lbs J •-- Material Bracing No. C72517 N m TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 5-10-0, Purlin design by Others. ,i; BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Loads 1 1) This truss has been designed For the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 urp f (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end web - OF CALIF considered. DOL — 1.60 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comps. force if different from max axial force). Only forces greater IIun300lbs are shown in Ihis table. TC ? 0.345-I,0231bs 3 0.345-02Ilbs HC Web I-6 0.058-510lbs 2-3 0.03I -4771hs 3-1 0,05i-5101bs I-5 0.207 1,0801bs (-6? Its} 3-5 0.205 1,067 Ibs (-56lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Pmvide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Stamnary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALJING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIIWTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. 1096074 0068/0253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D17 1301 MONTALVO WAY JObNamernadjson-lot-58b Date: 09/ 18/ 18 16:03:09 PALM SPRINGS CA. 92262 Page: l of [ SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 8-340 -0.25 /12 1 0-M 0-M 0-0-0 0-0-0 1 24 in 37 lbs 8-3-10 4-1-13 i 4-1-13 t 4-1-13 _ 8-3-10 4x4 - 2r�4 1 1210.25 4x4 - 2 0-0-0 0-0-0 4-1-13 _ 4-1-13 4-1-13 8-3-10 All plates shown to be Eagle 20 unless otherwise noted Loading (P J) General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.27 (2-3) Vert TL: 0.04 in L / 999 (4-5) L / 240 TCDL : 24 TP[ 1-2014 BC: 0.21 (4-5) Vert LL: 0.02 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web : 0. 17 (1-5) Horz TL: 0 in 4 BCDL : 10 Lunber D.O.L. 115 % Reaction Uy/101 QFESS/ pFz JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 531 lbs -00 lbs Cy A HEM �9 Fy 4 1 1.5 in 531 lbs J — CO Material Bracing No. C72517 m TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. 1j ly- BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Loads 1v1k- 1) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 1 0 (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL - 1.60 J 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than3001bs are shown in thistable. TC 11-2 020 -815 N 2-3 0 M-81316s [ 1 BC _ Rich I� 0.052 -458lbs 2-5 0.038 4171b3 3.4 O.C151-45?ftn I I-5 0,167 872Ibs (-725s)3-5 0.165 860lbs (-65lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.3141 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, UNTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED, I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D18 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:58 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-6-5 -0.25 /12 1 0-0-0 04)-0 0-M 0-0-0 l 24 in 34 lbs t 7-6-5 r 393 392 3-9-3 7-6-5 3x14 - 2V 1 1210.25 3x-4 - 0 0 t 0-0-0 0-0-0 393 t 392 f 3-9-3 7-6-5 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.18 (2-3) Vert TL: 0.02 in L / 999 (4-5) L / 240 TCDL : 15 TPI 1-2014 BC: 0.13 (5-6) Vert LL: 0.01 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web: 0. 11 (1-5) Horz TL: 0 in 4 BCDL : 10 Lumber D.O. L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 417 lbs -60 lbs 4 1 1.5 in — 417 lbs Material TC: DEL #1 2 x 4 BC: DEL 91 2 x 4 WebDFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed For the effects due to 10 psfbottoru chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 I (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Duns 25 It x 60 ft, It = 15 It, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with 03C 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. p�flrtss/� CoD tl? Q No. C72517 N m W Ci �F- CAT Forces Table indicates: Member ID, mac CS1, max axial force, (max compr. force if different from max axial force). Only facts greawr Than 3001hsare shown in this table. 0.176 -554N 12-3 0-176-553lbs 1-5 0.106 602Ibs (-139lbs) 13-5 0.105 593lbs (-131lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. 00 1 ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTAL[ING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCLEDTO REFERTO ALLOFTHE INSTRUCTIONS, LJIv1ITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUC-I Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECfORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D19 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:37:59 760-423-9479 Page: 1 of i SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-10-6 -0.25 /12 l 0-M 0-M 0-M 0-0-0 l 24 in 32 lbs l 6-10-6 t 3-5-3 _ _ 3-5-3 3-5-3 6-10-6 3� - 2x4 1 1210.25 3x4 - 2 0-0-0 0-0-0 3-5-3 3-5-3 3-5-3 6-10-6 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (hoc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0. l4 (2-3) Vert TL: 0.02 in L / 999 (4-5) L / 240 TCDL : 15 TPI 1-2014 BC: 0.11 (5-6) Vert LL: 0.01 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web : 0.09 (1-5) Horz TL: 0 in 4 BCDL : 10 Lumber D.O. L. 115 % r r utirrof Q�pFESS/� Reaction ,4 N. JT Brg Combo Bra Width Rr d Brg Width Max React Max C,rav Uplill Max Wiid Uplift Max Uplift Max Wrir 6 1 5.5 in 1.50 in 386 lbs -0 lbs -0 lbs -59 lbs CO p 4 1 1.5 in — 386 lbs Q� Q Z No. C72517 N m Material Bracing tl? TC: DFL #1 2 x 4 BC: DFL 91 2 x 4 Web:DFL #2 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. ' Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 If x 60 ft, h = 15 It, End Zone Truss, Both end mbs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Mehtnber Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces gealcr than 300lbs are shown in this table. TC I l 2 0.142 -461 Ibs 12-3 0. W1 �7d01. I I I 1 1-5 0.090 509 lbs (-132 lbs) 1 3-4 0.042 -3 15 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0,80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LA41TATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 71 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D2-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:01 760-423-9479 1 Page: l of2 SPAN PITCH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY 20-2-8 0 /12 5 0-M 0-M 0-M 0-0-0 1 24 in 97 lbs t 20-2-8 r 1-0-0 3-9-8 4-8-11 4-8-10 4-8-11 1-3-0 �. 1-0-0 4-9-8 9-6-3 14-2-13 18-11-8 20-2-8 1-0-0 a 0 19 12 3 _ 2V 1 71 - 12 5 162x34 5 zxla 1 T 0 T 5z5 55 qq 33 - 2x4j 5z5- 4x - 11 7x!!!4xg - J 0-0-0 0-0-0 1-0-0 3-9-8 4-8-11 4-8-10 4-8-111 1-3-0 1-0-0 4-9-8 9-6-3 14-2-13 18-11-8 20-2-8 All plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.31 (4-5) Vert TL: 0.36 in L / 658 (11-12) L / 240 TCDL : 15 TPI 1-2014 BC: 0.67 (11-12) Vert LL: 0.14 in L / 999 (11-12) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.64 (2-4) Horz TL: 0.05 in 9 BCDL : 10 Lumber D.O.L. 115 % Reaction JT ft Combo Brg Widlh R d Brg Width Max React Max Grav Uplift Max Wind U ft Max U lin Max 1•iori2 15 1 1.5 in — 1,057 lbs 52 lbs 9 l 5.5 in 1.50 in 997 lbs Material TC: DFL 91 2 x 4 BC: DFL 91 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 3-2-0, Partin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-2-8: PIE 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Membt:r Location i Location 2 Qircction Spread Start Load EM Load TA Width Bot 0-M 4-9-8 Down Proj 5 psf 5 psf 24 in 09/18/ QROFESS/ H"'�qj� XZ � Zd Cruet w No. C72517 m tY � Member Forces Table indicates: Member ID, max CSI• max axial force, (max comer, farce if different from max axial force). Only forces greater than 3001bs are shown in this table TC 3-4 4-5 0.163 0 309 -818lbs .3.525 On 5-6 6-7 0264 t] 239 2,750lbs •' 756lbs 7-8 0.181 -756lbs SC 10-I1 a263 1.269 1bs (-5061bs) 12-13 0.572 2,773lbs (-54lbs) 14-15 0.304 1,I14lbs (-26lbs) ii.12 0,669 3.520lbs t-102lbs) 13-14 R281 1,0891bs (-96lbs) Web 1.1$ 0.1% -1376IN 5-II 0.443 -t,2691lbs 8-10 02M 1 28lba (•531bs) 2-4 0.641 -2,583lbs 6•11 0.037 -3301bs 8-9 0.110 -1,050IN 2-13 0.339 1,920 lbs 01 at) 7-11 0.378 2,140 lbs (-83 lbs) 4-12 0,181 1,285lbs (-523lbs) 7-10 0.100 -933lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval frorn a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLINGANYTRUSS BASED UPONTHISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D2-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:01 760423-9479 Page: 2 of2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0 /12 5 0-m 0-m 0-0-0 0-0-0 1 24 in 97 lbs :)/ tsrace ooaom cnoro wnn approveu sneacnrng or puruns per tsracmg smm uary. 6) At least one web ofthis truss has been designed W tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECfORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D2 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:03 760423-9479 Page: I oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0 /12 6 0-M 0-M 0-M 0-0-0 1 24 in 97 lbs 20-2-8 1-0-0 3-9-8 4-8-11 4-8-10 4-8-11 1-3-0 1-0-0 4-9-8 9-6-3 14-2-13 18_11-8 20-2-8 1-0-0 2x4 1 C* -12 3. - 2V 1 7xR - 12 5 TT 5� 0-0-0 0-0-0 1-0-0 3-9-8 4-8-11 4-8-10 4-8-11 1-3-0 i 1-0-0 4-9-8 9-6-3 14-2-13 18-11-8 2�6 All plates shown to be Eagle 20 unless otherwise noted. Loading (psfl General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.31 (4-5) Vert TL: 0.36 in L / 658 (l 1-12) L / 240 TCDL : 15 TPI 1-2014 BC: 0.67 (11-12) Vert LL: 0.14 in L / 999 (11-12) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.64 (2-4) Horz TL: 0.05 in 9 BCDL : 10 Lumber D.O. L. 115 % Reaction IT 13 r Combo R • Widlh R d R V4ridlh Max React Max Gsav U IiR Klux Wind Uplift Max Uplift Max Horiz 15 l 1.5 in --- 1,057 lbs 52 lbs 9 1 5.5 in 1.50 in 997 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 3-2-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottorn chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 p (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Duns 25 ft x 60 ft, It — 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location I Location 2 Direction Spread Start Load End Load Tnb Wsdth Bot 0-0-0 4-9-8 Down Proj 5 psf 5 psf 24 in ESS/� HH No. C72517 Member Forces Table indicates: Member fD, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1-5 5-6 0.309 4Y4 -3,525 Ins -: 75D 4i. 6-7 7.8 0 239 0.181 -2,756lbs -7$6 Res I HC *11 O.264 75811bx 0%s) 12-13 0.5722 2,773lbs (-54lbs) 14-15 0.304 1,1141bs 11-12 0.669 3.520Ibs f-102lbs) 13-14 0281 946lbs IWb '-•1S 0.1S6 -I.i6N 5-11 0.311 -875lbs 8-10 0,215 1,3281bs (-53ft) 2-4 0.641 -2,583ibs 6-11 0.037 -330lbs 8-9 M4I0-1,050lbs 2-13 0.339 1,920lbs (-71lbs) 7-11 0.378 2,140lbs (-83lbs) 4-12 0.148 836lbs (SO Rs) 7-10 0.100 -933lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recomrnendation. 4) Provide adequate drainage to prevent ponding. n 2 m T a T ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE META LIPZODUCT'S ODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECPORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D2 1301 MONTALVO WAY, STE 4 JobNarnemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:03 760423-9479 Page: 2 of2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 20-2-8 0 /12 6 0-m 0-m 0-m 0-0-0 1 24 in 97 lbs o/ rsrace oouom cnora wren approvea snearnrng or punms per rsracmg �urrunary. 6) At least one web of this truss has bee n designed wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss, Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALUNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCES Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D3-GB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:05 760423-9479 Page: 1 of2 SPAN PITCH Q-fY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0 /12 1 0-0-0 0-M 0-M 0-0-0 1 24 in 96 lbs t 20-2-8 t t 1-0-0 L _ 3-9-8 4-8-1 1 t 4-8-10 t 4-8-11 1-3-0 1-0-01 4-9-8 t 9-6-3 14-2-13 18-11-8 20-2-8 1-0-0 v 0 O l9 4 I -12 x4 3 - 2V 1 41- 12 5 162 b 1 3x14 • T 0 L i TT 5522 2x4 I 3X11. 31 4x6 - 6xd • po 0-0-0 t 1=0-0 z 3-9-8 4-8-11 4-8-10 t 0-0-0 4-8-11 1 1-3-0 t 1-0-0 t 4-9-8 t 9-6-3 14-2-13 18-11-8 20-2-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.43 (3-4) Vert TL: 0.15 in L / 999 (l l-12) L / 240 TCDL : 15 TPI 1-2014 BC: 0.38 (11-12) Vert LL: 0.05 in L / 999 (11-12) L / 360 BCLL : 0 Rep Mbr : No Web: 0.37 (4-12) Horn. 'FL: 0.01 in 9 BCDL : 10 Lumber D.O. L. 115 % Reaction 09/I8/ 1T B 13 Combo r Widilr R d B * Width Max RcacL MAx Grav Uplift Max Wind Uplift Max Uplift Max Horiz pRQFESS/nN F\. Nc�Mq{fi 15 1 1.5 in — 122 lbs -105 lbs -29 lbs -105 lbs 52 lbs �n�Q 4O 13 1 5.5 in 1.56 in 1,461 lbs r.J 9 l 5.5 in 1.50 in 703 lbs co:) Q' � 4 No. C72517 M Material Bracing � TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 4-9-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 6-9-0, Purlin design by Others. Web:DFL 92 2 x 4 Loads j iVIL 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. '0 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph r (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end Hebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location I Location 2 I]ireetion Spread Start Load End Load Trib Width Bot 0-M 4-9-8 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 4-9-8 Down 45lbs Top 6-9-8 Down 45lbs Member Forces Table indicates: Member ID, max CS I, max axial force, (max comer, force if different from max axial force). Only forces peater than 3001bs are shown in fis table, TC 4-5 5-6 0.334 uN -1,215lbs -I %S 6.7 7.8 0215 0.193 -1,592lbs -539lbs HC 10-11 0.243 540lbs (-I lbs) 12-13 0.210 -833Ins 11-12 0.379 1211 the (-5 lbs) �Wb 2-4 0,t42 t104ths (-6IbW 5-12 0.030 -475IN 7-I0 0.067 -618.}hs 2-13 0.167 -7721bs rr[I 0-080 455lbs (-28Ins) 8-10 0.167 946lbs (-36lbs) 4-13 0.120 •1,1551bs 6.11 0.037 -331lbs 8-9 0.078-740Ins 4-12 0.374 2,114Ins (-62Ins) 7.11 0.202 1,141 Ins (-44 lbs) ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECLORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D3-GB 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA, 92262 Date: 09/18/18 14:38:05 760423-9479 1 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0 /12 1 0-M 0-M 0-" 0-0-0 1 24 in 96 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss Ins bee n designed W th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofeach web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 15 may need to be considered. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIvtITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METAL[ RODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D3-GT 1301 MONTALVO WAY STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:07 760-423-9479 Page: t of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0 /12 1 0-M 0-M 0-M 0-0-0 2 24 in 108 lbs L 20-2-8 t r r1-0-0t 2-0-0 t 3-11-14 t 3-11-14 _3-11-14 t 1-1 -1 t 1-3-0 r t1-0-Ot 3-0-0 6-11-14 10-11-12 14-11-10 18-11-8 20-2-8 1-0-0 1 2' TT n 9F 11 9 ,. a.,n _ 3x4 - 5x12.1 a � 1 T 4x4 - 2x4 4x8 - 6x8 - 4x4 • 4x8 - 4x6 2x� D3C-GT D3D-GT 0-0-0 1-0�� 3-11-14 t 3-11-14 3-11-14 0-0-0 3-11-14 1-3-0 1-0-0 3-0-0 6-11-14 10-11_12 14-11_10 18-11-8 20-2-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps.. General CSI Deflection L/ (loc) Allowed Carried Loads .Q3s Bldg Code : CBC 2016/ TC: 0.29 (6-7) Vert TL: 0.25 in L / 956 (13-14) L / 240 TCLL : 20 TPI 1-2014 BC: 0.36 (12-13) Vert LL: 0.1 in L / 999 (13-14) L / 360 TCDL : 15 Rep Mbr : No Web: 0.42 (8-12) Horz TL: 0.01 in 9 BCLL : 0 Lumber D.O. L. 115 % BCDL:10 TT co 0 QEESS/aN Reaction s t�. yJ�R 9I JT B r Comba BM Width R d B Width Mate React Max Gray 11lill Max Wind Uplift Max Uplift Max Horiz [�� ¢ Al <(` 17 l 1.5 in — 1,335 lbs -45 lbs 9 1 5.5 in 1.50 in 2,060 lbs Q7 m 2 Material Bracing No. C72517 M TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL SS 2 x 4 except: BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. DFL SS 2 x 6: 10-14 Web:DFL 92 2 x 4 CI Loads OF CA41F 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance with ASCE7 - 10 with the following user defined input: 1 l0 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 R, End Zone Truss, Both end webs considered. DOL — 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force. (max comer. force if different from max axial force). Onlv forces ereater than 300lbs are shown in this table TC 4-5 S6 0.126 0.238 -1,333 lbs -14871bs 6-7 7-8 0.286 0—'P68 2,974lbs -' 755 ft 8-9 0.101 -643 lbs BC II -I' 0.135 644lbs (-801bs) 13-14 0301 2,972lbs (-317lbs) 15-16 0.096 577lbs (-41lbs) 13-l3 9.359 1-754iba [-3h51bs 14-15 0324 2,421lbs -222lbs 16-17 0.078 636lbs (-46lbs IYeb 1.17 0.090 -89916a 7-13 0.061 316lbs 2-4 0.134 -1,297 lbs 8-12 0.420 2,272lbs (-305 lbs) 2-15 0.144 810lbs (-63lbs) 8.11 0.095 -908lbs 5-15 0.136 -1,173lbs 9-11 0.255 1,390lbs (-204lbs) 614 0.067 -561lbs Truss to Truss Connection Summary CarAwTim Caroy E Chord Carryr 0lrscl D3C-GT BC 14-7-12 D3D-GT BC 16-0-4 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.3141 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LJMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D3-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:07 760-423-9479 1 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0 /12 1 0-M 0-M 04)-0 0-0-0 2 24 in 108 lbs D/ tsrace Douom cnora wim approvea snaring or pumps per tracing summary. 6) At least one web of this truss has been designed wi tha pare l paint in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal cleamnee between inside face of bean ng and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1Indicates wn-structural members. 10) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min . l35"x3] TC - l row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - I row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair ofgirder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: BC: l 4-7- l 2, (6)Connec tors BC: l 6-0-4, (3 )Connec tors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 11) When applied loads are on one side ofgirder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 12) Lateral bracing shall be attached to each ply. 13) All fasteners rnim murn 2-1/2" long unless otherwise noted. 14) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 15) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALL]NGANYTRUSS BASED UPONTHISTRUSS DESIGN DRAWINGARE TrueBuild®Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCr'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D3 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:09 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0 /12 4 0-M 0-M 0-M 0-0-0 1 24 in 96 lbs 20-2-8 t 1-0-0 r 3-9-8 4-8-11 t 4-8-10 4-8-11 r 1-3-0 a 1-0-0 4-9-8 9-6-3 14-2-13 18-11-8 202� 1-0-0 c 0 T9 2 4 0-25bXT -12 x3 35 • 2V I 47 12 5 16 T 3x14 - rn c T lu TT2z4 55 qq 1 3z4 - 2 4z8 - 1 6z8 - p 0-0-0 1-0-0 3-9-8 4-8-11 4-8-10 0-0-0 4-8-11 1-3-0 1-0-0 4-9-8 9-6-3 14-2-13 18-11-8 20-2-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pslfl General CSI Deflection L/ 0oc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.37 (3-4) Vert TL: 0.15 in L / 999 (11-12) L / 240 TCDL : 15 TPI 1-2014 BC: 0,34 (11-12) Vert LL: 0.05 in L / 999 (11-12) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0.37 (4-12) Horz TL: 0.01 in 9 BCDL : 10 Lumber D.O.L. 115 % Reaction 09/181QRDF ESS /dN JT Brg Cornbo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz Q 15 1 1.5 in 122 lbs -105 lbs -29 lbs -105 lbs 52lbs ¢0 q 13 1 5.5 in 1.56 in 1,461 lbs CoD E+ D 9 1 5.5 in 1.50 in 703 lbs Cn Z No. C72517 tti Material Bracing Lo M TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 5-1-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 7-1-0, Purlin design by Others.t Web:DFL #2 2 x 4 1V1- Loads 1) This truss has been designed for the effects due to 10 psfbottoin chord live load plus dead loads. 0 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph l (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Bads Member Location l Location 2 Direction Spread Start Load End Load Trib Width Bot 0-" 4-9-8 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 4-9-8 Down 451bs Top 6-9-8 Down 451bs Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table TC 4-5 3-6 0.290 0.1(A -1,215lbs -I-W the 6-7 7-9 0.186 G.167 -1,592lbs -339 b ac 1011 0,214 5401115 I-1 ibis) 12-13 0.182 -833lbs I1-1'- 0,3.36 I_'l I [bs i-5lbs1 Web 2.4 0.142 W4lbs (-6ibs) 3-12 0.050 -4151bs 7.10 0.fY7 628Ihs 2- l3 0.167 -772 lbs 5-11 0.080 455 lbs (-28 lbs) 8-10 0.167 946 It (-36 lbs) 4-13 0.120 -I,155lbs 6-11 0.037 -331lbs 8-9 0.078 7401bs 4-12 0374 2,114lbs (-62lbs) 7-11 0202 1,141lbs (44lbs) ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Triss: D3 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:09 760-423-9479 1 Page: 2 of2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0 /12 4 0-M 0-M 0-0-0 0-0-0 1 24 in 96 Ibs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep Factor of 1.00 has been applied for this truss analysis. 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 15 may need to be considered. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBWld® Tmss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D3A-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:11 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0 /l2 1 0-M 0-M 0-M 0-0-0 1 24 in 110 lbs t 20-2-8 r t 1-0-0 1 2-0-0 3-114 3-3-11-14 3-11-14 1-3-0 1-0-0 3-0-0 6-11-14-110-1111-1-14 2 14-11-10 18-11-8 20-2-8 1-0-0 0 0 19 T IT r 3V- 3y- 4x4 - 8.111) - D3C-GT D3D-GT 0 7xJ6 6x9 I I T 0-0-0 1-0-0 2-0-0 3-11-14 3-11-14 3-11-14 0-0-0 3-11-14 1-3-0 1-0-0 3-0-0 6-11-14 10_11_12 14-11_10 18-11-8 20-2-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ 0oc) Allowed Carried Evads IPe Bldg Code: CBC 2016/ TC: 0.63 (6-7) Vert 'FL: 0.52 in L / 450 13 L / 240 TCLL : 20 TPI 1-2014 BC: 0.74 (12-13) Vert LL: 0.22 in L / 999 13 L / 360 TCDL : 15 Rep Mbr : No 1 Web: 0.83 (8-12) Horz TL: 0.07 in 10 BCLL : 0 Lumber D.O.L. 115 Reaction 09/16/ OQFESS/�7�._ Y1' UrgC'ombo Brg Width Rqd Brg Width Max Re= Max Grit+ Uplift Max Wind Uplift Max Uplift Max Horiz 17 1 1.5 in — 1,362 lbs -45 lbs 10 1 5.5 in 2.17 in 2,033 lbs 'q �V✓ Material Bracing Q7 rr Z to TC: DFL #I 2 x 4 TC: Sheathed or Purlins at 2-0-0, Purlin design by Others. � c No. C72517 r^ m� BC: DEL SS 2 x 4 except: BC: Sheathed or Purlins at 9-", Purlin design by Others. DFL SS 2 x 6: 10-14 Web:DFL #2 2 x 4 Loads Cl 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. { ❑F CAL1q 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mp (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Tru s, Both end 'nebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force).Only forces greater than300lbs are shown in this table TC 4-5 54 0.258 a503 -2,728ibs - 12 Ibs 6-7 7-8 0.630 0567 -6,176Ibs -JR21 IN 8-9 0.221 -1,654lbs BC ll-12 0.409 1,655lbs (-213lbs) 13-14 0,677 6.IMIN (-67818s) 15-16 M195 1.1781bs (-88lbs) 12.13 0.745 5,917IN 78211xI wis R667 49811N 476lbsl W17 0.159. I„9RIIN -99IN) Web 2-17 a 184 -1,536 Ibs S-14 0.091 5161b% (-2 ft) 8.11 0.191 -1,7611 N 2-4 0,314 -2,655lbs 6-14 0.333 -1,206IN 9-11 0.515 2,799lbs (410lbs) 2-15 0.296 1,659 lbs (-136 lbs) 7-13 0,109 569 lbs (-4 lbs) 9-10 0.239 2,239 lbs 4-IS 0.068 386IN (-6lbs) 7-12 0.049 -437lbs 5-15 0.592 -2,430lbs 8-12 0.830 4,485 lbs (-609lbs) Truss to Truss Connection Summary Carr ed TM Carrpng Chord Cur - C 01}'set D3C-GT BC 14-7-12 D3D-GT BC 16-0-4 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recormnendation. 4) Provide adequate drainage to prevent ponding. ALL PERSON S FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LMTATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECCORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D3A-GT 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:11 760423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0 /12 l 0-m 0-m 0-m 0-0-0 1 24 in 110 lbs D/ tsrace Dorrom cnora wren approved snaring or punms per tsracmg 6ummary. 6) At least one web of this truss has bee n designed with a pane 1 point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TnueBuild® Truss Software v5.6.314 INSTRUCFEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS SET FORTH INTHE EAGLE METALPRODUCF'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D3A 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:12 760-423-9479 Page: i of 1 SPAN PITCH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY 14-7-0 0 /12 2 0-M 0-M 0-M 0-0-0 l 24 in 68 lbs 0 TC? �2T 0 1 T 14-7-0 t 1-0-0 3-9-8 4-8-11 5-0-13 1-0-0 4-9-8 9-6-3 14-7-0 1-0-0 2x41 4> 0,25 12 4v - 4V - 2V 2x4 4x4 - 3A - 3 84 - 4x4 - 0-0-0 1-0-0 3-9-8 4-8-11 0-0-0 5-0-13 1-0-0 4-9-8 9-6-3 14-7-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.33 (5-6) Vert TL: 0.15 in L / 999 (8-9) L / 240 TCDL : 15 TPI 1-2014 BC: 0.50 (7-8) Vert LL: 0.05 in L / 999 (8-9) L / 360 BCLL : 0 Rep Mbr : No Web : 0.72 (5-7) Herz TL: 0.03 in 7 BCDL : 10 Lumber D.O.L. 115 % 09/18/ PROFESS/01V Reaction D A JT Brg Combo Brg Width Rqd Brg Width Max React Max Gmv!)p IiR Max Wind Uplift Max Uplift Max Horiz �� 11 1 1.5 in — 820 lbs 50 lbs CID rC� 7 1 1.5 in — 7461bs w Q No. C72517 N m Material Bracing X TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 4-", Purlin design by Others. BC: DEL #1 2 x 4 Web:DFL #2 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. CIA Loadsr-�F 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 1 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end Nebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location I Location 2 Dircetian S •ad Start Lead End Load Trib Width Bot 0-M 4-9-8 Down Proj 5 psf 5 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force).Only forces aeater than 3001bs are shown in "stable TC I2 0.098 -1,105lbs f - 4.5 k275 -i FYtlto 9.10 a285 r) 2 rbs -4J Ibs) Be 74 Q43 1 7W Ibs 49 NI 8-9 0.463 1.8%1h3 (-8411rs) 1hh I -II (LOLL >'414s 240.368 -16941E«s 1-10 0.239 1,3541bs (-1071bs) 2-9 0.172 972lbs (41lbs) 2-10 0.239 -656 lbs 5-7 0.716 -1,863 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recorrunendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of This truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALUNG ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuildO Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED W ITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Triss: D3B 1301 MONTALVO WAY STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:14 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL 4-1-8 0.25 / 12 2 0-M OHR 0-M CANT L 0-M CANT R PLYS SPACING WGT/PLY 0-0-0 1 24 in 26 lbs 4-1-8 2-10-8 1 1-3-0 2-10-8 4-1-8 2.41 0.25 12 4xJ22 - 12 070-- 1 4 64 - 5xb - 2.441 0-0-0 0-0-0 t 2-10-8 1-3-0 l 2-10-8 4-1-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ 0oc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC : 0.09 (1-2) Vert TL: 0.01 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0.09 (5-6) Vert LL: 0 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web : 0.05 (3-5) Herz TL: 0 in 3 BCDL : 10 Lumber D.O.L. 115 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 1.5 in --- 247 lbs -5 lbs -5 lbs 58 lbs 3 1 5.5 in 1.50 in 271 lbs -12 lbs -12 lbs Material TO DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Pulins at 6-3-0, Partin design by Others. BC: Sheathed or Pulins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. [� 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Notes Iior 0%)FESS/p ��ra H J¢Q w No. C72517 r m �V'LS f '``'�� Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater tban 3001bs are shown in this table. l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 7Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIIVIITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED- OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thies: D3C-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:15 760-423-9479 Page: l oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-11-8 0 /12 l 0-0-0 0-M 07" 0-0-0 1 24 in 32 lbs i 5-11-B 1 r- — 1 2-11-12 t _ 2-11-12 2-11-12 5-11-8 4xf - 2x24 1 41- rn 2 A I 8X% - 2.441 D3A D3A 0-0-0 0-0-0 1 2-11-12 2-11-12 2-11-12 5-11-8 All plates shown to be Eagle 20 unless otherwise noted Loading (pso General CSI Deflection L/ (loc) Camed Loads (p9 Bldg Code : CBC 2016/ TC: 0.17 (1-2) Vert TL: 0.04 in L / 999 (4-5) TCLL : 20 TPI 1-2014 BC: 0.25 (4-5) Vert LL: 0.01 in L / 999 (4-5) TCDL : 15 Rep Mbr : No Web: 0.35 (1-5) Horz TL: 0 in 4 BCLL : 0 Lumber D.O.L. 115 % BCDL:10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 1.5 in — 1,128 lbs -47 lbs 4 1 1.5 in --- 1,151 lbs Material TC: DFL #1 2 x 4 BC: DFL SS 2 x 6 Web:DFL #2 2 x 4 Allowed L / 240 L / 360 Bracing TC: Sheathed or Purlins at 4-8-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. 09/181 QQFESS/�� 0 p HER Q7 CD 4 No. C72517 N m Or-, 1-0 Loads 1)'Ibis truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 It, It = 15 ft, End Zone Truss, Both end uebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 300lbs are shown in this table. fi- II-2 0.175 AA971hs 12-3 0.175-1.697lbs I I I 11-5 0.351 1,826ibs (-217 lbs) 13-4 0.088-808lbs Truss to Truss Connection Summary CarriedTnBs CnrryingChard Carq]i Koffsm c D3A BC 2-0-4 D3A BC 4-0-4 Notes I ) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recoinrnendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D3D-GT 1301 MONTALVO WAY, STE 4 JobName madi son-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:17 760-423-9479 Page: 1 of t SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-11-8 0 /12 1 0-0-0 0-M 0-M 0-0-0 1 24 in 29 lbs 5-11-8 5-11-8 5-11-8 2.14 1 3V - T T 3x4 - 2.341 D3B D3B 0-0-0 0-0-0 r 5-11-8 _ 3 r 5-11-8 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection L/ (loc) Carried Loads (ps ) Bldg Code : CBC 2016/ TC: 0.64 (1-2) Vert TL: 0.09 in L / 783 (3-4) TCLL : 20 TPI 1-2014 BC: 0.40 (3-4) Vert LL: 0.03 in UP L / 999 (3-4) TCDL : 15 Rep Mbr : No Web: 0.04 (1-4) Horz TT-: 0 in 3 BCLL : 0 Lumber D.O. L. 115 % BCDL:10 Reaction JT Brg Cornbo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wird Uplift Max Uplift Max Horiz 4 1 1.5 in — 542 lbs -4 lbs -4 lbs -50 lbs 3 l 1.5 in — 548 lbs Material TC: DFL #1 2 x 4 BC: DFL SS 2 x 6 Web:DFL #2 2 x 4 Allowed L / 240 L / 360 Bracing TC: Sheathed or Purlins at 6-3-0, Purim design by Others. BC: Sheathed or Purlins at 10-0-0, Pudin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the Following user defined input: 110 LI'l (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Duns 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end uebs considered. DOL = 1.60 3) Minimun storage attic loading has been applied in accordance with [BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Te-x'� ��Es�y��'1-11: - �C w C No. C72517 � m cr-1 � � Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max amat force). Only forces greater than 300lbs are shown in this table. rc HEb Truss to Truss Connection Summary Carried Tess Carrying Chord Carrying Offset D313 BC 2-0-4 D313 BC 4-0-4 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Su nrnary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TnreBuildO Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY W HEN EAGLE METAL CONNECIORSAREUSED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D4 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:18 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 154-8 0.25 /12 4 0-0-0 0-M 0-0-0 0-0-0 l 24 in 73 Ibs 15-4-8 t 7-0-8 7-1-0 1-3-0 t 7-0-8 14-1-8 15-4-8 T 4I 0.25 12 2V 1 5> - 12 1}>x45 T4a TT 2 - T o� r^ o 11 1 0-0-0 0-0-0 7-0-8 t 7-1-0 t 1-3-0 7-0-8 1 4-1-8 15-4-8 All plates shown to be Eagle 20 unless otherwise noted Loag'"0 General CSI Deflection L/ (loc) Allowed TCLL.di Bldg Code: CBC 2016/ TC: 0.75 (1-2) Vert TL: 0.27 in L / 651 (7-8) L / 240 TCDL : 15 TP[ 1-2014 BC: 0.39 (6-7) VeitLL: 0.08 in L / 999 7 L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.40 (1-7) Horz TL: 0.01 in 5 BCDL : 10 Lumber D.O. L. 115 % Reaction 09/18/ [� ofESS/{y�,. Q JT Brg Combo Brg Width Rqd Brg Width Max React_ Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz C�,Q 4 AEA 8 1 5.5 in 1.50 in 808 lbs 214 lbs 5 1 5.5 in 1.50 in 782 lbs CO p Material Bracing c No. C72517 t-4 rn TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-1-0, Purlin design by Others. l(D m BC DEL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 9-8 CI Loads �� C�LIf l) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 9-1 Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 1-11-8 Down 45lbs Member Forces Table indicates: Member 1D, max CS1, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC_t1.2 0.753 1219I1e I1-3 0,5L'9-2r181x 13-A 0365-730lbr I 1-7 0.398 2,251 lbs (-54lbs) 13-7 0.279 1,580lbs (-260lbs) 14-6 0.224 1,269lbs (-127lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent pending. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has bee n designed wd th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall he installed within 6 " ofeach web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D4 1301 MONTALUO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:19 760423-9479 1 Page: 2 of 2 j SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 15-4-8 0.25 /l2 4 0-m 0-m 0-0-0 0-0-0 l 24 in 73 lbs 1) Us= wina upon reactions oasea on iviwr Ka vmy 8) Parapet TL: 0.06 in, 2L/979 (9-1), Allowable 21J120. ALLPERSONS FABRICATING, HANDLING, DESIGNC OOTES ISSUED WITH THISS DESGNAND AVAILABLEFROMFROM EAGLE DUPON REQUESST, DESIGN VALID ONLYWH N EAGLE METALS I TmeBuiEladg Metal Products 5.6.314 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D5-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:21 760-423-9479 Page: I oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-2-0 -0.25 /12 1 0-M 0-M 0-" 0-0-0 2 24 in 85 lbs 18-2-0 t 4-3-8 t 4-3-8 4-3-8 4-3-8 1-0-0 4-3-8 8-4-0 12-10-8 17-2-0 18-2-0 4xf - 4V - 3K,4 - 4ra -1 P 025 T d 1 0-0-0 4-3-8 4-3-8 4-3-8 4-3-8 0-6-0 0-6-0 1-0-0 4-3-8 8-7-0 12-10-8 17-2-0 18-2-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.28 (1-2) Vert TL: 0.23 in L / 903 (10-11) L / 240 TCDL : 15 TPI 1-2014 BC: 0.53 (1041) Vert LL: 0.05 in L / 999 (10-11) L / 360 BOLL: 0 Rep Mbr: No Web; 0.39 (10-8) Horz TL: 0.02 in 7 BCDL : 10 Lumber D.O. L. 115 % 091101 �OFESS/0 Reaction p Nq a- "ER,y _J'F Bra Cun_ft Brg Width Rqd Rrg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 40 13 1 5.5 in 1.50 in 1,716 lbs -53 lbs �O 7 1 1.5 in — 1,716 lbs _CO mM Material Bracing LDu Q No. C72517 N TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Loads C1 1) This truss has been designed For the effects due to 10 psfbottom chord live load plus dead loads. OF CAI-k� 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 m i (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Trusi, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member location i Location 2 Direction Spread Start Load End Load Trib Width Top 0-M 18-2-0 Down Pmj 45 psf 45 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces aeater than 3001bs are shown in this table. TC 1-2 2-3 0.294 d1n -1,862lbs -'700Ibs 3-4 4-5 0274 0,191 2,385lbs -1020lbs 5-6 0.168-1,189lbs K 1411 0,535 2,696IN 11.12 4.400 1,8581bs 6-7 Q.987-9461bs Web I-13 t). -V4lhs 3-10 OAR) }8"Ibs I•12 0.365 1,990lbs 44 0.167 -1,398lbs 2.12 0.069 -660 Ibs 10-8 0.392 211401bs 2-11 0.162 9111bs 6.8 0.271 1,4661bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval front a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTAfuNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE r TmeBuEagle Metal Products Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCI JII Eagle DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Trws: D5-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:21 760-423-9479 Page: 2 of2 + SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 18-2-0 -0.25 /12 l 0-" 0-" 0-" 0-" 2 24 in 85 lbs �) Brace bottom chord witn approved sneattung or purhB ns per racing summary. 6) At least one web of (his truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min . l35"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - 1 row @ 12 in oc. 9) When applied loads are on one side ofgirde5 do not flip drderduring guderconnector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 10) Lateral bracing shall be attached to each ply l [)All fasteners minimum 2-1/2" long, unless otherwise noted. 12) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 13) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITAT[ONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECI'ORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D5 1301 MONTALVO WAY, STE 4 JobNamemad ison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:23 760-423-9479 Page: I of l SPAN PITCH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY 18-2-0 -0.25 /12 4 0-M 0-M 0-M 0-0-0 1 24 in 85 lbs 18-2-0 4-3-8 4-3-8 4-3-8 4-3-8 1-0-0 4-3-8 8-7-0 12-10-8 17-2-0 18-2-0 4xf - 4V4 3Y,4 - 4x4 -12 0.25 T a 1 I 0-0-0 4-3-8 4-3-8 4-3-8 4-3-8 0-6-0 0-6-0 1-0-0 4-3-8 8-7-0 12-10-8 17-2-0 18-2-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps# General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.24 (2-3) Vert TL: 0.25 in L / 845 (10-11) L / 240 TCDL : 15 TPI 1-2014 BC: 0.55 (10-1[) Vert LL: 0.1 in L / 999 (10-11) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0.40 (4-8) Horz TL: 0.02 in 7 BCDL : 10 Lumber D.O.L. 115 % 09/1el Q�pFESS/0 Reaction NeR�CS` �4a O 1T Brg Combo Brg Width Rqd Brg Width Max React Max GrtV Uplift Max Witxl Upli.il Maxuelill Max Hok Fier �� -1,� C 13 1 5.5 in 1.50 in 899 lbs -53 lbs � 7 l 1.5 in -- 899 lbs w rn Z No. C72517 Material Bracing TC DFL #1 2 x 4 TC: Sheathed or Purlins at 3-9-0, Purlin design by Others. BC DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 p lV1t Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 1; 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category fl, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end uebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces p7eater than 300lbs are shown in this table. TC 12 2-3 0.230 a241 -1,945lbs -2XI3 lbs 3-4 4-S 0.220 041 2,49411bs 4." lbs 5-6 0.131 -1,223 lbs BC 11-11 0.547 2,8191bs (-112lbs) ll-l2 0A20 1941lbs 71lbs) !r7 0.056-874lbs Vkb 1-13 0088-837lbs it0 0.135 -448lbx 1-12 0.367 2,079lbs (-93lbs) 4.8 0.401 -1.485lbs 2-12 0.066 -634lbs 10-8 0.396 2.242lbs (-83lbs) 31I 0.173 978lbs (-43lbs) 6.8 0.268 1.508lbs (-87lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed wi th a pane l pc)int in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED, 00TIOIiYA T 0 0 T OMEGA EQUIPMENT PERFORMANCE ENGINEERING Triss: D6 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 hate: 09/18/18 14:38:24 760-423-9479 Page: 1 of[ SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-7-8 -0.25 /12 4 0-M 0-M 0-M 0-0-0 1 24 in 81 lbs n 18-7-8 4-3-8 4-3-8 4-3-8 5-9-0 t 4-3-8 8-7-0 { 12-10-8 18-7-8 —� 4xf - 41 3)�4 - 2x4 1 1210.25 0-0-0 0-0-0 4-3-8 4-3-8 4-3-8 5-9-0 4-3-8 B-7-0 12-10-8 18-7-8 All plates shown to be Eagle 20 unless otherwise noted Loading, . General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.53 (4-5) Vert TL: 0.32 in L / 667 (7-8) L / 240 TCDL : l5 TPI I-2014 BC: 0.57 (7-8) Vert LL: 0.13 in L / 999 (7-8) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.50 (5-7) Horz TL: 0.03 in 6 BCDL : 10 Lumber D.O.L. 115 Reaction JT Rrg Combo B • Widtlt Rid ft,Width Max Reael Max Grry U )ill Max Wind Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 919 lbs -61 lbs 6 1 5.5 in 1.50 in 919 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 3-4-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purim design by Others. ESSI .. HR8 C No. C72517 Loads IVIL 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end ucbs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Onlv forces greater than 300lbs are shown in this table TC 1.2 0219 -?.WSlbs 2-3 0.2S9 -Z9--Mlbs 3-4 V75-1-761lbs 4-5 t1.535-2,761rm I3C 7-8 4.%# 2.935Iha -€01IN) 9-9 a4?+1 2.Wllbs 1-391by1 Web 1.10 12.q 0,090 -858lbs 2-8 Q.1113 1.01516s t-451bs1 5-7 OA98 2,8201bs (-I'_'IN l-9 0379 2,143lbs (-96lbs) 3-7 0.112 -371lbs 5-6 0.086-8351bs l l 0.069 -658 lbs 4-7 0.045 -402 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Surmnary. 5) Acreep factor of 1.00 has been applied for this truss analysis. 6) Listed wind uplift reactions based on MWFRS Only loading. m M 0 m T T ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCF'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECFORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D7 1301 MONTALVO WAY, STE 4 JobName3nadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:26 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-0-8 -0.25 /12 2 0-0-0 0-M 0-0-0 0-0-0 1 24 in 87 lbs 18-0-6 r_ 4-3-8 4-3-8 4-3-8 4-0-0 1 1-2-0 4-3-8 8-7-0 12-10-8 16-10-8 18-0-8 T o � �T TT 3x8 - 712 - 41- 3K,4 - 3x4 12 0.25 e i 2z4 1 6z6 - 4z4 - 4z12 - 2.41 0 4 N 9T T9 0 TTl T 0-0-0 4-3-8 4-3-8 4-3-8 4-0-0 0-6-0 0-6-0 1-2-0 4-3-8 8-7-0 12-10-8 16-10-8 18-0-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psp General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.25 (2-3) Vert TL: 0.23 in L / 903 (10-11) L / 240 TCDL : 15 TPI 1-2014 BC: 0.59 (10-11) Vert LL: 0.09 in L / 999 (10-11) L / 360 BCLL : 0 Rep Mbr : No Web ; 0.38 (10-8) Herz TL: 0.02 in 7 BCDL : 10 Lumber D.O.L. 115 % nglial FESS A Reactionp�a A R�9t JT Bre Combo Brg Width Rcld Brg Widlh Max React _Max Grav Up] iIt Max Wind Uplift Mux Uplift Max i kvrir, 9�Q y� 1 1 5.5 in 1.50 in 903 lbs -53 lbs CO� z.� Q 7 1 5.5 in 1.50 in 883 lbs w Q m Z No. C72517 t + Material Bracing CC rt^-'-I XF TC DFL #1 2 x 4 TC: Sheathed or Purlins at 3-7-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purim design by Others. Web:DFL #2 2 x 4 Cl Loads J OF WY This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with 03C 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different fi om max axial force). Only forces greater than 300lbs are shown in this table. TC 2 2.3 0.200 0,254 -1,793lbs -' 706 UX 3-4 4-5 0248 p.152 2,394lbs -1 t521ha 5-6 0.118-1,325lbs BC I3.11 QM2,702lbs (-87lbs) Ii•12 0,445 1,789lbs 45lbs %Lb 1.12 4.343 1,936lbs (.32lbs) " 0.308 -t _W On 2.12 0.066 -628 lbs 10-8 0,379 2,145 lbs (-67 lbs) 2-11 0.179 1,011 lbs (45lbs) " 0.275 1,559lbs (-76lbs) 3-10 0.128 -426lbs 67' 0.095 -856Ibs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed wi th a pane I point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face ofbearing and where the outside edge ofthe end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIIvIITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECCORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D8 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:27 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 17-0-6 -0.25 /12 1 0-" 0-" 0-" 0-0-0 1 24 in 75 lbs 3x8 - 712 - 17-0-6 5-8-2 5-8-2 5-8-2 5-8-2 11-4-4 17-0-6 3V - 2&,4 1 12 0.25 T 19 ro T 2 z4 1 6z6 - 7x8 • 2x4 1 0-0-0 5-8-2 k 5-8-2 5-8-2 0-0-0 5-8-2 11-4-4 17-0-6 All plates shown to be Eagle 20 unless otherwise noted. Loading (psP General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.54 (3-4) Vert TL: 0.27 in L / 737 (6-7) L / 240 TCDL : 15 TPI 1-2014 BC: 0,57 (6-7) Vert LL: 0.09 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web : 0,43 (4-6) Ho¢ TL: 0.02 in 5 BCDL: 10 Lumber D.O.L. 115 % Reaction Qg�FESS/ A For JT ftCombo 13rg Width Rqd ft Wiidi Max React Max Gmv Upiiit Max Wird UplM Max UP] ia Max floriz Q�Q �d R�q( F 1 l 5.5 in 1.50 in 858 lbs -61 lbs L`� 5 l 1.5 in — 838 lbs Material Bracing Ii; ¢ No. C72517 r4 m TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-5-0, Purlin design by Others. M BC: DFL # l 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Loads lvlk- 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 0 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Bath end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 12 R412 --''.1 19IN 11.3 0.350 •2.10 ft 3w1 a538 ' Ihs BC (r7 0,567 2,I14Ihs (-61lbsl Hfb 1.7 RNO 2,210ft (-%Ibs)2-6 0.008 4571bs 1.991bs) 4.6 0,427 2,417lbs (-102lbs) 2-7 0.052 -493 lbs 3-6 0.047 -425 lbs 4-5 0.077 -753 IN Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 7Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH [LATHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DES[GN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORS ARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D9 1301 MONTALVO WAY STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:29 760-423-9479 Page: I of] SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-11-10 -0.25 /12 l 0-M 0-" 0-" 0-0-0 1 24 in 69 lbs 15-11-10 5-3-14 5-3-14 5-3-14 5-3-14 10-7-12 15-11-10 4x8 - 3V - 2x,4 1 1210.25 11 ��g. T 1 0-0-0 5-3-14 5-3-14 All plates shown to be Eagle 20 unless otherwise noted. Loading (p" General CSI TCLL : 20 Bldg Code: CBC 2016/ TC: 0.45 (3-4) TCDL : 15 TPI 1-2014 BC! 0,52 (6-7) BCLL : 0 Rep Mbr : No Web. 0.38 (4-6) BCDL : 10 Lumber D.O.L. 115 % 5-3-14 _5-3-14 10-7-12 15-11-1 Deflection L/ (loc) Allowed Vert TL: 0.22 in L / 839 (6-7) L / 240 Vert LL: 0.08 in L / 999 (6-7) L / 360 Horz TL: 0.01 in 5 2 0-0-0 ` FESS/p Reaction ct4 Q❑ A- H Ej C 11' B%Combo Br, Widlh Rqd Bre- Width Max Rene Max Grav UPI id Max Witxl UVift WX UP] iIt Ajax HDAZ 4,4 �¢ �•Y 8 1 5.5 in t.50 in 799 lbs -61 lbs c j �p 5 l 1.5 in — 799 lbs I I m Z 11? No. C72517 t+ m Material Bracing cr_ TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-9-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-M, Puriin design by Others. Web:DFL #2 2 x 4 C iViL Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. Ic 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone TnL%, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr- force if different from max axial force). Only forces greater than 3001bs are shown in this table. T(' It:1 0110 _I of.I lke it-1 Ait7 -I Inl w. ILA AAA12 -11M— I f 11-7 0.362 2,047lbs (- 120 lbs) 12-6 0,068 355lbs (- 149 lbs) 14-6 0.381 2,159lbs (-125lbs) � Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.3 l4 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METAL ODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: DB-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:31 760-423-9479 Page: 1 of 2 SPAN PITCH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY I 224-8 0.25 /12 1 0-" 0-0-0 0-0-0 0-0-0 2 24 in 101 lbs i 22-4-8 # 4-2-5 4-2-13 4-2-12 4-2-13 4-2-13 1-3-0 4-2-5 8-5-2 12-7-14 16-10-11 21-1-8 22-4-8 4x6 - 3>t4 . 12 2xq I gx4q . 6> - 5 . 12 5 TT 0-0-0 0-0-0 4-2-5 4-2-13 4-2-12 4-2-13 4-2-1 3 1-3-0 4-2-5 8-5-2 12-7-14 16-10-11 21-1-8 22-4-8 All plates shown to be Eagle 20 unless otherwise noted. Loading W General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 0.22 (4-5) Vert TL: 0.3 in L / 863 (11-12) L / 240 TCDL : 15 TPI 1-2014 BC: 0.46 (11-12) Vert LL: 0.11 in L / 999 (11-12) L / 360 BCLL : 0 Rep Mbr : No Web: 0.30 (1-13) Horz TL: 0.04 in 8 BCDL : 10 Lumber D.O.L. 115 % Reaction 0911�� JT BI r Combo BrL2 Width R d B r Width Max React Max Grav U lift Max Wind U 11iA Max U lift Max 1lorir QRpFESS/p 14 1 5.5 in 1.50 in 1,229 lbs 61 lbs 8 l 5.5 in 1.50 in 1,532 lbs Q Material Bracing � TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. LOU NO C72517 M BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 In Loads L rv1� 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 1 10 m (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 R x 60 R, h = 15 ft, End Zone Tru$, Both end webs considered. DOL — 1.60 3) Minimurri storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location I Location 2 Direction Spread Start Load End Load Trib Width Top 16-11-8 22-4-8 Down Proj 45 psf 45 psf 24 in Point (Dads Member Location Direction Load Trib Width Top 2-11-8 Down 96lbs Member Forces Table indicates: Member 1D, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 12 1.3 0.191 (1,218 -1,597lbs -1301IN 3-4 4-5 0.218 0.221 2,303lbs -2,323lbs 5-6 6-7 0219 0.188 -1,8021bs -564lbs BC 9-10 0.162 565lbs 11-12 0.461 2,321lbs 10-11 0.378 1.7821bs 12-13 0.359 1.617lbs N*b 1-14 0.0$9 -A3lbs 5-11 0,fii6 S7916s (-741W 7.9 0.179 99Dfln 1-13 0.299 1,663lbs 5-10 0.044 -432lbs 7-8 0.079 -786lbs 2-13 0.043 -426lbs 6-10 0.239 1,337lbs 2-12 R 130 738 lbs 6-9 0.077 -745 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 0 1 T ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: DB-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:31 760423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 224-8 0.25 / l2 1 0-M 0-M 0-M 0-0-0 2 24 in 101 lbs 41 tsrace oouom cnoru wrm approvea sneauung or punrns per tsmcrng �,ununary. 5) Acreep factor of 1.00 has been applied for this truss analysis. 6) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min . 135"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: TC: 2-11-8, (I )Co nrec tors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 7) When applied loads are on one side of gird" do not Sip Arderduring girderconrector installation, install connectors on the girder side where supported I oads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 8) Lateral bracing shall be attached to each ply. 9) All fasteners mirimun 2-1/2"long, unless otherwise noted 10) Nails in Ist and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 11) Listed wrind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, 1096074 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: E-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:33 760-423-9479 Page: 1 of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-2-0 0 /12 1 0-M 0-M 0-M 0-M l 24 in 51 lbs 0T TT 10-2-0 1-0-0 3-10-4 { 5-3-12 t 1-0-0 4-10-4 10-2-0 1-0-0 2x4 I 0.25 12 3 ^4 - 4) 6xJ2 - 2 1 4x4- 5z8- 2.41 0-0-0 0-0-0 1-0-0 1 3-10-4 5-3-12 1-0-0 4-10-4 10-2-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psq General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.36 (4-5) Veil TL: 0.08 in L / 999 (6-7) L / 240 TCDL : 15 TPI 1-2014 BC: 0.30 (7-8) Vert LL: 0.03 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.26 (2-4) Horz TL: 0.01 in 5 BCDL : 15 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz _ 9 1 1.5 in — 620 lbs 47lbs 5 1 5.5 in 1.50 in 601 lbs Material TC: DFL 91 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 5-4-0, Purlin design by Others. BC: Sheathed or Purlins at 7-10-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to a 1,650 lbs (162.3 plt) drag load distributed along shear walls along the bottom chord 0-0-0 to 10-2-0. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 It, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimwn storage attic loading has been applied in accordance with BC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. It 1W q,ofEss/oA,l { Q p�. HeCID k 4 2' w ¢ No. C72517 ry m CK� M Member Forces Table indicates: Member ID, max CS1, max axial force, (max compr. force if different from mar axial force). Only forces greater than 300lbs are shown in this table. 1.2 aWl -804lbs 3-4 0,1-.34 -04U 4-5 0.356 -1 i?7ft RC (-7 0.?73 -&.51hs 7$ Q296 911Ibs -19:lbs1 1TC web 1.9 W61 -6161hs 2-4Q.Xl -1,25nrs 1-8 0.174 986 lbs (-177 tha) 2-7 15-7 0.119 864 lbs (-343 lbs) 2-8 0.169 -448 lbs 0.213 1,458 lbs (-175lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of ibis truss has been designed with a pane l point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 11ndicates non-structural members. 10) Listed wind uplift reactions based on MWFRS Only loading. T T ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: E 1301 MONTALVO WAY STE 4 7obNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:35 760-423-9479 Page: 1 of t SPAN PITCH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY 10-2-0 0 /12 7 0-M 0-M 0-M 0-0-0 1 24 in 51 lbs T 0? T TT 10-2-0 1-0-0 3-10-4 5-3-12 1-0-0 1 4-10-4 10-2-0 1-0-0 2x4 1 0.25 12 3)�4 . 612 - 4) 2 1 4z4- 5z87 2 1 0-0-0 1 1-0-0 r 3-10-4 r _ 5-3-12 0-0-0 t 1-0-0 4-10-4 10-2-0 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ (roc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.31 (4-5) Vert TL: 0.08 in L / 999 (6-7) L / 240 TCDL : 15 TPI 1-2014 BC: 0.26 (7-8) Vert LL: 0.03 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0.23 (2-4) Herz TL: 0 in 5 BCDL: 15 Lumber D.O.L. 115 % Reaction VESS/°'� p, H .11' Br Combo II Width A d B Width Max React Max Gmv II liti Max Wind (I ift Max U lilt Max IGrriz (gyp E� �0 by 9 1 1.5 in — 620 lbs 47 lbs CO E. 1'0 G� 5 1 5.5 in 1.50 in 601 lbs Q No. C72517 Material Bracing � M TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 5-8-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. yl Web:DFL #2 2 x 4 n f /, Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 4 CALF 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dams 25 ft x 60 ft, It — 15 ft, End Zone Truss, Bath end uebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CST, max axial force, (max comer. force if different from max axial force). Only forces greater fhan 3001bs are shown in this table TC 1.2 0.065 •8041bs 4-5 0.308 -1.162lbs BC 7.8 0.'M0 7031ba -93IN) Ilbb 1.0 0,061 •616IN 2.4 p131 -1,043lbs I.8 0.174 9861bs (-177lbs)15-7 2-7 0.091 517lbs 2.8 0.169 -448 ibs 0,213 1,206lbs (-106lbs) Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only hrstall hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web o f this truss has been designed with panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 7Indicates non-structuml members. 10) Listed wind uplift reactions based on MWFRS Only loading. T T ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTAWNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALIP ODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: E1 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:36 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 8-11-0 0 /l2 1 0-M 0-M 0-M 0-0-0 1 24 in 47 lbs I T mT O T9 1 8-11-0 1-0-0 3-10-4 4-0-12 _ 1-0-0 4-10-4 8-11-0 1-0-0 2x41 0.25 12 3) 344- 3x8 - 6x12 - 2z4 1 3 84 - 4.8 - 2 84 1 0-0-0 t 1-0-0 t 3-10-4 4-0-12 0-0-0 1 0 0 4-10-4 8-11-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pA General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.18 (4-5) Vert TL: 0.04 in L / 999 (7-8) L / 240 TCDL : 15 TPI 1-2014 BC: 0.23 (7-8) Vert LL: 0.01 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.17 (2-4) Ho¢ TL: 0 in 5 BCDL : 15 Lumber D.O. L. 115 % Q?0ESS/o1v Reaction �a F. HE 9( 4'1'y IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz �� a¢� 9 1 1.5 in — 557 lbs 45 lbs A 5 1 5.5 in 1.50 in 538 lbs :- to Z No. C72517 t� Material Bracing M TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL 92 2 x 4 Ivl` Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. C 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph r (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC i 2 0.063-714ibs 4-5 0.179-868lbs Be 7.R 01-19 G'271hs r• 105IW I%b I-9 fk054 •352Ibs 14 0.1'0 •766 % 1-8 0'155 875 Ibs (-194lbs) 5-7 0.164 927ibs (-112 lbs) -8 0.145 373 Ibs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been dcsigie d with a parel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1Indicates non-strllclural members. 10) Listed wind uplift reactions based on MWFRS Only loading. 1 T eo IT 0 ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCCEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCCS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST -DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: E2 1301 MONTALVO WAY, STE 4 JobName3nadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:38 760-423-9479 Page: I of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-10-4 0 /12 1 0-M 0-" 0-" 0-0-0 1 24 in 43 lbs 7-10-4 1-3-10-4 3-0-0 t 1-0-0-00 1 4-10-4 7-10-4 1-0-0 3x8 - 2Y,4 1 0.25 12 3x44 - 7x10 - 3) 2 1 384- 4z8- 2 1 0-0-0 1-0-0 3-10-4 0-0-0 3-0-0 1-0-0 4-10-4 7-10-4 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC : 0.16 (3�) Vert TL: 0.03 in L / 999 (7-8) L / 240 TCDL : 15 TPI 1-2014 BC: 0.22 (7-8) Vert LL: 0.01 in L / 999 (7-8) L / 360 BCLL : 0 Rep Mbr : No Web: 0.14 (1-8) Herz TL: 0 in 5 BCDL : 15 Lumber D.O.L. 115 % QROFESS/ Reaction �� ¢oN. HR° fi IT Brg Combo Brg Width Rqd Brg Widlb Max React Max Gmv_Up] iIt Max Witrl Upii11 Max Up1iR &kx 110Ax N 9 I LS in — 502 lbs 45 lbs CID 5 1 5.5 in 1.50 in 485 lbs Q Material Bracing li; No. C72517 N m TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web:DFL #2 2 x 4 Loads lvl� 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. G 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 ft, h — 15 ft, End Zone Truss, Both end webs considered. DOL— 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in "stable TC 1.2 0.0% -Wiiba 4-5 0,128-6331bs DC 7.8 0220 5571te t-1151hs1 "t-b 1.9 aM -03lbs 24 0.121 •546ih8.. I-8 0.137 7741bs (-2091bs) 5-7 0.127 716lbs (-112lbs) 9-8 0.125-3101bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recotrunendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 6) At least one web of this truss has been designed wi tha pane point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofeach web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1Indicates non-structural members. 10) Listed wind uplift reactions based on MWFRS Only loading. 1 T 00 or 0 ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONN ECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Trtss: E3 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/19 14:38:39 760423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 6-9-8 0 /12 1 0-M 0-M 0-" 0-0-0 1 24 in 39 lbs _ 6-9-8 1-0-0 3-10-4 1-11-4 1-0-0 4-10-4 6-9-8 1-0-0 2X,4 1 0.25 12 3) 3x8 - 6x;0 - 2 1 3 — 5z8 - 2 1 0-0-0 0-0-0 1-0-0 3-10-4 1-11-4 1-0-0 4-10-4 6-9-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.16 (3-4) Vert TL: 0.02 in L / 999 (7-8) L / 240 TCDL : 15 TPI 1-2014 BC: 0.20 (7-8) Vert LL: 0.01 in L / 999 (7-8) L / 360 BCLL : 0 Rep Mbr : No Web: 0.12 (1-8) Ho¢ TL: 0 in 5 BCDL : 15 Lumber D.O.L. i l5 % Reaction J-F� CDmbo Brg YkdthRgd Brg Widllt _ Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 9 1 1.5 in -- 447 lbs -3 lbs -3 lbs 44lbs 5 1 5.5 in 1.50 in 432 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purim design by Others. -D w �� ESS No. C72517 Loads C+ 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. �' OFCA 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 m (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from mar axial force). Only forces greater than 300lbs are shown in this table TC 1-2 U.U3R-144lbs 4-5 0,127 -MOPS tbs Etc 7-8 G?A4 482ibs t- ISfbsl 1�S:b I-9 G.L#3-431Ibe M7 590tbs (-1131bs1 It-8 0.118 6671bs (-2241bs) 15.7 2-4 0.074 -335 lbs Notes n rZrr M P 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's reconunendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been dosigried with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Horizontal cleatmnee between inside Face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1Indicates nom, trwtural mDinbcr& 10) Listed wind uplift reactions based on MWFRS Only loading. 1 T ao m 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED_ I I18LOT10111FAM, l OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: E4 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/19/18 14:38:41 760423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-8-12 0 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 32 lbs I II F- 5-8-12 1-0-0 4-8-12 1 0 00 —� 5-8-12 1-0-0 2Y4 1 0.25 12 3> 3x8 - 6x4 - 2x4 1 3x4 - 3z4 - 0-0-0 0-0-0 1-o-0 ! 4-8-12 1-0 0- 5-8-12 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.30 (3-4) Vert TL: 0.04 in L / 999 (5-6) L / 240 TCDL : l5 TPI 1-2014 BC: 0.27 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web: 0.11 (2-5) Horz TL: 0 in 4 BCDL : 15 Lumber D.O.L. 115 Reaction JT Brg Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 7 1 1.5 in — 3921bs -7 lbs -7 lbs 43 lbs 4 1 5.5 in 1.50 in 379 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. ,riot QPOFESS/p HrO 2 w No. C72517 N m CI OF CWG Member Fo rces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. 1-6 0,105 596Ibs (-215 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been desigited W tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acteep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance betwCeh inside face ofbearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) lindicates namsttuctural snembers. 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LA41TATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: E5 1301 MONTALVO WAY, STE 4 JobName madi son-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:43 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 4-8-0 0 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 27 lbs t 4-8-0 1-0-0 3-8-0 1-0-0 4-8-0 1-0-0 2V 10.25 12 3t 3x8 - 6x140 - 2.41 3 84 - 3x4 - 0-0-0 0-0-0 1-0-0 3-8-0 1-0-0 4-8-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 0.15 (3-4) Vert TL: 0.01 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0.18 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web: 0.08 (1-6) Horz TL: 0 in 4 BCDL : 15 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift _Max Uplift Max Horiz 1 1.5 in 335 lbs -11 lbs -I I lbs 42 lbs 4 1 5.5 in 1.50 in 326 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-M, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 nip (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Notes 09n8 PROFESS/p�� CO 4 Z LOU Q No. C72517 m tr � Im Forces Table indicates: Member ID, max CSI, max axial force, (max compr- force if different from max axial force). Only forces greater than 300lbs are shown in this table. 0047-35611x 1 I 0.051-331lbs 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Surnmary. 6) At least one web of this buss has been designe d wi th a pane I point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofeach web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 11ndicates non-structural members. 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSAREUSED_ OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: E6 1301 MONTALVO WAY, STE 4 JobName madi son-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:44 760-423-9479 Page: 1 of[ SPAN PITCH 3-74 0 /12 QTY OHL l 0-0-0 OHR 0-M CANT L 0-M CANT R PLYS 0-0-0 1 SPACING WGT/PLY 24 in 22 lbs r 3-7-4 r 1-0-0 2-7-4 1-0-0 P3-7-4 1-0-0 ��3yp 12 v 3x8 - 6x142 - T 8 3x14 - 9T T9 o 1 l 2.41 3x4 - 3z4 - 0-0-0 0-0-0 1-0-0 f 2-7-4 1 0 0 3-7-4 All plates shown to be Eagle 20 unless otherwise noted. Loading [psta General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.05 (3-4 Vert TL: 0 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0.10 (5-6) Vert LL: 0 in L / 999 (5-6) L / 360 BOLL. 0 Rep Mbr : No Web: 0.05 (1-6) Horz TL: 0 in 4 BCDL : 15 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Horiz 7 1 1.5 in -- 275 lbs -16 lbs -16 lbs 41 lbs 4 1 5.5 in 1.50 in 273 lbs -3 lbs -3 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL 42 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads l) This truss has been designed For the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed For the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Trts3, Both end Hebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. ,,wOFESS/p Co �9 0�2Gi lc3 Q No. C72517 N m � :;a CI Member Forces Table indicates: Member ID, max CSI, max axial force, (mar. compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. II � I Web Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or puriins per Bracing Summary. 6) At least one web of this buss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1Indicates non-structural members. 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST- DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: E7 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:46 760-423-9479 Page: t of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 2-0-8 0 /12 1 0-M 0-0-0 0-0-0 0-0-0 1 24 in 16 lbs 2-6-8 _ 1-0-0 1-6-8 1-0-0 2-6-8 1-0-0 0.26x�0 - T 3x14 �T 0 �o T 2.41 3z4 - 4x4 - 0-0-0 0-0-0 1-0-0 t 1-6-8 r 1-0-0 2-6-8 All plates shown to be Eagle 20 unless otherwise noted. Loading [ps General CSI Deflection L/ Ooc) Allowed TCLL ; 20 Bldg Code : CBC 2016/ TC : 0.05 (3-4)Vert TL: 0 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0.05 (5-6) Vert LL: 0 in UP L / 999 6 L / 360 BCLL : 0 Rep Mbr : No Web - 0.03 (1-6) Horz TL: 0 in 4 BCDL : 15 Lumber D.O.L. 115 % Reaction JT BNg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 7 1 1.5 in -- 208 lbs -19 lbs -19lbs 40 lbs 4 1 5.5 in 1.50 in 221 lbs -15 lbs -15 lbs Material TC: DEL 91 2 x 4 BC: DEL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads [)This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed For the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 ft, It = 15 ft, End Zone Truss, Both end Nebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. eRpFESS/�� CO 2 w No. C72517 n� m M M Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than 300lbs are shown in this table. Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of [his truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 11ndicates non-structural members. 10) Listed wind uplift reactions based on MWFRS Only loading. T m T ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: E8 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:47 760-423-9479 Page: 1 of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 1-0-0 0 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 5 lbs 1-0-0 1-0-0 1-0-0 0-0-0 0-0-0 1-0-0 ,_o_o All plates shown to be Eagle 20 unless otherwise noted. Loading 44 General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.01 (1-2) Vert TL: 0 in L / 999 (3-4) L / 240 TCDL : 15 TPl 1-2014 BC: 0.01 (3-4) Vert LL: fin L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web.; 0.01 (1-4)Horz TL: 0 in 3 BCDL : 15 Lumber D.O.L. 115 % q pFESS chN Reactionp o A HE7R �j{� JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz N 4 1 1.5 in — 92 lbs -11 lbs -11 lbs 31 lbs ►�v y frO `,7 �J¢ 3 1 1.5 in 92lbs -11 lbs -11 lbs Material Bracing , � No. C72517 N m TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purim design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Loads Ivt� 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 'C �. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph r (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, It = 15 ft, End Zone Truce, Both end Aebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr_ force if different from max axial force)- Only forces greater than 300lbs are shown in this table 1 L L TCBC Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturees reconunendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this miss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TmeBuild® Truss Software v5.6.314 INSTRUCCEDTO REFERTO ALLOFTHE INSTRUCTIONS, LINUTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSAREUSED. 7401 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: EA 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:49 760-423-9479 Page: 1 of i SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-2-0 0 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 50 lbs f 10-2-0 { t 1-0-0 t 3-10-4 _ 5-3-12 1-0-0 4-10-4 10-2-0 1-0-0 025 12 3x4 - 4V - 2 4� `E 10 x3 4 I4I 4x14 - T 1l 2x41 484- 5z8- 0-0-0 0-0-0 1 1-0-0 3-10-4 t 5-3-12 1-0-0 4-10-4 10-2-0 All plates shown to be Eagle 20 unless otherwise noted Loading (hs General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.41 (4-5) Vert TL: 0. l in L / 999 (6-7) L / 240 TCDL : 15 TPl 1-2014 BC: 0.31 (7-8) Vert LL: 0.03 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.25 (2-4) Horz TL: 0 in 6 BCDL: 13 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 9 1 1.5 in — 630 lbs 47 lbs 6 l 5.5 in 1.50 in 591 lbs Material TC: DFL #1 2 x 4 BC: DFL 01 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 5-1-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. 09/18/ Q LU Q No. C72517 Loads ivR- l) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 tnph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone TruS9, Bath end Nebs considered. DOL — 1.60 3) Minimum storage attic loading has been applied in accordance with BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CS I, max axial force, (max comer, force if different from max axial force). Only forces greater than 300lbs are shown in this table TC ] 2 0.073 -518 ibs 4-5 (L41 t - 1n ft RC 7-8 0-0 714lbs (-1021hs1 . Web 1.9 p.06_' -625 ibs 2-4 0_' {5 -1,106lbs 54 A(M9 -475 % 1.8 0.177 t,002lbs (-1901bs) 2-7 0.102 578lbs 2.8 0.173 -464lbs S-7 0.224 1,268lbs (-122lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web ofthis truss has been designed W tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MW FRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED, 401 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: F-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:51 760-423-9479 Page: l of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0.25 / 12 1 0-" 0-M 0-M 0-0-0 1 24 in 109 lbs 1 1893 1-6-0 1 3-0-0 3-10-8 3-10-8 3-1-0 0 1-6-0 4-6-0 8-4-8 12-3-0 15-4-0 _3-5-3 E 18-9-3 0 0 l 3x8 - 2 4 I 0. 4 12 4xT - 2V 1 41 - 7T TTT �9 T N O O N �_ l 5x 6x 1 qq 33 2p 94 A T 2x4 2x4 5x10 • 2x4 2 1 3 - ro 0 0-0-0 0-6-0 0-6-0 0-6-0 0-6-0 0-0-0 1-6-0 3-0-0 3-10-8 3-10-8 k 3-1-0 3-5-3 1-6-0 4-6-0 8-4-8 12-3-0 15-4-0 18-9-3 All plates shown to be Eagle 20 unless otherwise noted Loading General CSI Deflection L/ (loc) Allow TOLL : 20 Bldg Code: CBC 2016/ TC: 0.31 (5-6) Vert TL: 0.3 in L / 703 (12-13) L / 240 TCDL : 15 TPI 1-2014 BC: 0.61 (15-16) Vert LL: 0.11 in L / 999 (12-13) L / 360 BCLL : 0 Rep Mbr : No Web: 0.60 (3-15) Horz TL: 0.01 in 7 BCDL : 10 Lumber D.O.L. 115 % Reaction vV1101 F oFESS/phi 1' FreR,I, IT BT, Combo B + Width R(d B + Width Max ReacI Max Chat Wift Max W i W upi ift Max U liR rNfax 11Rriz a 18 1 5.5 in 1.50 in 929 lbs 89 lbs 'Lm 7 1 5.5 in 1,50 in 1,115 lbs CID .Q7 Z Material Bracing LU No. C72517 ^' TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 3-1-0, Purlin design by Others. Mm BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 except: DEL #1 2 x 4: 7-8 C1 DEL SS 2 x 6: 19-18 1 Loads v 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-M to 18-9-11: 200 plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end Aebs considered. DOL= 1.60 4) Minimurn storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to member 19-1 Load Case DI: Std Dead Load Point Lnads Member Location Direction Load Trib Width Top 14-11-8 Down 96lbs Top 18-5-8 Down 961bs CAU Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 12 %3 0.137 0,157 -1,108 lbs -12A ft 3-4 4-5 0.269 0?99 ? 906 lbs -32M llx 5-6 60 0.315 OJ 32 -3,438 lbs -1.95J Ibs 8C 8-9 0.132 6141bs (4501bs) 12-13 0.221 961lbs (-472lbs) 15-16 0.609 3,141lbs (-160lbs) 10- 11 0,456 2.013 lbs 13-14 0.222 923 lbs (-436 lbs) Mb 1-18 0.049 -MG61hs 15-13 0.412 2,330lbs (-47ibs) 7-10 0,380 2-135lbs 1-16 0.250 1,408lbs (-84lbs) 4-13 0.055 -511 lbs t0-8 0,077 -623lbs 8-16 0.035 -346lbs 4-11 0.140 1,011lbs (-446lbs) 3-16 0.385 -2,088lbs 13.11 0.413 2,338lbs (-61lbs) 3-15 0.604 51bs (-82lbs) 6-11 0270 1,639lbs (-I09lbs) 4-15 0.141 758lbs (-64416s) 6-10 0.181 -813lbs ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALIING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LQVIITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECfORSARE USED, OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: F-DT 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:51 760423-9479 Page: 2 of 2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 18-9-3 0.25 /12 t 0-M 0-M 0-M 0-M 1 24 in 109 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has bee n desigied wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. 10) Parapet TL: 0.05 in, 2L/472 (19-1), Allowable 2L/120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, L 41TATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: F 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:53 760423-9479 Page: 1 of2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 18-9-3 0.25 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 87 lbs 0 0 0 T TT T T N R c6 TTT 18-9-3 1 F— -- 6-2-12 1 3-1-10 1 3-1-10 $•1-10 i 3-1-9 6-2-12 9-4-6 12-6-0 15-7-10 18-9-3 r 3x8 `P 0-0-0 6-2-12 6-3-4 0-0-0 6-3-3 6-2-12 12-6-0 18-9-3 All plates shown to be Eagle 20 unless otherwise noted. Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.73 (1-2) Vert TL: 0.31 in L / 689 (8-9) L / 240 TCDL : 15 TPI 1-2014 BC: 0.69 (8-9) Vert LL: 0.1 in L / 999 (8-9) L / 360 BCLL : 0 Rep Mbr : No Web; 0.50 (1-9) Horz TL: 0.02 in 6 BCDL : 10 Lumber D.O. L. 115 % Reaction 09/18/ ��pFESS/p� J•f Big Combo ft Width LUJ 10 1 5.5 in Big lAdth 1.50 in Max React_ May, Gray Upli4 Max WirA [Iplift Max [IpliA Max Iiolix 960 lbs 90 lbs � � yq�R �� 6 1 5.5 in 1.50 in 1,084 lbs ��- J�a0 0fiZIP ` Material Bracing w Q No. C72517 m TC: DEL #] 2 x 4 TC: Sheathed or Purlins at 2-10-0, Purlin design by Others. M BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 except: DEL #1 2 x 4: 6-7 DEL SS 2 x 6: 11-10 Loads L. I) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed For the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h — 15 ft, End Zone Truss, Both end Nebs considered. DOL — 1.60 3) Minimurn storage attic loading has been applied in accordance with [BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 11-1 Load Case D1: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 11-11-8 Down 96lbs Top 15-5-8 Down 96lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 1-2 0.732 -2,738lbs 3-4 0.235 2,576 lbs 3-3 0..361 -' 736lbs 4-5 0.235 2;M lbs BC 7.9 0A95 1:10.? Its 8-9 0.6% 2.W71hs Web 1-10 0.049 -870lbs A O.M3 -33011ra 57 n'60-14W,$5 I-9 0.496 2,801lbs 4-8 15-8 0.037 -320lbs 6-7 0.146 969 lbs 2-9 0.045 -398 lbs 0.235 1,332lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. T 0 ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECLORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: F 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:53 760423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0.25 /12 1 0-m 0-m 0-m 0-0-0 1 24 in 87 Ibs 4) Brace Dotrom cnora wrtn approvea sneatmng or puruns per tsmcmg Nurnmary. 5) At least one web o F this truss has been designed W th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance betuvion inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. 10) Parapet TL: 0.02 in, 2LJ999 (11-11 Allowable 21/120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmTrus s ss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCCS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: F1-DT 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:55 760423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0.25 /12 l 0-M 0-M 0-M 0-0-0 1 24 in 84 lbs O 0 0 T TTT TN O O 1TT 18-9-3 t 6-2-12 r _ 6-3-4 _ t 6-3-3 6-2-12 12-6-0 18-9-3 0-0-0 0-0-0 t 6-2-12 6-3-4 6-3-3 6-2-12 12-6-0 18-9-3 All plates shown to be Eagle 20 unless otherwise noted Loading General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.67 (1-2) Vert TL: 0.34 in L / 624 (6-7) L / 240 TCDL : 15 TPI 1-2014 BC: 0.67 (6-7) Vert LL: 0.12 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.78 (2-6) Horz TL: 0.02 in 5 BCDL : 10 Lumber D.O. L. 115 % Reaction JT Brg Combo Brg Width R d Brg Width Max React Max Gmv Uplift Max Wind U ift Max Uplift Max Horiz 8 1 5.5 in 1.50 in 926 lbs 109 lbs 5 1 5.5 in 1.50 in 926 lbs Material TC: DFL #1 2 x 4 BC: DEL #1 2 x 4 Web:DFL #2 2 x 4 except: DEL SS 2 x 6: 9-8, 10-5 Bracing TC: Sheathed or Purlins at 3-M, Purlin design by Others. BC: Sheathed or Purlins at 6-8-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 18-9-11: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Bath end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to members 9-1 & 10-4 - OFESS/ No. C72517 N m X Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only farces greater turn 300lbs are shown in tivs table. TC 1-2 0.668 -2.634 lbs 2-3 0.460 14V. } Ibs 3-4 0.607 2.45'-' lbs 13C 5-6 0.316 -1,131IN 6•" 0.6V 2.629lbs [-135lbs1 7•8 0.324-1.124ft lhcb 1.13 0.W 839IN 2-6 0.782 •1.278 ft 4-5 0-051 -8-11 us IIj 1-7 0.476 2,694ibs (-96 Ibs) 3-6 0.056 -495lbs 2-7 0.047 -441IN " 0.451 2,550lbs (-133lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of1his truss has been desiQred with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. 8) Parapet TL: 0.02 in, 211884 (10-4), Allowable 2L/120. T T 0 ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. SPAN 18-9-3 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: F1 1301 MONTALVO WAY, STE 4 JobNamemach son-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:56 760423-9479 Page: 1 of i PITCH QTY OHL OHR CANT L CANT R 0.25 / 12 6 0-0-0 0-M 0-" 0-0-0 18-9-3 6-2-12 6-3-4 6-2-12 12-6-0 PLYS 1 6-3-3 18-9-3 SPACING WGT/PLY 24 in 84 lbs T T ll) O 0-0-0 6-2-12 644 6-3-3 0-0-0 6-2-12 12-6-0 18-9-3 All plates shown to be Eagle 20 unless otherwise noted. Loading W General CSI Deflection L/ 0oc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.57 (1-2) Vert TL: 0.34 in L / 624 (6-7) L / 240 TCDL : 15 TPI 1-2014 BC: 0.60 (6-7) Vert LL: 0.12 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0.48 (1-7) Horz TL: 0.02 in 5 BCDL : 10 Lumber D.O. L. 115 % Q�pFESS/� Reaction JT Brg Combo B% Width Rqd Brg Width Max React Max Gt-av Uplift Max Wind Uplift Max Uplift Max Horiz 4 �4 A• +�E� ! 'T ;p 8 1 5.5 in 1.50 in 926 lbs 109 lbs c j yp 5 1 5,5 in 1.50 in 926 lbs w No. to Z C72517 N m Material Bracing cc ;;0 TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-4-0, Purlin design by Others. BC: DEL 91 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 except: DEL SS 2 x 6: 9-8, 10-5 CI Loads Lf 1) This miss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Bath end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to members 9-1 & 10-4 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only farces greater than 300lbs are shown in this table. W 1-2 0.%& -204 ft. 1 ?,3 0.3% -? 454Ibs 34 0.517 -; $53lbs 9C &7 0.399 ' '91bs t.135 &&jj 51rrb 1-8 0.047 -9nLiz 24 02M -4491bis 4-3 0.051-841lbs { 1-7 0.476 2,694 lbs (-96 ibs) 3-6 14-6 0.056 -495 lbs 2-7 0,047 -440lbs 0.451 2,550lbs (-133lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent pending. 4) Bruce bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of dais mass has been designed W th a pane l point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. 8) Parapet TL: 0.02 in, 211884 (10-4), Allowable 211120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, L 41TATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORS ARE USED. I iGIST8111N OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: F1A 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:38:58 760423-9479 1 Page: t of2 j SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 18-9-3 0.25 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 84 lbs 18-9-3 6-2-12 6-3-4 6-3-3 6-2-12 12-6-0 18-9-3 1 T 0-0-0 0-0-0 6-2-12 6-3-4 6-3-3 6-2-12 12-6-0 18-9-3 All plates shown to be Eagle 20 unless otherwise noted Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.68 (1-2) Vert TL: 0.36 in L / 589 (6-7) L / 240 TCDL : l5 TP[ 1-2014 BC: 0.70 (6-7) Vert LL: 0.12 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web . 0.50 (1-7) Horz TL: 0,02 in 5 BCDL : 10 Lumber D.O. L. 115 % Reaction J'r Brg_Comlm Brb Width Rqd BT Width Max Re act Max Grev Uplill Max Wird Uplift Max Uplift Max Ha1ir. 8 1 5.5 in 1.50 in 958 lbs 109 lbs 5 1 5.5 in 1.50 in 990 lbs Material TC: DFL #1 2 x 4 BC: DEL #1 2 x 4 Web:DFL 42 2 x 4 except: DEL SS 2 x 6: 9-8, 10-5 Bracing TC: Sheathed or Purlins at 2-11-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purim design by Others. 09/1 Loads 6 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Tm%, Bath end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to members 9-1 & 10-4 Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 12-6-8 Down 96lbs w 1Q tY_ l ;OoFESS/aN No. C72517 ti m '40- I_/'a� Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces ra•eater than300lbs are shown in this table TC 1-2 R685 -' 760lba 2-3 0.461 •'_,b&I lbs 3-4 0.655-2,60lln BC 0.7 Q695 1754Ib4 (-601bs} Web 1-8 0.049 -8701bs 2-6 0211 -3. %S 4-5 0.055 -%4lhs l-7 0.500 2,823 Ibs (-191bs) I 3-6 0.067 -591 IN 2-7 0.050 -468lbs 4-6 0,496 2,791lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 5) At least one web of this truss has been designed W that panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the miss. Lateral braces shall be installed within 6 " of each web panel point. 6) A creep factor of 1.00 has been applied for this truss analysis. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LI IITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED W ITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: FIA 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:58 760423-9479 1 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0.25 / 12 1 0-m 0-m 0-m 0-0-0 1 24 in 84 lbs i) Ltstea wtna upurt reactions nasea on mwt" unty i, 8) Parapet TL: 0.02 in, 2L/819 (10-4), Allowable 2LJ120. I ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH MTHE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: FA 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:00 760-423-9479 Page: I of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0.25 /12 1 0-M 0-0-0 0-0-0 0-0-0 1 24 in 87 lbs O 0 0 T TTT TN O 1TT 18-9-3 6-2-12 3-1-10 r 3-1-10 3-1-10 r 3-1-9 6-2-12 9-4-6 12-6-0 15-7-10 18-9-3 0-0-0 0-0-0 r 6-2-12 r 6-3-4 _ 6-3-3 6-2-12 12-6-0 18-9-3 All plates shown to be Eagle 20 unless otherwise noted Loading (pA General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 0.72 (1-2) Vert TL: 0.31 in L / 698 (8-9) L / 240 TCDL : 15 TPI 1-2014 BC: 0.68 (8-9) Vert LL: 0.1 in L / 999 (8-9) L / 360 BCLL : 0 Rep Mbr : No Web: 0.49 (1-9) Herz TL: 0.02 in 6 BCDL : 10 Lumber D.O.L. 115 % Reaction 09 /18/�RpFESS /p� IT BrjCombo Brg Width Rqd _IIrg Widllt Max React Max Grav Uplift Max Wird Uplift Max Uplift Max Horiz I l0 1 5.5 in 1.50 in 950lbs 90Ibx �1' 6 1 5.5 in 1.50 in 1,094 lbs ? Material Bracing CD �c No. C72517 TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 2-11-0, Purlin design by Others. w BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 except: DFL #1 2 x 4: 6-7 DFL SS 2 x 6: 11-10 CL Loads pF CAL1F 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Tru%, Both end webs considered. DOL = 1.60 3) Minimurn storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 11-1 Load Case DI: Std Dead Load Point [gads Member Location Direction Load Trib Width Top 12-11-8 Down 96lbs 'lop 16-5-8 Down 961bs Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1 2 2.3 0.725 0.363 -2,702 lbs -2.700IN 3-4 4-5 0.231 0231 -2,531lbs •Z533lba BC 7.8 a443 1,30111rs 8.9 0.83 1-7351bs Wbb 1-10 0,049 •861lbs 3-8 0.061 -311Ibs 5-7 0.258-i,fri8lbs 1-9 0.489 2,763lbs +8 15-8 0,035 -311lbs 6-7 0.145 962lbs 2-9 0.045 -402lbs 0229 1,295lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. T T ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE S 'I TmeBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTEagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: FA 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:00 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 18-9-3 0.25 /12 1 0-M 0-0-0 0-0-0 0-M 1 24 in 87 lbs 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of Ibis truss has bee n designed wi th a pane I poin t in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside lace of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) ,1f4"tes nan•structtaal members. 9) Listed wind uplift reactions based on MWFRS Only loading. 10) Parapet TL: 0.02 in, 2L/999 (11-11 Allowable 211120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE META DUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: FB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:02 760-423-9479 Page: l o1 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 18-9-3 0.25 / l2 1 0-0-0 0-M 0-M 0-0-0 1 24 in 87 lbs 1 18-9-3 6-2-12 3-1-10 3-1-10 3-1-10 3-1-9 6-2-12 9-4-6 12-6-0 15-7-10 18-9-3 O 0 0 T TTTT CV 0 O T M - 0-0-0 0-0-0 i 6-2-12 r _ 6-3-4 t 6-3-3 6-2-12 12-6-0 18-9-3 All plates shown to be Eagle 20 unless otherwise noted. Loading {pst) General CSI Deflection L/ 0oc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.72 (1-2) Vert TL: 0.3 in L / 710 (8-9) L / 240 TCDL : 15 TPI 1-2014 BC: 0.67 (8-9) Vert LL: 0.1 in L / 999 (8-9) L / 360 BCLL : 0 Rep Mbr : No Web: 0.48 (1-9) Horz TL: 0.02 in 6 BCDL : 10 Lumber D.O.L. 1l5 % �'�OFESS I pN Reaction ��O�o A• w�RM� JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz •y 10 1 5.5 in 1.50 in 939lbs 90 lbs qj Q C 6 1 5.5 in 1.50 in 1,105 lbs sn Z w No. C72517 N m Material Bracing �a TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 2-1 1-0, Purlin design by Others. BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 except: DEL #1 2 x 4: 6-7 Cl DEL SS 2 x 6: 11-10 / OF CWL Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 11-1 Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 13-11-8 Down 96lbs Top 17-5-8 Down 961bs Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr• force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 12 2.3 0.719 0.363 -2,660lbs 2.6591bs 3-4 4-5 0.224 0 243 -2,458 lbs -1-.45919 j BC 7.9 Q487 1,357IN J&9 Oh7_' 2,671lbs -33IN) Web I-10 0.048 -850 lbs 3-8 0.064 -3231bs 6-7 0.142 940lbs -9 0.481 2,721 lbs 5-8 0 021 1,2501bs 2-9 0,045 -403 lbs 5-7 0.252 -1,609lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. T T 0 ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUC 1"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORS ARE USED. I 401 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thies: FB 1301 MONTALVO WAY, STE 4 JobName3nadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:02 760-423-9479 Page: 2 of 2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 18-9-3 0.25 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 87 Ibs 4) brace bottom cnora wrtn approvea sneatmng or punins per Bracing Nurmnary. 5) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside race of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates norrstrvcturalmembers. 9) Listed wind uplift reactions based on MWFRS Only loading. 10) Parapet TL: 0.02 in, 2LJ999 (11-1) Allowable 21/120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LLMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: G-GB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:04 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0 /l2 1 0-M 0-" 0-M 0-0-0 3 24 in 150 lbs 0 4 0 N O o d �T 1 T TT 28-5-8 1 3-8-6 3-B-6 1-11-4 2-7-5 3-10-9 3-10-8 3-10-9 3-10-9 7-4 4-8-6 8-4-12 10-4-0 12-11-5 16-9-14 20-B-6 24-6-15 28-5-8 1-3-0 1-9-12 3x8 - 0.25 al 2.. z n _ 3x4 - 5K,5 • 3xA - 6 x�lp - 2z4 135 - 4z8 - 2z4 1 2z4 1 4z8 - 3z4 - 3z4 - 4x4 - 2z4 0-0-0 0-10-10 0-10-10 0-0-0 1-03-8-6 3-8-6 1-11-4 2-7-5 3-10-9 3-10-8 3-10-9 3-10-9 1 4-8-6 B-4-12 10-4-0 12-11-5 16-9-14 20-8-6 24-6-15 26-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psfl General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.52 (5-6) Vert TL: 0.04 in L / 999 (14-15) L / 240 TCDL : 15 TPI 1-2014 BC: 0.11 (14-15) Vert LL: 0.03 in L / 999 (14-15) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.37 (19-20) Cant / OH TID.41 in 2L / 492 23 2L / 480 BCDL : 10 Lumber D.O.L. 115 % Cant / OH LIA.21 in UP21, / 968 23 2L / 480 Horz TL: 0.01 in 11 091101 Reaction ,Pr 13rg Combo Brg Width R d Brg Width Max React Max G m v LJ IiR Max Wirrl UphA Max Up] i It Max t-onz eRpFESS/p 19 1 8.25 in 1.50 in 2,155 lbs 97 lbs 1 in 1.50 in 861 lbs lbs lbs lbs I 5.5 -123 -26 -123 Q7. m Material Bracing 0 Q No. C72517 �+ m TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. ,,, � M � BC: DEL #1 2 x 4 except: BC: Sheathed or Purlins at 10-0-0, Pudin design by Others. DEL SS 2 x 6: 18-19 Web:DFL #2 2 x 4 except: DEL SS 2 x 6: 24-23 IVIL . Loads 'C 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. r 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 28-5-8: 200 plf. 3) This truss has been designed for the effects ofwind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 R, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to member 24-1 Load Case DI: Std Dead Load Distributed Loads Member Location I Location 2 Dmetion Sprcad Start Load End load Trib Width Bot 0-0-0 8-4-12 Down Pmj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 0-0-0 Down 102Ibs Memher Forces Table indicates Member ID. max CST- max axial Force. (max comm. £once if different from max axial force). Only forces neater than 300lbs are shown in this table. TC 4-5 0.488 2,144lbs (-16916a) 7-8 0.076 580lbs (-45l lbs) 10-11 0.044-405lbs 5-6 0.518 2,5381hs (-190Ibs) 8-9 0.046 -565lbs G7 0.193 1.5131hs -251 9.10 0.049 -558 %s _ I3C 13.14 GOO 381lbs (-581bs1 18-19 0.062 -1,476lbs 1415 0.109 542lbs L-43h) 21-22 0.048 -345lbs 15-I6 OW3 041bs f-741 ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING AREODUCT'S I TnreBuildO Truss Software v5.6.3141 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPREagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: G-GB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:05 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0 /12 1 0-M 0-M 0-M 0-0-0 3 24 in 150 lbs we s s s) 21 0.037 -344 Ibs 8-16 0.058 -639lbs 4-19 0.163 -1,529 Ibs 9-15 0.041 -449lbs 21-19 0.052 -605lbs 10-14 0.060 431lbs (-296lbs) 6-19 0,111 •1,1431bs 11-13 0,079 511lbs (-1331bs) 6-18 0.207 364lbs (-10 Ibs) 7-18 0.102 -1,256lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Smmnary. 5) At least one web of Ibis truss has been desigired with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance bctwecn inside, face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-sttumtral members. 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint l 1 may need to be considered. 10) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Three identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - l row @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair ofgirder plies with supplemental 16d Nails or Gun Nails[mm .135"x3] as follows within 24" of the location shown: TC: 0-0-0, (1)Connec tors Connectors shall not encroach on other girder ply connectors or truss4o-truss connectors in accordance with the NDS or the connector manufacturer recommendations. 1 l) When applied loads are on one side ofgirder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 12) Lateral bracing shall be attached to each ply. 13) Al fasteners rnmimrm 2-l/2" long unless otherwise noted. 14) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. l5) Listed wind uplift reactions based on MWFRS Only loading. 16) Parapet TL: 0.04 in, 211487 (24-1), Allowable 2LJ120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I 401 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: G-GBDT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:07 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0 /12 1 0-" 0-0-0 0-" 0-0-0 3 24 in 150 lbs r 28-5-8 } t1 D•q 3-8-6 1 3-8-6 1-11-4 t 2-7-5 t 3-10-9 t 3-10-8 3-10-9 t 3-10-9 4-0 4-6-6 B-4-12 10-4-0 12-11-5 16-9-14 20-8-6 24-6-15 28-5-8 1-3-0 1-9-12 0 v o N Q1 1 T� T 2 41 4.T- 0.25 3V- 3Y, 3V- 51- 3i0qq - M 1 4- T TM T 7 33 pp 11 p- 10" gg 5 q 3 2 TT2x4 1 3x4 - 4x8 - 2x4 1 1 2x4 1 4z8 - 3zA - 3z4 - 4z4 - x4 o 0-0-0 11-0-q 3-6-6 1 0-10-10 0-10-10 3-8-6 1-11-4 2-7-5 t 3-10-9 _ 3-10-8 0-0-0 3-10-9 3-10-9 r1-0-d 4-B-6 8-4-12 10-4-0 12-11-5 16-9-14 20-8-6 24-6-15 28-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.52 (5-6) Vert TL: 0.04 in L / 999 (14-15) L / 240 TCDL : 15 TPI 1-2014 BC: 0.11 (14-15) Vert LL: 0.03 in L / 999 (14-15) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0.37 (19-20) Cant / OH TL0.39 in 2L / 521 23 2L / 480 BCDL : 10 Lumber D.O.L. 115 % Cant / OH LUJ.19 in UP2L / 999 23 2L / 480 Ho¢ TL: 0 in 12 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wird Uplift Max Uplift Max Horiz 09/18/ EESS P rrL17A, ( 19 1 8.25 in 1.50 in 2,168 lbs 134 lbs �Q 12 1 5.5 in 1.50 in 804 lbs -71 lbs -26 lbs -71 lbs Material Bracing (D No. C72517 m TC: DFL #1 2 x 4 LIJ TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. 70 BC: DFL #1 2 x 4 except: BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. DFL SS 2 x 6: 18-19 Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 24-23, 25-12 jta IVIL Loads 1) This truss has been designed for the effects due to 10 psfbottorn chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 28-5-8: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Tru%, Both end "ebs considered. DOL= 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to members 24-1 & 25-11 Load Case DI: Std Dead Load Distributed Loads Member Location l Location 2 Direction Spread Start Load End Load Trib Width Bot 0-0-0 8-4-12 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 0-0-0 Down 102lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only Forces greater than 300lbs are shown in this table. TC 4-5 0.489 2,034lbs {•170lbs) 7.8 0.071 538lbs (-417lbs) 10-11 0.048-434lbs 5-6 0,519 2,402 lbs {.192 Iba1 8-9 0.047 -548 lbs b7 A19? 1.4,1116 168IN 4-10 0,051 -5$8on 8C 13-14 0.088 380lbs (-32lbs) I8-19 0.062 -1,376lbs 14-I5 0.112 561lbs (-46lbs) 21-22 0.044 -310lbs I`5- 6 0.095 517lbs -77lb5 ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuildO Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCL'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAN D AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. 74 OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss: G-GBDT JobName madison-lot-58b Date: 09/ l 8/ 18 14: 39:07 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0 /12 1 0-M 0-0-0 0-M 0-0-0 3 24 in I lbs 1 0.037 -3441bs 8-I6 0.054 -598lbs 9 0.163 •1,5321bs 9-15 O.037 -411lbs 19 0.047 -55ltbs 10-14 OD54 388lbs (-2611bs) 9 0.112 •110961bs 11-13 0.084 500 lbs (-101 lbs) 8 0 207 34616s (-13 lbs) 8 0.102 -1,178Is Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed W tha parul point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 12 may need to be considered. 8) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Three identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - I row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: TC: 0-M,(1)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 9) When applied loads are on one side ofgirder, do not flip gjrderduring girderconrector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 10) Lateral bracing shall be attached to each ply. 11) All fasteners minimum 2-1/2" long, unless otherwise noted. 12) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 13) Listed wind uplift reactions based on MWFRS Only loading. 14) Parapet TL: 0.04 in, 211517 (24-1), Allowable 211120. ALLPERSONSFABRICATING, HANDLING, ERECTING ORINSTALLING ANY TRUSS BASED UPONTHISTRUSSDESIGN DRAWING ARE TrueBuild®TmssSoftware v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED W ITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED, OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: G 1301 MONTALVO WAY, STE 4 JobName madi son-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:09 760423-9479 Page: 1 of 2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 28-5-8 0/ l2 2 0-M 0-M 0-M 0-0-0 3 24 in 150 lbs 0 4 0 N cp TlC? 1 MT 1 T TT t 28-5-8 t 3-8-6 1-11-4 2-7-5 1 0-9 3-10-8 3-10-9 3-10-9 1-0- 4-8-6 8-4-12 10-4-0 12-11-5 16-9-14 20-8-6 24-6-15 28-5-8 1-3-0 1-9-12 2X4 j 3x4 - 0-0-0 0-10-10 0-10-10 1 0- 3-8-6 3-8-6 1-11-4 2-7-5 3-10-9 3-10-8 3-10-9 0-0-0 3-10-9 f1-0 4-8-6 8-4-12 10-4-0 12-11-5 16-9-14 20-8-6 24-6-15 28-5-B All plates shown to be Eagle 20 unless otherwise noted. Loading (psp General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.52 (5-6) Vert TL: 0.04 in L / 999 (14-15) L / 240 TCDL : 15 TPI 1-2014 BC: 0.11 (14-15) Vert LL: 0.03 in L / 999 (14-15) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.37 (19-20) Cant / OH TL0.33 in 2L / 606 23 2L / 480 BCDL : 10 Lumber D.O.L. 115 % Cant / OH LL0.12 in 2L / 999 23 2L / 480 Ho¢ TL: 0 in 12 09/181 Reaction QR OFESS/p JT Brg Combo Ba Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz q Q @• H Q� �� 19 1 8.25 in 1.50 in 2,168 lbs 134 Ibs yp 12 1 5.5 in 1.50 in 786 lbs -26 lbs -261bs CO Material Bracing Q No. C72517 N m ,i? TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DEL #1 2 x 4 except: BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. DFL SS 2 x 6: 18-19 Web:DFL #2 2 x 4 except: L1 DEL SS 2 x 6: 24-23, 25-12 OF CAV Loads 1) This truss has been designed for the effects due to 10 psfbottorn chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end uebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to members 24-1 & 25-11 Load Case DI: Std Dead Load Distributed Loads Member Location i Location 2 Direction Spread Start Load End Load Trib Width But 0-M 8-4-12 Down Proj 5 psf 5 psf 24 in Point Uads Member Location Direction Load Trib Width Top 0-M Down 102lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial foi ce). Only forces greater than 3001bs are shown in this table. TC 4-3 0.489 1,893 lbs (-17011e} 8-9 0.047 -518lbs 5-6 0.519 2,113 lbs (-193 Iba} 9-10 0.051 -558 lbs (.7 OJ92 Ll15lbs II7bn) 10-1t 0.048 -382lbs RC. 113-14 0.01 390 ft (-2o 0?.,*18-19 04L, .I,'A DK 14-15 0.112 561lbs (-46tbs) I5.16 0,095 5171bs (-777 fbs) 0 ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTAIJING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild& Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAN D AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. 1 U96W4 U 1 ZGIU W OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: G 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:10 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0 /12 2 0-M 0-0-0 0-M 0-0-0 3 24 in 150 Ibs 2-21 0.037 -344lbs 4-19 0.163 -1,5321bs 6-19 0.I12 -1,096 Ibs 6-18 0 207 3321bs (-13 7-18 0.102 -1,002 Ibs 8- I6 0.048 -430 Ibs Notes 1) Unless noted otherwise, do not cut or alter any muss member or plate without prior approval from a Professional Engineer. 2) The Fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent pending. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this miss analysis. 7) The forces shown for this multi -ply truss are per ply and the reactions are For all plies. Three identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - l row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min . 135"x3] as follows within 24" of the location shown: TC: 0-0-0, (I)Connec tors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 8) When applied loads are on one side ofgirde5 do not flip drderduring girderconnec tor installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 9) Lateral bracing shall be attached to each ply. 10) All fasteners ninimnn 2-1/2" long unless otherwise noted. i l) Nails in 1st and 2nd ply shall be offset fromsuccessive plies by 12 the nail spacing. 12) Listed wind uplift reactions based on MWFRS Only loading. 13) Parapet TL: 0.03 in, 21/631 (24-1), Allowable 211120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: G1 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:12 760423-9479 Page: I of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0 /I2 7 0-M 0-M 0-M 0-0-0 3 24 in 150 lbs r 28-5-8 r 1-0-q 3-6-6 3-8-6 1-11-4 2-7-5 3-10-9 3-10-8 3-10-9 3-10-9 1-0-0 4-8-6 8-4-12 10-4-0 12-11-5 16-9-14 20-8-6 24-6-15 26-5-8 1-3-0 1-9-12 0 v o N O) 1A �T 1 T TT 3x8 - 0.25 al 2. 1 n _ 3x4 - 5X5 - 7 l Q - 2z4 1 3z4 - 4z8 - 2z4 1 2z4 1 4z8 - 3z4 - 3z4 - 4x4 - 2z4 1 0-0-0 0-10-10 0-10-10 1-0- 3-6-6 3-8-6 1-11-4 2-7-5 3-10-9 3-10-8 3-10-9 0-0-0 3-10-9 1 1-0- 4-8-6 8-4-12 t170 12-11-5 16-9-14 20-8-6 24-6-15 28-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psO General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.52 (5-6) Vert TL: 0.04 in L / 999 (14-15) L / 240 TCDL : 15 TP[ 1-2014 BC: 0.11 (14-15) Vert LL: 0.03 in L / 999 (14-15) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.37 (19-20) Cant / OH 1L0.33 in 2L / 603 23 2L / 480 BCDL : 10 Lumber D.O.L. 115 % Cant / OH LLD. 12 in 2L / 999• 23 2L / 480 Hom Tl» 0.01 in 1 I DOW -aof ESSio* Reaction Brg Brg Max Max_Horz A H E� q� IT' Brg Combo Width Nd Width React Max Grav Uplift Max Wind Uplift Max U�ift_ �� ¢� _ N 1 19 1 8.25 in 1.50 in 2,1551bs 97lbs ►� �� ,775 O I 1 5.5 in 1.50 in 800 lbs -26 lbs -26 lbs Q, to Z Material Bracing U No. C72517 r+ M TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. CY, BC: DEL 91 2 x 4 except: BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. DEL SS 2 x 6: 18-19 Web:DFL #2 2 x 4 except: C1, DFL SS 2 x 6: 24-23 OF Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Duns 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end vebs considered. DOL — 1.60 3) Minimum storage attic loading has been applied in accordance with [BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 24-1 Load Case DI: Std Dead Load Distributed Loads Member Location l Location 2 Direction Spread Start Load End Load Trib Width _ Bot 0-M 84-12 Down Proj 5 psf 5 psf 24 in Point Leads Member Location Direction Load Trib Width Top 0-0-0 Down 1021bs Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer- force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 4-5 0.488 1,890lbs (.16916s) 8-9 0.046 -505lbs 5-6 0518 2,110lbs (-190LI9-10 0.049 -540lbs &7 0.193 I1191bs 1-1261W 10-11 0.044 -3551bs BC 13-14 (XW4 3541bs 1-191bs) IS-l9 0.062 -I?�61bs 14-15 0,109 5421bs (-431bs) lbs) 15-16 0.093 5041bs -74 T T 0 0 ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLiNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TmeBuild® Truss Software v5.6.314 IM INSTRUCLEDTO REFERTOALLOFTHE INSTRUCTIONS, LITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 ThIss: G1 JobName mad ison-lot-58b Date: 09/ 18/ 18 14: 39:12 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0 /12 7 0-M 0-0-0 0-M 0-0-0 3 24 in I lbs 2-21 0.037-3441bs 4-19 0.163-1,5291bs 6-19 0.111-1,085lbs 6- l8 0,207 328 lbs (-10lbs) 7-18 0.IO2-1,0011bs 8-16 0.047 -423 Ibs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Bruce bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of(his truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the miss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance belwcen inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-structural members. 9) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Three identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental l6d Nails or Gun Nails[min . 135"x3] as follows within 24" of the location shown: TC: 0-0-0,(l)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 10) When applied loads are on one side of girder; do not flip girder during Order connector installation, install connectors on the girderside where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 11) Lateral bracing shall be attached to each ply. 12) Al fasteners niminurn 2-1/2" long unless otherwise noted. 13) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 14) Listed wind uplift reactions based on MWFRS Only loading. 15) Parapet TL: 0.03 in, 21/628 (24-1), Allowable 211120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH MTHE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Trlss: H-GB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:14 760-423-9479 Page: t of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 23-0-8 0 /12 1 0-" 0-0-0 0-" 0-0-0 l 24 in 124 Ibs 23-0-8 t 1-0-0 3-10-4 3-10-4 3-10-4 1 3-10-4 3-101 t 2-9-4 t 1-0-0 4-10-4 8-8-8 12 22 16-5-0 20-3-4 23-0-8 1-0-0 v l9 4 TT 2r 2x4 3x$ 0.25 12 3x4 . 4Xr4 • 6,� - 7rp • 61f . 0-0-0 0-0-0 1-0-0 3-10-4 3-10-4 3-10-4 3-10-4 3-10-4 2-9-4 1-0-0 4-10-4 8-8-8 12-6-12 16-5-0 20-3-4 23-0-8 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ (Ioc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.70 (8-9) Vert TL: 0.29 in L / 826 (13-14) L / 240 TCDL : 15 TPI 1-2014 BC: 0.63 (14-15) Vert LL: 0.1 in L / 999 (13-14) L / 360 BCLL : 0 Rep Mbr : No Web: 0.53 (2-4) Horz TL: 0.02 in 10 BCDL : 15 Lurnber D.O. L. 115 % a Reaction 09/18/ _JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift _Max Horiz P.. NCR �( 17 1 1.5 in — 1,053 lbs 56lbs r4� J4� �q � 11 1 5.5 in 3.23 in 3,024lbs 10 1 5.5 in N/A 0 lbs -1,411 lbs -208 lbs -1,411 Ibs to Z 11J Q No. C72517 r+ m Material Bracing TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 3-5-0, Purlin design by Others. BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 3-11-0, Purlin design by Others. y Web:DFL #2 2 x 4 Loads p Ivl1 l) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 23-0-8: 2W IC PIE 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dirns 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end aebs considered. DOL= 1.60 3) Minimurn storage attic loading has been applied in accordance with IBC 1607.1 4) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed toads Member Location l Location 2 Direction Spread Start Load End Load Trib Width But 0-M 17-6-0 Down Proj 5 psf 5 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 12 34 0.129 0,175 -1,455lbs -98ft 4-5 5-6 0,245 0T7n -2,632lbs -? 9761bs 6-7 7.8 0201 0—M -2,167ibs -945 On 8-9 0.695 2,339lbs (-29ibs)� iit 1411 0.290-554lbs 12-13 0.220 896IN (-385lbs) 14-15 0.631 2,9731bs 11-12 0,260 =22471bs U-14 0.516 2163lbs 15-16 0367 t,401 lbs i ,IL b I-17 0.106-1,0761bs 5-15 0.239 -k0A ba 7-12 0.104 •9761bs 1-16 0.315 1,793lbs 5-14 0,033 -320lbs 8-12 0.499 2,771lbs 2-16 0.317 -850lbs 6-14 0.178 1,288lbs (-259lbs) 8-11 0.147 -1,365lbs I 2-4 0.S34 2,406lbs 6-13 0.062 -592IN 9-11 0.414 2,783lbs 2-15 0.254 1,564IN 7-13 0.363 2,056IN 9-10 0266 1,410lbs ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TnieBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: H-GB 1301 MONTALUO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:14 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY 23-0-8 0 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 124 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable webs placed at 24 " CC, U.N.O. 3)Attac h structural gable blocks with 2x420ga plates, UN.O 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this ruof truss is 20 % (Cq — 0.80). 6) Hanger is for graphical intrepretation only. hrstall hanger per manufacturer's recommendation. 7) Provide adequate drainage to prevent ponding. 8) At least one web of this truss has been dcsigred wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 9) Acreep factor of 1.00 has been applied for this truss analysis. 10) 1hidicates non-structural mcmbem,. 11) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 10 may need to be considered. 12) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, L[MITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: H 1301 MONTALVO WAY, STE 4 JobNatnemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:16 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 23-0-8 0 /12 7 0-M 0-M 04)-0 0-0-0 l 24 in 115 lbs 23-0-8 1-0-0 3-10-4 3-10-4 3-10-4 3-10-4 3-10-4 2-9-4 1-0-0 4-10-4 8-B-8 12-6-12 16-5-0 20-3-4 23-0-8 1-0-0 v 0 1 xj4 gx 0.25 12 3 4 _ 4V . 6) � . 71 - 41 6x f - 4 16 7z12 - 4z4 - 6z6 - 6z8 - TT 2x 0-0-0 1-0-0 3-10-4 3-10-4 3-10-4 3-10-4 0-0-0 3-10-4 2-9-4 1-0-0 4_10-4 8-6-8 12-6-12 16-5-0 20-3-4 23-0-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.62 (8-9) Vert TL: 0.29 in L / 826 (13-14) L / 240 TCDL : 15 TPI 1-2014 BC: 0.57 (14-15) Vert LL: 0.1 in L / 999 (13-14) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0.53 (2-4) Ho¢ TL: 0.02 in 10 BCDL : 15 Lumber D.O. L. 115 % 09/18/ FESS/p Reaction A' H'F JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4p 2 �d 17 1 1.5 in — 1,053 lbs 561bs C 11 1 5.5 in 3.23 in 3,024lbs C7 � m No. C72517 10 1 5.5 in N/A 0lbs -1,411 lbs -208 lbs -1,411 lbs w m tY X; Material Bracing TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 3-7-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 4-2-0, Purlin design by Others. CI Web:DFL 92 2 x 4 Loads r' OF CALIF 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truce, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location 1 Location 2 Direction _ Spread Start Load End Load Trib Width Bot 0-M 17-6-0 Down Proj 5 psf 5 psf 24 in Member Forces Table indicates: Member 1D, mac CSI, max axial force, (max comer. force if different from max axial force). Only forces greater Bean 3001bs are shown in this table TC 1-2 4.5 0.117 t1 M -1,455lbs -2Tits 5-6 & 7 0..252 0.183 -2,976lbs -21671bs 7-8 8-9 0.2-14 0.619 -334lbs ' i39 lbs 0114 BC 11-12 021-4 2,247lbs 13-14 0.461 2,163lbs 15-16 0.327 1,266lbs t1-13 OA93 3311bs (-Ilbs 14-15 0,566 2.973lbs 11Bb 1-17 U.106 -1, Mft 5.15 0.107-tJ41bs 9-12 6.•YJ9 4771 ft I-16 0.315 1,783lbs 6-14 0.177 936lbs 8-11 0.147 -1,365lbs 2-16 0.317 -850lbs 6-13 0.062 -592IN 9-11 0.427 -2,783lbs 2-4 0.534 --2,406lbs 7-13 0.363 2,056 lbs 9.10 0.266 1,4101bs 2-15 0.254 1,437lbs 7-12 0.104 -976lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, L MITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCi"S +II Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: H 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:16 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 23-0-8 0 /12 7 0-M 0-M 0-M 0-0-0 1 24 in 115 Ibs ,) "race bottom cnora wan approvea sneatnrng or pumns per ttracmm g Numary. 6) At least one web of this truss has been desigie d wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 10 may need to be considered. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuTrus s ss Software v5.6.314 INSTRUCFED TO REFERTO ALLOFTHE INSTRUCHONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Triss: H2-DT 1301 MONTALVO WAY, STE 4 JobNamemadison4ot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:18 760-423-9479 Page: 1 of[ SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-0-0 0 /12 1 0-0-0 0-M 0-M 0-0-0 1 24 in 28 lbs l 5-0-0 r T 1 1 1-0-0 1 _ 4-0-0 � f 1-0-0 5-0-0 1-0-0 2)�41 0.25 12 3) 6x�0 - 2z4 1 3 64 - 3z4 - 0-0-0 0-0-0 1-0-0 4-0-0 1-0-0 5-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading 4 General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.19 (3-4) Vert TL: 0.02 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0.21 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web : 0.15 (2-5) Horz TL: 0.01 in 4 BCDL: 15 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 7 1 1.5 in — 434 lbs -107 lbs -10 lbs -107 lbs 42 lbs 4 1 5.5 in 1.50 in 427 lbs •115 lbs -115 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 9-11-0, Purlin design by Others. 09/1 Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 5-M: 60 plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the Following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category IL, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Tmrs, Both end webs considered. DOL — 1.60 4) Minimum storage attic loading has been applied in accordance with BC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 0 Q w ;ROfESS/p 2-p R�9 om�Z No. C72517 tT' m CI _ OF CKY Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater Than 300lbs are shown in this table. 1-6 0.103 743lbs (-245 lbs) 12-4 0.127 808lbs (-754ibs) Notes 1) Unless noted otherwise, do not cut or alter any truss mernber or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purl ins per Bracing Summary. 6) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside lace of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 7Indicates non-structural members. 10) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 7, 4 may need to be considered. l l) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALiING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuildO Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VAUD ONLY WHEN EAGLE METAL CONNECFORSARE USED, OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: H2 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:20 760-423-9479 Page: left SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 5-0-0 0 /12 4 0-M 0-0-0 0-" 0-0-0 1 24 in 28 lbs 5-0-0 r 1-0-0 4-0-0 r 1-0-0 5-0-0^� 1-0-0 2N4 1 0.2,512 3x 6x40 - T m T 2x4 1 3 64 - 3z4 - 0-0-0 0-0-0 1-0-0 4-0-0 1-0-0 5-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading {psf) General CSI Deflection L/ {loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC : 0.16 (3�) Vert TL: 0.02 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0, l8 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0.09 (1-6) Herz TL: 0 in 4 BCDL : 15 Lumber D.O. L. 115 % Reaction JT Brg Combo Brg Width Rqd Br& Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz �t4 7 1 1.5 in — 353 lbs -10 lbs -10 lbs 42 lbs 4 1 5.5 in 1.50 in 343 lbs CO ¢- Material Bracing W TC: DFL #1 2 x 4 TC Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It, It = 15 It, End Zone Truss, Both end Nebs considered. DOL — 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. �?,pFESS/Qy No. C72517 m lu 0L her Forces Table indicates: Member [D, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in this table. lbs 11-6 0.086 484lbs (-221Ibs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval fiom a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 7Indicates non-structural members. 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I True Build® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONN ECTORSARE USED, 07401 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: H3-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:21 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OUR CANT L CANT R PLYS SPACING WGT/PLY 4-4-2 0 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 24 lbs l 4-4-2 t 1-0-0 3-4-2 1-0-0 4-4-2 1-0-0 2VQ.25 12 3) 3x44 - 2.41 3 84 - 3z4 - 0-0-0 0-0-0 1-0-0 3-4-2 1-0-0 4-4-2 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC : 0.15 (3�) Vert TL: 0.01 in L / 999 (5-6) L / 240 TCDL : l5 TPI 1-2014 BC: 0.17 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web: 0. 10 (2-5) Horz TL: 0 in 5 BCDL : 15 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 7 1 1.5 in -- 373 lbs -80 lbs -16 lbs -801bs 41 lbs 5 1 1.5 in 360 lbs -93 lbs -93 lbs Material TC: DFL 91 2 x 4 BC: DFL 91 2 x 4 Web:DFL #2 2 x 4 - Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 4—I-2: !8( PIE 3) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 It, h = 15 ft, End Zone Truss, Both end Nebs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 'qg)FESS/0'' w `r No. C72517 rn m or_ ,;a Member Forces Table indicates: Member ID, max CS I, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 11-2 0-M-4901bs _13-4_ 0.150-578lbs I l 11-6 0.08S 618lbs I-w'5lbs) 12-5 0.103-674lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturet's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 7, 5 may need to be considered. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VAI1D ONLY WHEN EAGLE METAL CONNECfORSARE USED. 1100TIOT11019811 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: H3 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:23 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 44-2 0 /12 16 0-0-0 0-M 0-M 0-0-0 1 24 in 24 lbs 4-4-2 t 1-0-0 3-4-2 t 1-0-0 4-4-2 —� 1-0-0 2V?.25 12 3h 3x44 - 2z4 1 3x4 - 3z4 - 0-0-0 0-0-0 1 1-0-0 3-4-2 1-0-0 4-4-2 All plates shown to be Eagle 20 unless otherwise noted. Loading (psis General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.13 (3-4) Vert TL: 0.01 in L / 999 (5-6) L / 240 TCDL : 15 TPI 1-2014 BC: 0.15 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.11 (2-5) Herz TL: 0 in 5 BCDL : 15 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 7 1 1.5 in 398 lbs -105 lbs -16 lbs -105 lbs 41 lbs 5 1 1.5 in — 385 lbs -118 lbs -118 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web-DFL 92 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. 09J18! co w � Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-M to 4-4-L plf 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with BC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. ;RpEESS/ No. C72517 Zm� m CI OF CAL\ Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than300lbs are shown in this table. 11-6 0.092 663lbs (-244IN) 12-5 0.111-731lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purtins per Bracing Summary. 6) At least one web of this truss has been designed vvi tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 7, 5 may need to be considered. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH M THE EAGLE METALPRODUCPS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 74 0137/0253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: H4 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:25 760423-9479 Page: 1 oft SPAN PITCH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY 16-6-13 0.25 / l2 3 0-0-0 0-M 0-M 0-0-0 l 24 in 76 lbs 16-6-13 _ _ t 4-1-11 4-1-11 r 4-1-11 4-1-12 r 4-1-11 8-3-6 12-5-1 16-6-13 TT �r 11 r—r - 0.2 412 3x,4 - 3x8 - 712 - 2z4 1 43- 4 84 - 6A - 2z4 1 0-0-0 r 4-1-11 t 4-1-11 4-1-11 0-0-0 4-1-12 r 4-1-11 8-3-6 12-5-1 16-6-13 7 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 0.22 (1-2) Vert TL: 0.18 in L / 999 (8-9) L / 240 TCDL : 15 TPI 1-2014 BC: 0.48 (7-8) Vert LL: 0.06 in L / 999 (8-9) L / 360 BOLL: 0 Rep Mbr : Yes Web: 0.36 (1-9) Horz TL: 0.02 in 5 BCDL : 15 Lumber D.O.L. 115 % imof ESS/� Reaction A• Mr R��C JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz ��0� 10 1 1.5 in — 900 lbs 64 lbs 5 l 5.5 in 1.50 in 919 lbs m w Q No. C72517 t`+ m Material Bracing Cr TC DEL #1 2 x 4 TC: Sheathed or Purlins at 4-1-0, Purlin design by Others. BC: DEL #1 2 x 4 Web:DFL #2 2 x 4 BC: Sheathed or Purlins at 8-1-0, Purlin design by Others. n � C 1 LoadsF ---I� l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 16-6-13: 200 pli 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 R x 60 It, h — 15 ft, End Zone Truss, Both end w ebs considered. DOL= 1.60 4) Minimurn storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CS I. max axial force, (max comer. force if different from max axial force). Ontv forces greater than 300lbs are shown in this table. TC 2 0.221 -1.%01bs 2-3 0.210 ---'r106TN 3-4 0.Ifi4 -1,8611bs 4-5 0.1S7-I,fi5ttbs BC 6.7 a.144 •758IN. 7.8 0,479' 2A03 the 9-9 0.429 1,947 iba 9-10 0.176-SS'-) lbs 118b 1-10 0)%4 -8199a M 0.181 %191 ft (.6671hs) 1 7 0.035 -30%N i-9 0.362 2,082lbs 3-8 0.047 337lbs (-2611bs) 5-7 0-319 1,808lbs 2-9 0.051 -521lbs 3-7 0361 -1,316lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recornmendation, 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Surnrnary: 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 71ndicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TnueBuild® Truss Software v5.6.314 INSTRUCFEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:26 760-423_9479 Page: 1 of] SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 12-8-8 0.25 /12 2 0-M 0-" 0-M 0-0-0 1 24 in 91 lbs i 18-6-0 1 1--0 4-5-7 _ 5-11-12 I 6-8-13 1-44 1 -0 5-9-7 11-9-3 18-6-0 2-4-11 61- aYF - 2x4 1 0.25 12 4>�§ - 2.441 0-11-8 0-11-8 0-0-0 1-4-0 1 4-5-7 k 5-11-12 6-8-13 0-0-0 1-4-0 5-9-7 11-9-3 18-6-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.69 (4-5) Vert TL: 0.19 in L / 999 (6-7) L / 240 TCDL : 15 TPI 1-2014 BC: 0.55 (7-8) Vert LL: 0.07 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.34 (5-7) Horz TL: 0.01 in 6 BCDL : 10 Lumber D.O.L. 115 % Reaction 09/181 JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz FESS/p� HERS �Q A. l 1 1 5.5 in 1.50 in 998 lbs 90 lbs ( �� -1 .� 6 1 5.5 in 1.50 in 919 lbs CIO Material Bracing cS '�c No. C72517 mr+ m TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-9-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Loads CI 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. OF CAV 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 m (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category fl, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end "cbs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 1-3-11 Down 90lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than300lbs are shown in this table. 3 1-10 0.254 1,425lbs (-103 Ibs) 10-8 0.295 1,670lbs (-148 lbs) 5-6 0.107-831lbs 2-10 0.164 -3 17 lbs 4-7 0.066-503lbs Notes 1) Unless noted otherwise, do not cut or alter any miss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed wi tha part point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCCS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONN ECfORSA RE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I1 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:28 760-423-9479 Page: 1 of SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY l 1-8-0 0.25 / l2 2 0-M 0-M 0-M 0-0-0 1 24 in 91 lbs r _ _ 17-5-8 1-4-0 r 4-5-7 r 5-11-12 5-8-5 1-4-0 5-9-7 11-9-3 17-5-8 2-4-11 JT N T '1'1 a.,a '?vd I 0.25 12 4x0 2x44 1 2 94 1 4x6 - 6x8 - 2A 0-11-8 0-11-8 1-4-0 4-5-7 0-0-0 r_ 5-11-12 5-8-5 1-4-0 5-9-7 11-9-3 17-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psf) General CSI Deflection L/ Ooc) Allowed TCLL , 20 Bldg Code: CBC 2016/ TC: 0.38 (4-5) Vert TL: 0.14 in L / 999 (7-8) L / 240 TCDL : l5 TPI 1-2014 BC: 0.45 (7-8) Vert LL: 0.04 in L / 999 (7-8) L / 360 BCLL : 0 Rep Mbr : No Web -. 0.28 (5-7) Ho¢ TL: 0.01 in 5 BCDL . 10 Lumber D.O.L. 1 l5 % Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 11 l 5.5 in 1.50 in 940 lbs 90 lbs 5 1 5.5 in 1.50 in 883 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL 42 2 x 4 Bracing TC: Sheathed or Purlins at 4-11-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category [I, Overall Bldg Dims 25 ft x 60 ft, It = 15 It, End Zone Truss, Both end lwbs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 1-3-I1 Down 90lbs cw w Q No. C72517 N m CY-' -'a Member Fo rces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in dtis table. rr Ir? nlM-1(m1h< 11.4 2m .g71hs ILA n.177 -t 1q1 the IJ-9 0172 _I CIL rh. I 1-10 0236 1,328lbs (-IIIIbs)I10-8 0.270 1,526lbs (-152lbs) 2-10 0.152-314ibs 4-7 0.057-435lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has bee n designed wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofeach web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face ofbearing and where the outside edge of the end web meets the bottorn side ofthe top chord shall not exceed 0.5" 8) 7Indicates non-structural members. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.31Y INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH TNTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST,DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 1096074 014010253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I1 1301 MONTALUO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:28 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 1 1-8-0 0.25 /12 2 0-m 0-0-0 0-m 0-0-0 1 24 in 91 lbs 9) Listed wind uplift reactions based on MWFRS Only loadiniz. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBUlId® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCL'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I2-DT 1301 MONTALUO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:30 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 11-8-0 0.25 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 91 lbs 17-5-8 1 i — 1 1-4-0 1 4-5-7 5-11-12 5-8-5 1-4-0 5-9-7 ' 11-9-3 17-5-8 2-4-11 0.25 12 4> 6x - 2 4 1 1 x2 N N N 1 1 1 0„ 2x44 3x8 - 7x12 - 2.41 4x6 • 6.87 - 2z4 1 0-11-8 0-11-8 0-0-0 0-0-0 h 1-4-0 t 4-5-7 i 5-11-12 t 5-8-5 1-4-0 5-9-7 11-9-3 17-5-8 All plates shown to be Eagle 20 unless otherwise noted Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.38 (4-5) Vert TL: 0.14 in L / 999 (7-8) L / 240 TCDL : 15 TPI 1-2014 BC: 0.45 (7-8) Vert LL: 0.04 in L / 999 (7-8) L / 360 BCLL : 0 Rep Mbr : No Web: 0.74 (3-7) Ho¢ TL: 0.01 in 5 BCDL : 10 Lumber D.O. L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz l l 1 5.5 in 1.50 in 972 lbs 90 lbs 5 1 5.5 in 1.50 in 901 lbs -9 lbs -9 lbs Material TC: DFL #1 2 x 4 BC: DFL 91 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 4-8-0, Purlin design by Others. BC: Sheathed or Purlins at 7-1-0, Purlin design by Others. 09 /1 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord f7orn 0-0-0 to 17-5- : 2( plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 It, h = 15 It, End Zone Truss, Both end webs considered. DOL= 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 1-3-11 Down 90lbs �RUrc' A. � No C72517 M -'- Jim /-A� Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in fis table TC t-2 0.124 -1" lbs 2-3 ur -I,t'171hs 1.4 r1.3,7 --'-,041lbs 4-s 0.378-1.632tbs RC 6-7 0.268 -1A74lbs 7.3 0.432 1$'iz}Ihs t-262lbsi 8.9 0?r4 929Ibs 4%lbs1 10-11 0.038-304lhs I LA-b I- I 1 0.0 2 -935 lbs 3� 10 0.365 - I, E 7 I hs 4-7 0,057 -435 lbs -10 0.236 1,419lbs (-Illlbs) 10-8 0.270 1,834IN (-254lbs) 5-7 0277 1,905lbs (-294lbs) 2.10 0.152 -314lbs 3-7 0.735 -1,314IN Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has lee n desighe d wi th a pane 1 poin t in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" T T m 0 ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECfORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Tr>Iss: I2-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:30 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANE R PLYS SPACING WGT/PLY 11-" 0.25 / 12 1 0-m 0-m 0-m 0-0-0 t 24 in 91 lbs 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 5 may need to be considered. 10) Listed wind uplift reactions based on MWFRS Only loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH MTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE CONNECTORS ARE USED. 1096074 0/43/0253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I3-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:32 760-423-9479 Page: 1 o1 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 37-3-8 0.25 /12 1 0-M 0-M 0-M 0-M 1 24 in 173 lbs 37-3-8 4-3-7 5-11-12 5-11-12 5-11-13 2-5-2 2-5-3 4-10-5 5-4-2 4-3-7 10-3-3 16-2-15 211-12 24-7-14 27-1-1 31-11-6 37-3-8 7x782 - 51- 0.25 4 a 4xf - 51- 31 - 2�4 I 2V 1 4 9 ITT 2x 0-0-0 0-0-0 4-3-7 5-11-12 5-11-12 5-11-13 4-10-5 4-10-5 5-4-2 4-3-7 10-3-3 16-2-15 22-2-12 27-1-1 31-11-6 37-3-8 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.53 (4-5) Vert TL: 0.23 in L / 746 (10-11) L / 240 TCDL : 15 TPI 1-2014 BC: 0.74 (11-12) Vert LL: 0. 17 in UP L / 999 (10-11) L / 360 BCLL : 0 Rep Mbr : No Web: 0.82 (2-15) Horz TL: 0.04 in 10 BCDL : 10 Lumber D.O.L. 115 % FESS/ A- H fi C Reaction O ? Brg Big Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz JT Combo 1 5.5 in 1.50 in 1,302 lbs -68 lbs -68 lbs 105 lbs 13 1 5.5 in 2.07 in 1,941 lbs m NO. C72517 w171 Z 10 1 5.5 in 1.50 in 757 lbs LU Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 3-6-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 4-5-0, Purlin design by Others. Web:DFL #2 2 x 4 Web:One Midpoint Row: 3-14, 4-13 Cl OF ako1 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 37-3-8: 180 PIE 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 1-3-11 Down 90lbs Bat 28-0-11 Down 63lbs Bot 30-0-11 Down 63Ibs Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces kcalcr than 300lbs are shown N thistable. TC i 2 2.3 0.332 0.390 -1,833 lbs -3.179IN 3-4 41 3 0,372 0.538 -3,304lbs 3.M lbs -_' +'�0.'' IN) 5-6 (0 0.481 C433 2,003 lbs (-1,621 lbs) -'L' 16INs 7-8 8.9 1647 0.453 0,457 0,2I5 -1,877lbs -9w 163 698Ibs 10I1 0.354 9731Ns I..3 UI'fNs [ 1,8871N51 —IBC i40G3131hs is IS Oi44 _3ids [•GSlb) 1-2 0.739 1.908bs f-usll � 024Ibs1 I5.16 R4S2 1477ibs i-131W 041 0.1M IAWIbs Web 1-I6 0.306 11191bs (a29lbs) 3.14 0-W •2•{}I01bs 6.13 067-8931he 2-16 Q106 -1,009lbs 4-14 0.124 902lbs (-365lbs) 6.12 0.165 958lbs 9-Io 0.109 -681lbs 2-15 0.817 2,185 lbs (-1,380 lbs) 4-13 0.454 -2,649lbs 7.1! 0.059 -399 lbs 3-15 0.087 -682 lbs 5-13 0.057 -391 lbs 8-11 0.057 -363 lbs ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIM[TATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECFORSAREUSED: OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I3-DT 1301 MONTALVO WAY, STE 4 JobNamemad ison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:32 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 37-3-8 0.25 / 12 l 0-M 0-0-0 0-M 0-0-0 l 24 in 173 Ibs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) A creep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 7) 2D Indicates lateral bracing required perpendicular to the plane of the truss at either the midpoint (one shown) or third points (two shown), bracing by others. See BCSI-133 for additional information. 8) _,Indicates non-structural members. 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint l may need to be considered. 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCfEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNEC70RSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I3 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:34 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 38-11-13 0.25 /12 7 0-M 0-" 0-" 0-0-0 1 24 in 182 lbs r 38-11-13 _ 1 2-11-14 t 2-11-14 5-11-12 5-11-12 5-11.13 t 2-5-2 t 2-5-3 t 4-10-5 5-4-2 2-11-14 5-11-12 11-11-8 17-11-4 23-11-1 26-4-3 28-9-6 33-7-11 38-11-13 N co T� T T 7x16- 4 - 3 4_ 0.25 12 6x�. 51- 51- 31- 2VI 2)04I 410 T T TO-1-46z 0-0-0 t 5-11-12 t 5-11-12 t 5-11-12 5-11-13 4-10-5 r 4-10-5 t 0-0-0 5-4-2 , 5-11-12 11-11-8 17-11-4 23-11-1 28-9-6 33-7-11 38-11-13 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.44 (5-6) Vert TL: 0.24 in L / 999 (15-16) L / 240 TCDL : 15 TPI 1-2014 BC: 0.53 (15-16) Vert LL: 0.09 in L / 999 (15-16) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.56 (4-15) Horz TL: 0.01 in 11 BCDL : 10 Lumber D.O. L. 115 % Reaction 09/181 Q?0ESS/{7r1i- JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 1 1 l0 in 1.50 in 1,220 lbs 105 lbs "r9 ESN �p fi 9 14 1 5.5 in 2.15 in 2,015 lbs ��rQ 11 l 5.5 in 1.50 in 749 lbs CO to 2 Material Bracing w No. C72517 m TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-10-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Web -.One Midpoint Row: 5-14 Loads IVtL l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. [ 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Bath end webs considered. DOL = 1.60 3) Minirnurn storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: SO Dead Load Point Loads Member Location Direction Load Trib Width Top 3-0-0 Down 90lbs Bot 29-9-0 Down 63lbs Bot 31-9-0 Down 63lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table TC 2-3 3-4 4-5 0254 0.360 0.337 -1,910lbs 2,498lbs -1.695 the 5-6 lr7 7-9 0.443 0A33 0.359 462lbs 452lbs -866 $s 8-9 9-10 0360 0.405 -880lbs -880lbs l BC 12-13 0.498 8761bs 1415 0.42 1,669lbs (-47lbs) 16-17 0.459 1,908lbs (-12lbs) 13-14 0.410 3091bs (-58lbsl 15-I6 0.530 1.493lbs (-63lbs) 17-I8 0323 821lbs 9-0 0.057-35816a W1 b 1-18 0.193 t,tM ibs 1.16 0.119 67$1ba (-53lbs) 6.14 0.057 -3951b6 2-18 0.177 -1,306lbs 4.15 0.558 -923lbs 7-14 0.170 -908lbs 10-12 0.186 1,013lbs 2-17 0236 1,331lbs (-50lbs) 5-15 0.096 508lbs 7-13 0.169 959lbs 10-11 0.107-671lbs 3-17 0.076 -619lbs 5-14 0,405 2,225lbs 8-13 0.061 -412lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Provide adequate drainage to prevent ponding. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuildO Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I3 1301 MONTALVO WAY, STE 4 JobNarnemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:34 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 38-11-13 0.25 /12 7 0-M 0-M 0-M 0-0-0 1 24 in 182 lbs 4) Brace bottom chord wun approved sneattung or puruns per Bracing Nurranary. 5) Acreep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 7) ® Indicates lateral bracing required perpendicular to the plane of the truss at either the midpoint (one shown) or third points (two shown), bracing by others. See BCSI-133 for additional information. 8) 1Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUC-rS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 4 014710253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I3A 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:36 760-423-9479 Page: 1 of`2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 38-11-13 0.25 /12 3 0-M 0-M 0-M 0-0-0 1 24 in 198 lbs 38-11-13 2-11-14 2-11-14 5-11-12 5-11-12 4-11-13 2-0-0 3-10-5 4-10-5 5-4-2 2-11-14 5-11-12 11-11-8 17-11-4 22-11-1 4-11-f 28-9-6 33-7-11 38-11-13 N M � O g 1 'T 716 - 4xg 3> 4 1 Z 0.25 1-2-6 x . 4x54 - 81 6xf 4 3 ' 2 j4 4 0 �% TT 7-1 46xfi - 7z8 - 3z4 - 5x8 - 6x8-x92z4 1 3z4 - 4z6 2x4 I 6x6 - 0-0-0 0-7-8 0-7-8 0-0-0 5-11-12 5-11-12 5-11-12 4-11-13 0 11- -a 3-10-5 1 4-10-5 1 5-4-2 t 5-11-12 11-11-8 17-11-4 22-11-1 2 -11-1 28-9-6 33-7-11 38-11-13 All plates shown to be Eagle 20 unless otherwise noted. Loading [ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC : 0.44 (7-8) Vert TL: 0.15 in L / 999 (i ]-l2) L / 240 TCDL : l5 TP[ ]-2014 BC : 0.53 (19-20) Vert LL: 0.08 in L / 999 (19-20) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.70 (5-17) Horz TL: 0.01 in 16 BCDL : 10 Lumber D.O. L. I l5 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz uy�ro� - QR�SS/ �{ A, I? I 1 10 in 1.50 in 1,216 lbs _ 105 lbs 16 5.5 in 2.14 in 2,009 lbs CO 1 Z 1 l 1 5.5 in 1.50 in 755 lbs w No. C72517 r + m Material Bracing X TC: DFL #1 2 x 4 BC: DFL #i 2 x 4 TC: Sheathed or Purlin at 3-10-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0 Purlin design by Others Web:DFL #2 2 x 4 p IV0- Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Ditns 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs [roving point live load has been applied to the BC concurrent with other dead + live loads. Load Case D1: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 3-0-0 Down 90lbs Bot 29-9-8 Down 63lbs Bot 31-9-8 Down 63lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces weater than 300lbs are shown in this table TC 2-3 3-4 4-S 0250 0.362 Q4 -11889lbs -2,483 lbs -l $Ihs 6-7 8-9 9-10 0293 0.329 0.394 647lbs -895 lbs -8952,5 BC 12-13 0.504 8901bs 21-22 0.321 818lbs 9-20 0.534 1,479Ibs (-61lbs) 20-21 0.459 1.996 lbs -12 lbs %b I-72 0.192 1,074lbs 5-19 0,069 357N 7-15 0.154 67lIb6 ±•» 0.177 -1,302lbs 5-17 0.701 -1,765lbs 8-15 0.304 -1,142lbs .' 21 0.233 1,313 lbs (-48 lbs) 19-17 0.282 1,574 lbs (-37 lbs) 15-13 0.160 875 lbs 3.21 0.075 -616lbs 6-17 0.260 859lbs 9-12 0,057 -363lbs 340 0.119 672ibs (-52lbs) (rl6 0.141 -1,255lbs 10- [2 0.189 1,030lbs 4-19 0.584 -966lbs 7-16 0,109 -936lbs 10-11 0.108 -677lbs ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSSBASED UPONTHISTRUSSDESIGN DRAWINGARE TrueBuild®Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METAL[ RODUCCS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I3A 1301 MONTALVO WAY, STE 4 JobName madi son-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:37 760423-9479 Page: 2 of 2 SPAN PH'CH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY 38-1 t-13 0.25 / l2 3 0-M 0-M 0-M 0-0-0 1 24 in l98 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 5) At least one web of (his truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance belwcen inside face ofbearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE ® Tru ss Software v5.6.314 INSTRUCLEDTO REFERTO ALLOFTHE INSTRUCTIONS, L 41TATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECCORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I3Z 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:38 760-423-9479 Page: I of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 37-3-8 0.25 /12 3 0-M 0-M 0-0-0 0-0-0 l 24 in 172 lbs 37-3-8 1 4-3-7 5-11-12 5-11-12 5-11-13 2-5-2 2-5-3 4-10-5 5-4-2 4-3-7 10-3-3 16-2-15 E712 24-7-14 27-1-1 31-11-6 37-3-8 7x8 4 4- 0.25 1a{a 4x�- 51- 31- 2�41 2V1 41 TTT 2x 0-0-0 t 4-3-7 5-11-12 1 5-11-12 1 5-11-13 1 4-10-5 1 4-10-5 1 1 0-0-0 5-4-2 4-3-7 10-3-3 16-2-15 22-2-12 2 1-1 31-11-6 37-3-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 0.44 (4-5) Vert TL: 0.21 in L / 999 (14-15) L / 240 TCDL : 15 TPI 1-2014 BC: 0.49 (14-15) Vert LL: 0.07 in L / 999 (14-15) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.45 (3-14) Horz TL: 0.01 in 10 BCDL : 10 1 Lumber D.O.L. 115 % pFESS/a R Reaction Q p` HERN E IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz _r� ¢Q �. 1 1 5.5 in 1.50 in 1,134 lbs 105 lbs d 13 1 5.5 in 2.07 in 1,941 lbs 10 l 5.5 in 1.50 in 757 lbs w No. C72517 m Material Bracing cr_ TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 4-1-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web:DFL #2 2 x 4 Web -.One Midpoint Row: 4-13 T IVR- Loads ,0 1) This truss has been designed for the effects due to 10 psfbottorn chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 ft, h — 15 ft, End Zone Truss, Both end Hebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 1-3-11 Down 90lbs Bot 28-0-11 Down 63lbs Bot 30-0-I1 Down 63lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 1-2 2-3 0288 0.339 -1,480lbs •" 1IN 3-4 4.5 0.322 0.4Q -1,599lbs 41216s 5-6 &? 0.420 0337 402lbs 418916s 7-8 0.337-902lbs 2-9 a395 -902IN BC H-12 0A79 998lbs 13-14 0.408 1,576lbs (-48lbs) 15--16 0.402 1,477lbs (-131bs) L2-L3 0-394 3321bs -51lbs) L4-L5 0.491 218lbs -65lb4 9-10 0,10) -631Ito Web 1-16 0.305 1,714lbs (-54lbs) 4-14 WU 445lbs 6-12 0.165 931lbs 2.16 0.090 -7351bs 4-13 0.376 2,067lbs 7-12 0.059 -399lbs 2-15 0,151 8541bs (-54lhS) 5-13 0.057 -391lbs 8-11 0,057 -363lbs 3-14 0.455 -752IN 6-13 0.167 -893lbs 9.11 0.189 1,038lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECI'ORSARE USED. '^.Ii>177 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: I3Z 1301 MONTALVO WAY, STE 4 JobNarnemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:39 760423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 37-3-8 0.25 /12 3 0-M 0-M 0-M 0-0-0 1 24 in 172 lbs 4) Brace bottom cnora wrtn approvea sneattung or puruns per Bracing summary. 5) Acreep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearance between inside Ike of boaring and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 7) '-571 Wicates lateral baJng requited perpendicular to the plane of the truss at either the midpoint (one shown) or third points (two shown), bracing by others. See BCSI-133 for additional information. 8) 1Indicates non-shncwral members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® "Buss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCrS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Triss: J 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:40 760-423-9479 Page: l of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 7-5-0 0.25 /12 1 0-M 0-M 0-0-0 0-0-0 l 24 in 47 lbs t _ 7-5-0 t t 3-4-0 t 4-1-0 r 3-4-0 7-5-0 0- i 0-0-0 0-0-0 3-4-0 4-1-0 3-4-0 7-5-0 All plates shown to be Eagle 20 unless otherwise noted. Loading {ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.17 (2-3) Vert TL: 0.02 in L / 999 (4-5) L / 240 TCDL : 15 TPI 1-2014 BC: 0.17 (4-5) Vert LL: 0.01 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web: 0.22 (3-5) Harz TL: 0.01 in 3 BCDL : 15 Lumber D.O.L. 115 % Reaction JT ft Combo Brg Width Rqd Bug Width Max Rsaci Max.Grav Uplift Max WirKI Uplift Max U Ip iR Max Ilorie 6 1 5.5 in 1.50 in 847 lbs -409 lbs -409 lbs -1 l2 lbs 3 1 5.5 in 1.50 in 854 lbs -402 lbs -2 Ibs -402 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 7-6 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 7-9-0, Purlin design by Others. Loads L/ 1) This truss has been designed For the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to a 1,650 lbs (80.8 plf) drag load distributed along shear walls along the bottom chord from 0-M to 20-5-0. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Ttua;, Both end mbs considered. DOL= 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607. l 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to member 7-1 Membe r Forces Table indicates: Member ID, max CSI, max ax al force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. 1-5 0.166 1,204lbs (-772 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between iwide face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-structural memix-m ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:41 760-423-9479 Page: 2 of 2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-5-0 0.25 /12 1 0-" 0-" 0-" 0-0-0 1 24 in 47 lbs 9) Due to negative reactions in gravity toad cases, special connections to the bearing surface at joints 6, 3 may need to be considered 10) Listed wind uplift reactions based on MWFRS Only loading. 11) Parapet TL 0 in, 2L/999 (7-1), Allowable 2LJ120. ALLPERSONS FABRICATING, SG DESIGN TneBwg 5.6.314 INSTRUCTED TO RERALLICODELS �Metal Products DESIGNOIE WI DESIGN AAVAIL4BLEE FROM EAGLE UPON REQUEST. VAUD ONLYWHEN GLE META E OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J1 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:42 760-423-9479 Page: 1 off SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-5-0 0.25 /12 3 0-0-0 0-M 0-M 0-0-0 1 24 in 48 lbs 7-5-0 3-4-0 _ 4-1-0 _ i 3-4-0 7-5-0 1 3x8 . 7xJ0 0.25 12 2 q 8x10 - N N NttO T 2x4 1 6x8 • 2.441 0-0-0 0-0-0 3-4-0 f 4-1-0 r 3-4-0 7-5-0 All plates shown to be Eagle 20 unless otherwise noted 11 T 0 0 Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0, l5 (2-3) Vert TL: 0.02 in L / 999 (4-5) L / 240 TCDL : 15 TPI 1-2014 BC: 0.16 (4-5) Vert LL: 0.01 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : Yes Web . 0.23 (3-5) Horz TL: 0 in 3 BCDL : 15 Lumber D.O.L. 115 % Reaction p?QFESS/p�,J Q PP. HER'�Yr JT Brg Cornbo Brg Width Rqd Brg Width 1 1 5.5 in 1.50 in Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 872 lbs -427 lbs -427 lbs 91 lbs p co 3 1 5.5 in 1.50 in 872 lbs -427 lbs -427 lbs 1� w Q No. C72517 m Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 BC: Sheathed or Purlins at 7-10-0, Purlin design by Others. J J Jim T Loads (/ 1) This truss has been designed For the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to a 1,650 lbs (80.8 plO drag load distributed along shear walls along the bottom chord from 0-M to 20-5-0. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 If x 60 ft, h = 15 ft, End Zone Truss, Both end %ebs considered. DOL= 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, mac CSI, max axial force, (max compr. Force if different from max axial force), Only forces greater than 3001bs are shown in fhis table. ..1 , 3-5 0.231 1,319 Ibs (-925 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) Acreep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearance betwecn iraidr trace of bearing and where the outside edge of the end web meets the bottorn side of the top chord shall not exceed 0.5" 7) 7Indicates non-structural members. 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 1, 3 may need to be considered. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J10 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:44 760-423-9479 Page: I of I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY } 5-6-14 0 /12 1 0-0-0 0-M 0-M 0-0-0 l 24 in 31 lbs 11 E 2r 5-6-14 1-0-0 4-6-14 1-0-0 5-6-14 1-0-0 2x,4 1 0,323 12 3x44 - 0-0-0 0-0-0 1 1-0-0 4-6-14 1-0-0 5-6-14 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.41 (3-4) Vert TL: 0.04 in L / 999 (5-6) L / 240 TCDL : 24 TPI 1-2014 BC: 0.30 (5-6) Vert LL: 0.02 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web: 0.15 (2-5) Horz TL: 0 in 5 BCDL: 15 Lumber D.O.L. 115 % pRpFESS/pN Reaction�4 JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 7 1 1.5 in — 4741bs 48 lbs 5 1 5.5 in 1.50 in 421 lbs M Z No. C72517 N m Material Bracing tl; CY-' TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottorn chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category ❑, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Trusi, Bath end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location l Location 2 Direction Spread Start Load End Load Trib Width Bot 0-M 3-3-2 Down Proj 5 psf 5 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial Force, (max coin pr. Force if different from max axial force). Only forces greater than 30011bs are shown in this table. 1-6 0.128 727lbs (-156lbs) Notes I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Sumrnary. 6) At least one web of this truss has been designed wi th a pane I point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J11 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA, 92262 Date: 09/18/18 14:39:45 760423-9479 Page: i of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 4-6-1 0 /12 1 0-M 0-M 0-" 0-0-0 1 24 in 26 lbs 4-6-1 1-0-0 + 3-6-1 1-0-0 4-6-1 1-0-0 T 3) 2) A 24i323 12 3.t - 0-0-0 0-0-0 t 1-0-0 r 3-6-1 t 1-0-0 4-6-1 All plates shown to be Eagle 20 unless otherwise noted. Loading (psf} General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.22 (3�) Vert TL: 0.02 in L / 999 (5-6) L / 240 TCDL : 24 TPI 1-2014 BC: 0,20 (5-6) Vert LL: 0.01 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web : 0,09 (1-6) Horz TL: 0 in 5 BCDL : 15 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width_ Rgd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift_ Max Horiz 7 1 1.5 in — 401 lbs 47 lbs 5 1 5.5 in 1.50 in 353 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Pudin design by Others. Loads 1) This truss has been desired for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 t (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 fi x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width Bot 0-M 2-2-6 Down Pmj 5 psf 5 psf 24 in 44 opNk.HFR 9C Q' w No. C72517 M CC Cl OF CA0. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than 3001hs are shown in Ibis table. TC 1 l ? 0.040 -433 lbs i i 11-6 0.094 530lbs (-176 Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Bruce bottorn chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH TNTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J11A 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:47 760-423-9479 1 Page: I of I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-7-7 0 /12 1 0-M 0-M 0-0-0 0-0-0 1 24 in 22 lbs 3-7-7 i 1-0-0 r 2-7-7 t 1-0-0 3-7-7 1-0-0 T 3> 2) 12 3.4 - R "� 0-0-0 0-0-0 1-0-2-7-7 1-0-00 3-7-7 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0. l0 (3-4) Vert TL: 0.01 in L / 999 (5-6) L / 240 TCDL : 24 TPI 1-2014 BC: 0.13 (5-6) Vert LL: 0 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web: 0.07 (1-6) Horz TL: 0 in 5 BCDL: 15 Lumber D.O.L. 115 % Reaction 09/181QR(}f ESS / 0,q JT Brg Combo Brg Width Rqd Brg Width 10ax React Max 0rav Uplili Max Wind U11ift Max Upliil lvlax Hmir. 7 1 1.5 in — 343 Ibs 461bs 5 l 5.5 in 1.50 in 302lbs CO Material Bracing No. C72517 N m TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. t� tY BC: DEL 91 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 f 1 Loads r tCA L 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. �� f 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 pf1 (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end nobs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 Ibs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width Bot 0-M 2-2-6 Down Proj 5 psf 5 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300ibs are shown in this table OD38-309lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed with a pane 1 point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTAUfNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCrS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. tT 9 CV N t OMEGA EQUIPMENT PERFORMANCE ENGINEERING ThEs: J13 1301 MONTALVO WAY, STE 4 JobNamemadison-to t-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:49 760-423-9479 Page: f of l PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 0.25 / 12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 81 lbs 16-6-14 r 5-1-12 5-8-9 5-8-9 5-1-12 10-10-5 16-6-14 3x8 - 6xp - 0.25 rl2 2V 1 31 - 71 I 2x 0-0-6 0-0-0 0-0-0 5-1-12 5-8-9 5-6-9 5-1-12 10-10-5 16-6-14 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 0.44 (3-4) Vert TL: 0.13 in L / 999 (6-7) L / 240 TCDL : 24 TPI 1-2014 BC: 0.49 (6-7) Vert LL: 0.04 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.34 (1-7) Horz TL: 0.01 in 4 BCDL : 10 Lumber D.O.L. 115 % Reaction Q�pFESS/p yR JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz I{. ¢o 8 1 1.5 in — 1,042 lbs 93 lbs �w 4 1 6.75 in 1.50 in 1,079 lbs Q- r� Z Material Bracing ,(Q No. C72517 N m TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 4-0-0, Purlin design by Others. 01- BC: DFL #i 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Loads rUN- 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. '0 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph l (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 ft, h = 15 It, End Zone Truss, Both end webs considered. DOL - 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axialforce). Only forces greater than 3001bs are shown in this table. TC 112 0.431-1.S81bs 12-3 0.438-1.600lbs 13-4 0.441-t5451bs 1 i 11-7 0.337 1,754lbs 13-6 0.075-566lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 7Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. T T ALLPERSONS FABRICATING, HANDLING, ERECTING OR MSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCPEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIM[TATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S llll Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. 7401 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J14-GTDT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:51 760423-9479 1 Page: 1 of2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 23-10-0 0.25 / 12 1 0-0-0 0-0-0 0-M 0-0-0 2 28.25 in 134 lbs TT 1 23-10-0 { 1-9-10 5-6-2 5-6-1 5-6-2 5-6-1 1-9-10 7-3-12 12-9-13 18-3-15 23-10-0 3x8 - 0.25 12 3x4 - 61 - 716 - wn i 9x4 I 3X.4 • n 0-0-8 1 J 15-GT 0-0-0 0-0-0 1-9-10 5-6-2 5-6-4 r 5 1 1-9-10 r 7-3-12 t 12-9-13 18-3-15 } 23-10-0 All plates shown to be Eagle 20 unless otherwise noted Loading q4 General CSI Deflection L/ (10c) Carried Loads (X Bldg Code : CBC 2016/ TC: 0.35 (3-4) Vert TL: 0.24 in L / 999 (9-10) TCLL : 20 TPI 1-2014 BC: 0.39 (10-11) Vert LL: 0.07 in L / 999 (9-10) TCDL : 24 Rep Mbr : No Web: 0.73 (1-11) Horz TL: 0.02 in 6 BCLL : 0 Lumber D.O. L. 115 % BCDL : 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 12 1 5.432 in 3.22 in 6,041 lbs -97 lbs 6 1 6.75 in 1.50 in 2,178 lbs Material TC: DEL #1 2 x 4 BC: DEL SS 2 x 6 Web:DFL #2 2 x 4 Allowed L/240 L / 360 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Partin design by Others. ��tiFESS/p� CO w Q No. C72517 m Loads f OF CFIL�F 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to a 1,650 lbs (67.6 plt) drag load distributed along shear walls along the bottom chord tinrn 0-M to 244-11. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dints 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end Nwbs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member TD, max CST, max axial force, (max comer. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1-2 2-3 0.243 0.281 2,490ibs -ZA]stbS 3-4 4-5 0,352 0.31.9 -3,310lbs •?949lbs 5-6 0259-1,814lbs BC 8-9 0,215 1,814lbs 10-11 0.391 3,306lbs 9-10 0.322 2.996 lbs %b 1.12 0.30 -2,91916s 4-19 0,965 395 lbs (-36lbs) 5-8 0.088-798lbs I - II 0,726 3,780lbs 4-9 0,045 -405lbs 6-8 0.392 2,039lbs 3-II 0.142 -884lbs 5-9 0.248 1,293lbs Truss to Truss Connection Summary Carried Truss Carrying Chord Carrying Offset J15-GT BC 2-4-5 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) Acreep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 7) 7 Indicates non-structural members. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSAREUSED. 7401 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J14-GTDT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:51 760423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 23-10-0 0.25 /12 1 0-M 0-M 0-M 0-0-0 2 28.25 in 134 lbs 8) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[rnin .135"x3] TC - 1 row @ 12 in oc, BC - 2 staggered rows @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: BC: 2-4-5, (2 7)Connec tors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 9) When applied loads are on one side ofgirder, donot flip ®rderduring guderconnector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 10) Lateral bracing shall be attached to each ply. 11)All fasteners minimum 2-1/2" long, unless otherwise noted. 12) Nails in lst and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 13) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TmeBuilda Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J15-GT 1301 MONTALVO WAY, STE 4 JobName madison-lo t-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:53 760423-9479 Page: 1 0172 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 13-9-0 -0.117 /12 1 0-M 0-" 0-M 0-0-0 2 24 in 78 lbs 13-9-0 4-7-0 i 4-7-0 4-7-0 i 4-7-0 9-2-0 13-9-0 7xf - 2V I 3V _ 12 0.117 7x� - 1 N 2 1 10X10- 10z10- 2z4� J6 J13 J16 J17 J18 J19 0-0-0 0-0-0 4-7-0 k 4-7-0 k 4-7-0 4-7-0 9-2-0 13-9-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc) Allowed Carried Loads (ps Bldg Code: CBC 2016/ TC: 0.34 (3-4) Vert TL: 0, 16 in L / 999 (6-7) L / 240 TCLL : 20 TPI 1-2014 BC: 0.60 (6-7) Vert LL: 0.05 in L / 999 (6-7) L / 360 TCDL : 24 Rep Mbr : No Web: 0.68 (4-6) Horz TL: 0.01 in 5 BCLL : 0 Lumber D.O. L. 1 ] 5 % BCDL:10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 8 1 1.5 in — 4,001 lbs 78 lbs 5 1 1.5 in — 4,627lbs Material TC: DFL #1 2 x 4 BC: DFL SS 2 x 6 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. 09/1e1 �RpFESS/p CO w No. C72517 N m Loads 1) This truss has been designed for the effects due to l0 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - l0 with the following user defined input: 110 41 (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end Acbs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member 1D, max CSI, max axial force, 11-7 0.647 3,370lbs 145 0.181-1,655lbs Truss to Truss Connection Summary Comcd'Truz CarrygrgCbcsd CarryingOJt'scl J6 BC 1-5-3 113 BC 3-8-6 J16 BC 5-11-9 J17 BC 8-2-12 it BC 10-5-14 J19 BC 12-9-1 Notes V I1- compr. force if different from max axial force). Only forces greater than 300lbs are shown in thistable. -.3.210lbs l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Hangers are for graphical intrepretation only Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. T N 1 ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALIING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J15-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:53 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 13-9-0 -0.117 /12 1 0-M 0-0-0 0-0-0 0-M 2 24 in 78 lbs 7) The forces shown for this multi -ply truss are per ply and the reactioare tor —all pli nses. Two identical trusses shall be built and attached as 161lows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - l row @ l2 in oc, BC - 2 staggered rows @ 12 in oc , Webs - l row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: BC: 1-5-3, (6)Connec tors BC: 3-8-6, (6)Connectors BC: 5-11-9, (7)Connec tors BC: 8-2-12, (7)Conne c tors BC: 10-5-14, (8 )Connectors BC: 12-9-1, (8)Connec tors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 8) When applied loads are on one side ofgirder, do not Hip yrderduring girderconnector installation, install connectors on the girder side Where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing), Connectors on opposite sides of the girder shall be offset. 9) Lateral bracing shall be attached to each ply. 10) All fasteners rrinimrm 2-1/2" long udess otherwise noted. 1 I) Nails in 1st and 2nd ply shall be offset frorn successive plies by 12 the nail spacing. 12) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIM[TATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 401 OMEGA EQUIPMENT PERFORMANCE ENGINEERING ThEs : J 16 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:54 760423-9479 Page: i of t SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 0.25 /12 l 0-M 0-" 0-" 0-0-0 l 24 in 85 lbs r 17-7-10 5-6-0 6-0-13 6-0-13 5-6-0 11-6-13 17-7-10 3x8 - 6x6 - 0.25 12 2x4 3x34 • 7xg6 - 0-0-8 2Y T O m 0-0-0 0-0-0 5-6-0 6-0-13 6-0-13 5-6-0 11-6-13 17-7-10 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.52 (3-4) Vert TL: 0.16 in L / 999 (6-7) L / 240 TCDL . 24 TPI 1-2014 BC: 0.56 (6-7) Vert LL: 0.04 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.38 (1-7) Horz TL: 0.02 in 4 BCDL . 10 Lumber D.O. L. 115 % ' �oIFESS/o N�� Reaction JT Brg_Combo BTg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz ��❑ � 8 1 1.5 in — 1,111 lbs 93lbs GO 4 1 6.75 in 1.50 in 1,147 lbs Q 2 Material Bracing LCD Q No. C72517 rt z TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 4-M, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL 92 2 x 4 Loads . tea. 1W. 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. v �t •0}r r (-- 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end Hebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member 1D, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than300tbs are shown in This table. TC 11-2 0.502-1.$331bs 12-3 0.5m-1.835N 134 0517-1.765tbs I I ICE. I•a V.13 •l,U l9 IDs ' / V.V/J -33, "'s 1-7 0.382 1,9871bs 3-6 0.080-6051bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Sutrunary 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside race of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 11ndicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Triss: J17 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/ 18/ l8 14:39:56 760-423-9479 Page: I of I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-8-6 0.25/12 1 0-M 0-" 0-M 0-0-0 1 24in 88lbs 18-8-6 t r 7 t 5-10-4 � 6_-5-1 i 6-5-1 � 5-10-4 12-3-5 18-8-6 3x8 - 6xp - 0.25 12 2 4 I 3V - 7x146 - 2x 0-0-8 7 0-0-0 t 5-10-4 t 6-5-1 0-0-0 6-5-1 5-10-4 _ 12-3-5 18-8-6 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.60 (3-4) Vert TL: 0.2 in L / 999 (6-7) L / 240 TCDL : 24 TPI 1-2014 BC: 0.63 (6-7) Vert LL: 0.05 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.43 (1-7) Horz TL: 0.02 in 4 BCDL : 10 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Horiz 8 l 1.5 in — 1,179lbs 93lbs 4 1 6.75 in 1.50 in 1,215 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 3-7-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end rnebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. ,��, pRaFEss/CO Al. c�,� 4 q 1 D a No. C72517 rn m tY ;U Cl CA Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 30011bs are shown in this table. 1-7 0.430 2; 37lbs 13-6 0,085-644lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance W, wcen inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 11ndicates non-structural mcmbcm 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORTNSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBu I ild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALJFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S 1 Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING ThEs: J18 1301 MONTALVO WAY, STE 4 JobNamemadison-lol-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:58 760-423-9479 Page: 1 of] SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 19-9-2 0.25 /12 l 0-M 0-M 0-M 0-0-0 1 24 in 96 lbs 19-9-2 4-6-3 , 5-1-0 5-0-15 5-1-0 4-6-3 9-7-3 14-8-2 19-9-2 TTN � M N N 11 7x 6 6xP - 01�45 � 12 3x34 4 4x4 - 1 2r 0-0-8 1 0-0-0 0-0-0 4-6-3 5-1-0 5-0-15 5-1-0 4-6-3 9-7-3 14-8-2 19-9-2 All plates shown to be Eagle 20 unless otherwise noted. Loading {pst] General CSI Deflection L/ (hoc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.38 (3-4) Vert TL: 0.17 in L / 999 (8-9) L / 240 TCDL : 24 TPI 1-2014 BC: 0.57 (8-9) VertLL: 0.05 in L / 999 (8-9) L / 360 BCLL : 0 Rep Mbr : No Web: 0.41 (1-9) Herz TL: 0.01 in 5 BCDL : 10 Lumber D.O. L. 115 % V9/14� �OFt55/ Reaction Qa pNq� JT Brg Combo Brg Width R d Wg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz ¢ � 10 ] 1.5 in — 1,247 lbs 93 lbs 5 1 6.75 in 1.50 in 1,283 lbs Material Bracing ¢ No. C72517 M TC: DFL #1 2 x 4 TC Sheathed or Purlins at 3-8-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL 92 2 x 4 Loads IVIL l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 0 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 1 ] 0 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end vWbs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from mac axial force). Only forces greater than 300lbs are shown in this table. TC 11-2 0.354 -1.842 lbs 12.3 0.355 - I . 4 UK i 3-4 0378 = .503 Ihs 14A 060-1.767Ibs xro i-iv v. rya n, iw ea -Y v.3w-oi�ios -9 0.407 2,120lbs 4-8 0.158 823lbs 2-9 0.061 472 Ibs 4-7 0.112 -813 Ibs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 7Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. 1 ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAN D AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING TrI ss: J19 1301 MONTALVO WAY, STE 4 JobNarneunadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:39:59 760-423-9479 Page: 1 of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-10-0 0.25 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 101 lbs { 20-10-0 4-9-8 5-4-3 5-4-2 5-4-3 4-9-6 10-1-11 15-5-13 20-10-0 TT ,2 N 11 3x8 - 6xP - 14R 1 12 51- 4x44 - 7x;6 - 1 2x 0-0-8 I 1 0-0-0 0-0-0 4-9-8 5-4-3 5-4-2 5-4-3 4-9-8 10-1-11 15-5-13 20-10-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC : 0,45 (3-4) Vert TL: 0.2 in L / 999 (8-9) L / 240 TCDL : 24 TPI 1-2014 BC: 0.64 (8-9) Vert LL: 0.06 in L / 999 (8-9) L / 360 BCLL : 0 Rep Mbr : No Web : 0.45 (1-9) Horz TL: 0.02 in 5 BCDL : 10 Lumber D.O.L. 115 % �pFESS/p / Reaction �R JT BN Combo Brg Width Rqd Br- Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 0 10 1 1.5 in 1,316 lbs 93 lbs 5 1 6.75 in 1.50 in 1,351 lbs CO 4� Z Material Bracing LOL No. C72517 M TC: DEL #1 2 x 4 TC Sheathed or Purlins at 3-4-0, Purlin design by Others. BC: DFL #1 2 x 4 BC Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Loads CI 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. OF jF SAL 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - l0 with the following user defined input: 110 to I (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 If x 60 ft, h = 15 It, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr- force if different from max axial force). Only forces greater than 300lbs are shoam in this table. a,J87? 13'- lbs '_-3 0.388 ?13314 3 4 OA46 -270 P4 4.5 0.417 -1931 & 5-7 0.425 2,215lbs 45 4 1 971 14kc8.9 0,639 : 747Ihs 113C7 10 0.155-1,131IW 3-9 0.365 -737lbs 9 0452 2,355 ibs 4-8 0.173 903 Ibs 9 0.063 -492lbs 4-7 0.119 -867lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recornmendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATiONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED_ OMEGA EQUIPMENT PERFORMANCE ENGINEERING Trllss: J1A 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:01 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-7-8 0 /12 3 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 115 lbs 20-7-8 r 0 0 T9 i 1 T 1- -2 r 2-11-13 1 3-2-4 1 1-0-8 t 3-0-8 1 _ 4-1-0 ! 5-3-8 1-0-0 3-11-12 7-2-0 8-2-8 11-3-0 15-4-0 20-7-8 1-0-0 2-0-5 1-10-0 n vr,- 3x8 - 6x12 - 2x4 1 3x4 - 3z4 - 14x4 -2x4 4z12 - 4x4 - 2x4 I 7-2-0 41 - 0-0-0 0-0-0 11-0-0 2-11-12 3-2-4 1-0-8 r 3-0-8 4-1-0 _ 5-3-8 1 0 0 1 3_11_12 7-2-0 8-2-8 11-3-0 ~ 15-4-0 20-7-8 All plates shown to be Eagle 20 unless otherwise noted Loading (psi] General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.72 (4-5) Vert TL: 0.1 in L / 999 (13-14) L / 240 TCDL : 24 TPI 1-2014 BC: 0.45 (14-16) Vert LL: 0.03 in L / 999 (13-14) L / 360 BOLL: 0 Rep Mbr : Yes Web: 0.31 (7-13) Cant / OH M.18 in 2L / 962 19 2L / 480 BCDL : 10 Lumber D.O.L. 115 % Cant / OH LL0.05 in 2L / 999 19 2L / 480 Horn TL: 0.01 in 10 Reaction tiq J'T 13T Combo Brg WWI Rqd Hrg Width Max RcacI Max Gnaw Uplift Max Wind Uplift Max Uplift Max Horiz 5 1 12 in 2.36 in 2,216 lbs 1I1 lbs .` 10 1 5.5 in 1.50 in 643 lbs tr C� Q Material Bracing w TC: DFL #1 2 x 4 except: TC: Sheathed or Purlins at 6-3-0, Partin design by Others. DFL SS 2 x 6: 3-7 BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 4-6-0, Purlin design by Others. Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 21-19 Loads `-' 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category It, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end "cbs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 21-1 Load Case DI: Std Dead Load Distributed Loads Member Location I Location 2 Direction Spread Start Load End Load Trib _Width Hot 0-0-0 20-7-8 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 0-0-0 Down 102lbs "'3FESS/pe A. +I t✓ �0 �4?9 dtSt,Z No. C72517 N m 70 Member Forces Table indicates: Member ID, max CST, max axial force, (max compr- force if different from max axial force). Only forces greater than 30011bs are shown in this table. TC 3-4 4-5 0.142 0.721 1,082 Ibs ] 7221bs 5-7 8-9 0.718 0.369 1,689 lbs 354lbs (-33lbs) -I-W a) 9-10 0.328 -716 Ibs 11C 12-13 0?68 7i01bs [4t6 0.447 •1,70816s L3-l4 0, 6 - 677Ibs 16-17 0.437 .I079Ibs W6 3-2 ozw 373lbs 516 0.158 8921ba I531bs1 10-12 0.153 7%lbs 2-I8 0.237 3321bs 7-14 0.131 -431lbs 3-17 0.170 -1,100lbs 7-8 0.052 -331 Ibs 4-17 0.083 470lbs (-42lbs) 7-13 0.312 1,763lbs 4l6 0.143 -810lbs 9-13 0.227 -7311bs 1 ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.3141 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J1A 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:02 760423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-7-8 0 /12 3 04)-0 0-M 0-M 0-0-0 1 24 in 115 ibs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Warning: Possible conflicts in geometry may require additional design review. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web ofthis truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Horixdllrtal clearance betwccn inside lace of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) —1 kg eutes non-structtuul nreixiSxrrs. 10) Listed wind uplift reactions based on MWFRS Only loading. 11) Parapet T - 0.03 in, 2LJ814 (21-11 Allowable 2LJ120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, UMITATIONSAND QUALIFICATIONS SET FORTH M THE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED, OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J2-GBDT 1301 MONTALVO WAY, STE 4 JobNamernadjson-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:04 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0 /12 1 0-M 0-M 0-" 0-0-0 2 24 in 148 lbs t 27-7-0 1 1-0 2-11-12 3-2-4 1 0- 3-0-8 4-1-0 4-1-0 4-1-0 4-1-0 1.0- 3-11-12 7-2-0 8-2 8 11-3-0 15-4-0 19-5-0 23-6-0 27-7-0 1-0-0 2-0-5 1-10-0 3x8 - n qs rvq n,.n _ 5x8 - 7x1,0 - T 22I 13N - 3N - l9 8 . 17 40- 20-5.0 415 14 _11t,O4 7-2-0•—�x4 - 3x4 - 0-0-0 1-0- 2-11-12 3-2 -4 1-0-8 3-0-8 4-1-0 4-1-0 0-0-0 4-1-0 4-1-0 1-0- 3-11 -12 7-2-011-3-0 15-4-0 19-5-0 23-6-0 27-7-0 All plates shown to be Eagle 20 unless otherwise noted. Loading. (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.47 (4-5) Vert TL: 0.09 in L / 999 (15-16) L / 240 TCDL : 24 TPI 1-2014 BC: 0.30 (18-20) Vert LL: 0.03 in L / 999 (15-16) L / 360 BCLL: 0 Rep Mbr : No Web: 0.19 (7-17) Cant / OH TL0.06 in 2L / 999 23 2L / 480 4CDL : 10 Lumber D.O.L. 115 % Cant / OH LL0.02 in 2L / 999 23 2L / 480 Horz TL: 0.01 in 12 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 09/18/ QRC7FESS/n�,_ 5 1 12 in 1.50 in 2,417 lbs 116 lbs g �+ 12 1 5.5 in 1.50 in 1,046 lbs CO 20 Material Bracing 4. Z w c No. C72517 TC: DFL 91 2 x 4 except: ,,, TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. � M DFL SS 2 x 6: 3-7 BC: DFL #1 2 x 4 BC: Sheathed or Pudins at 10-0-0, Purlin design by Others. Web:DFL 92 2 x 4 except: DFL SS 2 x 6: 25-23 I 1VIL Loads " "- 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to a 1,650 lbs (60.7 pl0 drag load distributed along shear walls along the bottom chord from 0-" to 27-2-0. 3) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to member 25-1 Load Case DI: Std Dead Load Distributed Loads Member I.neatiun I Location 2 Ducclion Sltread Start Load CM Load Trib Width Bot 0-0-0 7-2-0 Down Ptnj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 0-0-0 Down 102lbs Member Forces Table indicates: Member ID, mar CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in tlus table TC 3-4 0.086 551lbs (-41bs) 8-9 0.106 -3%lbs 11-12 0.124-578lbs 4-5 0.470 790 lbs 9-10 0.111 -833 lbs 57 0.-N 771Ibs Ib 1 0. 6 -8861hs RC 1445 0,157 6231bs 17--18 0.237 -770lbs 1S-16 0206 884lbs 1,8-20 0297 -7821bs 16.17 0.226 831lbs 20-21 0296 -549lbs ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCI"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 4 016W0253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Trlass: J2-GBDT 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:04 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY j ` 27-7-0 0 /12 1 0-0-0 0-M 0-0-0 0-0-0 2 24 in 148 lbs 0.043-3681bs 11.14 0.041-3701bs 0.080 451 Ibs (-251bs) 12-14 0.133 7121bs 0.047-4101bs 0,189 1,0511bs 0.075-605lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Warning: Possible conflicts in geometry may require additional design review. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed witha pane] point in the web. All pane] points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1Indicates non-structural member 10) The farces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - ] row @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: TC: 0-M, (] )Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 1 l) When applied loads are on one side ofgi rder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 12) Lateral bracing shall be attached to each ply. 13)All fasteners nenirnun 2-1/2" long, unless otherwise noted. 14) Nails in lst and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 15) Listed wind uplift reactions based on MWFRS Only loading. 16) Parapet TL: 0.01 in, 211999 (25-1), Allowable 211120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALIING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCI"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECLORSARE USED. SPAN 28-6-3 N 'TT OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J20 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:06 760-423-9479 Page: l of 1 PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 0.25 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 150 lbs 28-6-3 t 3-4-8 4-0-8 t 4-2-9 r 4-2-9 1 4-2-11 t 4-2-11 1 4-2-11 3-4-8 7-5-0 11-7-9 15-10-2 20-0-13 24-3-8 28-6-3 r 3x8 - 7„a _ 2x4 1 0.25 � _ 3x4 - 6V - 41 - 6 7�g 12 14- 7x12 - 0-5-8 0-5-8 0-0-0 3-4-8 4-0-B 4-2-9 4-2-9 4-2-11 4-2-11 4-2-11 3-4-8 7-5-0 11-7-9 15-10-2 20-0-13 24-3-B 28-6-3 All plates shown to be Eagle 20 unless otherwise noted Loading (pA General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.40 (4-5) Vert TL: 0.5 in L / 661 (12-13) L / 240 TCDL : 24 TPI 1-2014 BC: 0.60 (13-14) Vert LL: 0.17 in L / 999 (12-13) L / 360 BCLL : 0 Rep Mbr : No Web: 0.64 (16-14) Horz TL: 0.04 in 8 BCDL : 10 Lumber D.O.L. 115 % Reaction .fl' 13 Combo B3 g Width Rc d Brg VAdlh Max React Max Gsav U lift Max Wird U pi ilt Max U IiR Max Horiz 17 1 5.5 in 1.71 in 1,603 lbs 86lbs 8 1 6.75 in 1.50 in 1,641 lbs Material TC: DFL SS 2 x 4 BC: DFL SS 2 x 4 except: DFL #1 2 x 4: 16-17 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 2-10-0, Pudin design by Others. BC: Sheathed or Purlins at 10-M, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 rn( (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 1I, Overall Bldg Dims 25 It x 60 ft, h — 15 ft, End Zone Trusi, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 1 0? 0 1 0-0-8 T �RDFESS/p� 2-a R'�q �SsS•�Z No. C72517 m Ci OF CALIF Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC l 2 2-3 0,245 M332 -2 872 lbs _2747ft 3-4 4.3 0.334 0.401 -3,925lbs 4717lbs 5-6 G7 0.391 4312 -4,605 lbs -3671lbs 7-8 0.176 2,016lbs BC 10-11 0.304 2,011lbs 12-13 0586 4,596lbs 14-15 0.158 455lbs 11-12 0.489 3.666lbs 13-14 0.596 4,711lbs Mb 1.17 0.168 -I,551lbs 4-14 0.305 -949lbs 7-11 0.353 1.%Dlbs 1-16 0580 3,170lbs 5.13 0.070 363lbs (-157lbs) 7-10 0.179 -1,355lbs 2-16 0.507 -332 lbs 5.12 0.058 -469lbs 8-10 0.453 2,494lbs 3-16 0.349 -1,310 lbs 6.12 0.199 1,128 lbs 16-14 0.636 3,489 lbs 6.11 0.117 -916lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of [his truss has been designed W tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside lbce of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 [NSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. 74 017 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J21 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:08 760-423-9479 Page: 1 of2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY f 29-6-15 0.25 /l2 1 0-M 0-M 0-M 0-0-0 1 24 in 148 lbs N -'TT 29-6-15 u 4-0-0 4-5-14 _� 4-2-9 1 6-3-1 6-4-14 4-0-0 8-5-14 12-8-7 16-11-0 23-2-1 29-6-15 3x8 2 - - 1 e„a _ 2x4 I 0.25 1254 _ qx� , 5�5 - 4�4 - 8x7 2x4 I 5x8 - 6x6 • 44 - 6x8 - 2x4 700 - u�'•� O T1 TT 0 0-5-8 0-5-8 1 4-0-0 1 4-5-14 r 4-2-_9 4-2-9 t 6-3-1 r 0-0-0 6-4-14 t 4-0-0 8-5-14 12-8-7 16-11-0 23-2-1 29-6-15 All plates shown to be Eagle 20 unless otherwise noted. Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.82 (1-2) Vert TL: 0.35 in L / 858 (9-10) L / 240 TCDL : 24 TPI 1-2014 BC: 0.64 (9-10) Vert LL: 0.02 in L / 999 (14-15) L / 360 BCLL : 0 Rep Mbr : No Web : 0.58 (1-14) Herz TL: 0.03 in 7 BCDL : 10 Lumber D.O.L. 115 % Reaction 09/liif 4 �RgEESS/p IT Brg Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz r'� A, H��_'�9� 15 1 5.5 in N/A 0lbs lbs lbs86lbs Q`+ -678 -115 -678lbs �p l4 I 5.5 in 2.81 in 2,634 lbs CO 0 Q' 7 1 5.5 in 1.50 in 1,342 lbs No. C72517 Material Bracing LU M TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-1-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Web -.One Midpoint Row: 3-14 lvll� Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. ,C 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph r (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL — 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force), Only forces Greater ffim 300lbs are shown in this table. TC l 2 2-3 0.822 0.8t8 1,981 lbs l9b'_Ibs 3-4 4.5 0.218 o.38r1 -1,114lbs an 5-6 6-7 0.672 U35 -3,133 lbs -* 332)s SC 9-10 0638 2,4261bs 11-I_ 0.531 2,5651bs 1¢II 0417 3134lbs 5-II 0.248 -755lbs Web 1-15 D.139 7-'llbs 14-12 0.210 1,1721bs 1-14 0.576 -2,121lbs 3-12 0,142 8021bs 6-10 0.143 810lbs 2-14 0.070 -453lbs 4-12 0.549 -1,7091bs 6-9 O.Il9 9071bs 3.14 0.416 -3,278lbs 411 0.088 459lbs 7-9 0.481 2,652IN Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web ofthis truss has been designed with panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face ofbearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) M Indicates lateral bracing required perpendicular to the plane of the truss at either the midpoint (one shown) or third points (two shown), bracing by others. See BCSI-133 for additional information. 9) Indicates non-structural members. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuildO ss Software v5.6.314 INSTRUCPEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'Tru S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J21 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:08 760-423-9479 Page: 2 of 2 J SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 29-6-15 0.25 /12 1 0-M 0-M 0-M 0-0-0 l 24 in 148 lbs Iu) uue to negative reactions in gravity toaa cases, special connections to the nearing surface at joint a may 11) Listed wind uplift reactions based on MWFRS Only loading. I ALLPERSONS FABRICATING, CD SSIGN NO ES ISSUED USED. WITH HANDLING, GNAND AVAIILAB FROM EAGLEDUPON REQUDESST. DESIGN VALID ONLY WHEN EAGLE METALS I TrueBw Eagle Metal Products 5.6.3141 SPAN 30-7-11 N 'TT OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J22 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:10 760423-9479 Page: l of2 PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 0.25 /12 l 0-M 0-M 0-0-0 0-M 1 24 in 153 lbs 30-7-11 k 4-0-0 5-6-10 r 4-2-9 4-2-9 [ 6-3-1 6-4-14 r ` 4-0-0 ` 9-6-10 13-9-3 17-11-12 24-2-13 30-7-11 axF - 2x4 I 0.25 12 5 _ 4x^4 - 61 44 87x112 2x4 1 5x8 - 6x6 - 4x4 - &B - 2z4 7x12 - 0-5-8 0-5-8 0-0-0 r 4-0-0 1 5--10 4 4-2-9 1 4-2-9 1 6-3-1 [ 6-4-14 9-66-10 13-9-3 1 T1 1-12 24-2-13 30-7-11 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.65 (l-2) Vert TL: 0.38 in L / 833 (9-10) L / 240 TCDL : 24 TPI 1-2014 BC: 0.46 (10-11) Vert LL: 0.02 in L / 999 (14-15) L / 360 BCLL : 0 Rep Mbr : No Web : 0.59 (3-14) Herz TL: 0.03 in 7 BCDL : 10 Lumber D.O. L. 115 % C? O T: T- ro u; 0 EESS/� Reaction Q P, JT ft Combo W-g Widthltgd Brg_ Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 0 { Q q 15 1 5.5 in N/A 0 lbs -672 lbs -115 lbs -672 lbs 86 lbs 14 1 5.5 in 2.85 in 2,675 lbs 7 1 5.5 in 1.50 in 1,406 lbs w Q NO. C72517 m Material Bracing TC: DFL SS 2 x 4 TC: Sheathed or Purlins at 3-3-0, Purlin design by Others. BC: DFL SS 2 x 4 except: BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. DFL #1 2 x 4: 14-15 CI Web:DFL 92 2 x 4 Web:One Midpoint Row: 3-14 OF CA,0 Loads l) This miss has been designed for the effects due to l0 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Tm$, Bath end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Only forces Beater than 300lbs are shown in [his table. TC t-2 '-3 0.647 0.646 1,946 lbs I'Fi711bs 3.4 4-5 0.188 0.280 -1,754lbs -3.047lbs 5-6 6-7 0.469 0.446 -3,471lbs -2M Ihs BC 9-10 0.439 2,579lbs 11-12 0.409 3,037lbs 10-I1 0.455 3,476 lbs Ukb I-I5 RI37 7151bs 14-12 f5.316 1.743ibs i-li Q21_2 445lbs I-14 0,564 -2,080lbs 3-12 0.125 697lbs 6-10 0.178 1,006lbs 2-14 0,061 -518lbs 4-12 0.489 -1,520lbs 6-9 0.128 -976lbs 3-14 0.591 -3,854lbs 4-11 0.077 401lbs 7-9 0.513 2,819lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At leas[ one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.3141 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY W HEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J22 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:10 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 30-7-11 0.25 /12 1 0-0-0 0-M 0-0-0 0-0-0 1 24 in 153 lbs Rl ZJ Indicntes lateral hmci nP reouired nemen icu ar to the nlane of the truss at either the midnoint (ones own) or third oomts (two shown), bracine by others. See B I-B3 or 9) ,additional information. Indicates non-structural members. 10) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 15 may need to be considered. 1 l) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH MTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DES[GN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J23 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:12 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-5-0 0.25 /12 1 0-" 04)-0 0-M 0-0-0 1 24 in 170 lbs 31-5-0 3-0-0 1-0- 2-2-1 4-2-9 4-2-9 4-2-9 4-2-9 4-2-5 4-2-6 3-0-0 4-0- 6-2-1 10-4-10 14-7-3 18-9-12 23-0-5 27-2-10 31-5-0 4X6 2 I 8x 0.25 12 6X6 - 4V - 5X�5 - 4V - 51 - 8.1g- T L2 5 li 3 Tl`� 5x5 - N NW,,12N g q2117 4z4 N. 6z6 - 4z4 - 5z5 - Bx10 - 6z8 - 2z4 T m 0 0-0-0 0-5-W-5-8 0-0-0 3-0-0 1-Q 2-2-1 4-2-9 4-2-9 4-2-9 4-2-9 41 4-2-6 3-0-0 4 6 6-2-1 10-4-10 14-7-3 18-9-12 23-0-5 27-2-10 31-5-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.72 (3-4) Vert TL: 0.36 in L / 911 (14-15) L / 240 TCDL : 24 TPI 1-2014 BC: 0.67 (14-15) Vert LL: 0.12 in L / 999 (14-15) L / 360 BCLL : 0 Rep Mbr : No Web: 0.50 (6-16) Horz TL: 0.04 in 10 BCDL : 10 Lumber D.O.L. 115 % 09/18/ �?,oFESS/ A• I'+E Reaction JT BrgCombo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 22 1 5.5 in N/A 0lbs-1,044lbs -192 lbs-1,044lbs 93 lbs Z 19 1 5.5 in 3.37 in 3,160lbs c7 Q � m No. C72517 10 1 5.5 in 1.50 in 1,395 lbs w ,,, Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Pudins at 3-2-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 4-", Purlin design by Others. !_l Web:DFL #2 2 x 4 Web -.One Midpoint Row: 5-17 Loads OF GA��F 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) Tbis truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h — 15 ft, End Zone Tnr.%, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in Ibis table. TC I ? 0.489 1,9371bs 4-5 0.393 790 lbs 7-8 2-3 3.4 0.670 0.72,3 3,0SGlbs 2.99816s 5-6 (r-7 0.238 0.?86 -1,666lbs 2,99Rlbs 8-9 9-10 0.325 0187 G.sil -3,3801bs -2,93716s -1,7_'7b Is[ OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J23 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:12 760-423-9479 Page: 2 o172 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-5-0 0.25 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 170 lbs 8) �1 Indicates lateral bracing required perpendicular to the plane ofthe truss at either the midpoint (one shown) or third points (two shown), bracing by others. See SCSI-B3 for 9)—ladditional information. Indicates non-structural members. 10) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 22 may need to be considered. 11) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH M THE EAGLE METALPRODUCVS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J24 1301 MONTALVO WAY, STE 4 JobNamelnadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:14 760-423-9479 Page: l of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 24-0-4 0.25 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 1 l9 lbs 1 24-0-4 3-8-0 3-6-0 4-2-9 4-2-9 4-2-9 4-2-9 3-8-0 7-2-0 11-4-9 15-7-2 19-9-11 24-0-4 1T0 4o 69 N M I TT 0-0-0 1 3-8-0 h 3-6-0 4-2-9 h 4-2-9 h 4-2-9 0-0-0 4-2-9 3-8-0 7-2-0 11-4-9 15-7-2 19-9-11 24-0-4 All plates shown to be Eagle 20 unless otherwise noted. Loading (psi) General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code: CBC 2016/ TC: 0.54 (1-2) Vert TL: 0.16 in L / 999 (10-11) L / 240 TCDL : 24 TPI 1-2014 BC: 0.45 (10-11) Vert LL: 0.01 in L / 999 (13-14) L / 360 BCLL : 0 Rep Mbr : No Web: 0.47 (4-12) Hors TL: 0.02 in 8 BCDL : 10 Lumber D.O.L. 115 % 09118/ FESS/C* Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz ¢0 tij yy 14 l 5.5 in N/A 0 lbs 648 lbs l04 lbs 648 lbs 139 lbs ��4 4 13 1 5.5 in 2.47 in 2,320 lbs Z w No. C72517 N m 8 l 5.5 in 1.50 in 1,043 lbs CC Material Bracing TC: DFL 01 2 x 4 TC: Sheathed or Purlins at 4-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 54-0, Purlin design by Others. CI Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 15-8 / OF CALIF Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: l 10 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h — 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 15-7 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than3001bs are shown in this table. TC 1-2 2-3 0.540 0.259 1,335 lbs 5321bs 3-4 4 5 0.219 0242 532lbs -1 79I Ibs 5-6 6-7 0.276 0.263 2,032 lbs •I,d171bs HC 9-M 0.350 %412lbs 1142 0.411 t,787ths to-11 0.452 2,032lbs 12-13 0.160 -1.331lbs %Wb I-14 11.123 607lbs 3-12 0.041 -332]bs 6-9 0.095 -764lbs 1-13 0.349 -1,523 lbs 4-12 0.465 -1,467 lbs 7-9 0.296 1,660 lbs 2-13 0.171 -1,482lbs 5-11 0.122 -377lbs 7-8 0.075 -983lbs 2-12 0.385 2,136 lbs 6-10 0.131 742 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has bee n desiBied wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. T N ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALIING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO AILOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCF'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. 74 017 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J24 1301 MONTALUO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:14 760423-9479 Page: 2 of 2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 24-0-4 0.25 / 12 1 0-M 0-M 0-M 0-M 1 24 in 119 lbs 1) Due to negative reactions in gravity loan cases, specrat conr 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 2L/999 (15-7), Allowable 211120. may IALLPERSONS FABRICATING, INSTRUCTEDTO SS BASEDG, ERECTING OR INSTALLING ANYTRUSS METAL I TnaeBwbiss Software 5.6.3141OHD COBFORTHS Eagle Metal Products DESGNNOTESISS WITH THIS GNANDAVAILALFROM EAGLE UPON REQUEST. ONLYWH N EAGLE UEp. 10960740 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J25 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:16 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 25-1-0 0.25 /12 1 0-0-0 0-" 0-0-0 0-0-0 1 24 in 129 lbs 25-1-0 4-0-0 1-9-4 2-5-8 4-2-9 4-2-9 4-2-9 4-2-9 4-0-0 5-9-4 8-2-12 12-5-5 16-7-14 20-10-7 25-1-0 CO T1 T T 0-5-8 0-5-8 4-0-0 1-9-4 2-5-8 4-2-9 4-2-9 4-2-9 0-0-0 4-2-9 4-0-0 5_ _48-2-12 12-5-5 16-7-14 20-10-7 25-1-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (13sO General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.61 (1-2) Vert TL: 0.03 in L / 999 (16-17) L / 240 TCDL : 24 TPI 1-2014 BC: 0.49 (11-12) Vert LL: 0.02 in L / 999 (16-17) L / 360 BCLL : 0 Rep Mbr : No Web : 0.41 (5-13) Hon TL: 0.03 in 9 BCDL : 10 Lumber D.O. L. 115 % Reaction p�OFESS/p JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 17 l 5.5 in N/A 0lbs 407 lbs -00 1bs 407lbs 132lbs h l6 1 5.5 in 2.26 in 2,1 l4 lbs 2 9 1 5.5 in 1.50 in 1,103 lbs w Q No. C72517 m Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 4-M, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 except: C1 DFL SS 2 x 6: 18-9 OF CALF Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Duns 25 It x 60 ft, h — 15 ft, End Zone Truss, Both end webs considered. DOL — 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 18-8 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 1-2 2-3 0.607 0.601 1,418lbs I.i8 u 4-5 5-6 0.217 0,245 -1,033IN -1144lbs 6-7 7.9 0283 0.265 -2,254lbs -1 jt9lbs BC 10-II 0.367 1,5141bs [2-t3 0.457 2,140lbs I1-12 0.491 2,2551bs 13-14 0,251 1028lbs 7-I0 W03 -828Ihs Vobb 1-17 0,� 4ZIbs 4-14 0,343-1,tiE4IN 1-16 0.405 -1,507lbs 4-13 0.123 695lbs 8-10 0.319 1,780lbs 2-16 0,113 -392lbs 5-13 0.411 -1,297lbs 8-9 0.079 -1,044lbs 3.16 0.206 -1,681lbs 6-11 0.040 -334lbs 3-14 0.199 1,1071bs 7-11 0.155 878lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been desigped with a pareI point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALCING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Trws: J25 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:16 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 25-1-0 0.25 /12 1 0-M 0-M 0-M 0-0-0 1 24 in I ]bs 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint I7 may need to be considere 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 211999 (18-8), Allowable 211120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCPEDTO REFERTO ALLOFTHE INSTRUCTIONS, LLMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUC1"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECI'ORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING ThIsS: J26 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:18 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-1-12 0.25 /12 1 0-0-0 0-M 0-M 0-0-0 1 24 in 132 lbs 26-1-12 , 4-0-0 1-0-1 ±M 4-2-9 4-2-9 4-2-9 4-2-9 4-0-0 -0-1 9-3-8 13-6-1 17-8-10 21-11-3 26-1-12 T9 9Tl o0? 4co t C� i T T TT� o� �o N 0-5-8 0-5-8 0-0-0 4-0-0 1-0-1 4-2-9 4-2-9 4-2-9 4-2-9 4-0-0 -0-1 9-3-8 13-6-1 17-8-10 21-11-3 26-1-12 All plates shown to be Eagle 20 unless otherwise noted. Loading (psfl General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.67 (1-2) Vert TL: 0.03 in L / 999 (16-17) L / 240 TCDL : 24 TPI 1-2014 BC: 0.52 (11-12) Vert LL: 0.02 in L / 999 (16-17) L / 360 BCLL : 0 Rep Mbr : No Web: 0.45 (1-16) Horz TL: 0.02 in 9 BCDL : l0 Lumber D.O.L. 115 % �goFESS/p p,. y�Z-q Reaction JT Brg Combo Brg Width Rid Brg Width M_ax React Max G m v Uplift MaxUIiift Max Uplift Max Holz M� <1 _Witd 17 1 5.5 in N/A 0lbs -468lbs 73 lbs -468 lbs 132lbs " ■.� 'L — 16 1 5.5 in 2.39 in 2,241 lbs O Z 9 1 5.5 in 1.50 in 1,155 lbs w Q No. C72517 N m Material Bracing IY � TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 3-10-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 8-M, Purlin design by Others. Web:DFL #2 2 x 4 except: Cl DEL SS 2 x 6: 18-9 OF CAV / Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 1 l0 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end Aebs considered. IDOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 18-8 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC i 2 2-3 0.666 0.660 1,594lbs 1355lbs 3-4 4-5 0.232 0.229 -1,469lbs -1,468lbs 5-6 6-7 0246 0.289 -2,446Ibs 7-8 0.267-1,607lbs -2 1hs 6C 10-11 0.382 1,6021hs 12-13 0,515 2,441Ibs 11-12 0,523 2A46lbs 13-14 0.129 -623lbs 7.11 Q176 ]0.t1bs %b 1=17. 0.098 5111bs .1-14 0,073 4111b5 l-I6 0.454 -1,692lbs 3-13 0.413 2,305lbs 7-10 0.110 -883 lbs 2-16 0.130 -334lbs 4-13 0.047 -382 lbs 8-10 0,338 1,883 lbs 3-16 0 210 -1,856lbs 5-13 0.365 -I,151lbs 8-9 0.083 -1,097ibs 16-14 0.057 -565lbs 6-11 OD47 -393lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been desigtcd with a panel point in the wcb. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUC 'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY W HEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J26 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:18 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-1-12 0.25 / l2 l 0-0-0 0-M 0-M 0-0-0 l 24 in 132 lbs 7) []ue to negative reactions in gravity load cases, special connections to the bearing surface at joint 17 may need to be considered 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.03 in, 211999 (18-8), Allowable 2LJ120. ALL PERSONS FABRICATING, HANDLING, ERECTING ORMSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J27-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:20 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-11-10 0.25 /12 1 0-M 0-M 0-" 0-M 1 24 in 160 lbs 26-11-10 2-0-0 1 2-0-0 3-4-15 4-4-2 4-4-2 4-4-3 3-3-2 3-3-2 2-0-0 4-0-0 7-4-15 11-9-1 16-1-3 20-5-6 23-8-8 26-11-10 TTN 0.2A S 18- 6 g 7xg- 81- 2x� 4xJ22 - 24 - 7 4 1 TT o--Z r�zz J gg 55 71 2z4 3z4 - 12114 - 6x6 - 4z8 6z8 - S 7x12 • J28-GT 0-5-8 0-5-8 0-0-0 4-0-0 3-4-15 4-4-2 4-4-2 4-4-3 3-3-2 3-3-2 4-0-0 7-4-15 11-9-1 16-1-3 20-5-6 23-8-8 26-11-10 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed Carried Loads Bldg Code : CBC 2016/ TC: 0.62 (2-3) Vert TL: 0.34 in L / 783 (12-13) L / 240 TCLL : 20 TPI 1-2014 BC: 0.58 (12-13) Vert LL: 0.02 in L / 999 (17-18) L / 360 TCDL : 24 Rep Mbr : No Web: 0.85 (4-17) Horz TL: 0.03 in 10 BOLL: 0 Lumber D.O.L. 115 % PJCDL : 10 ptz�FESS/ Reaction ti� p,. yFR JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wird Uplift Max Uplift Max Horiz N4 18 1 5.5 in N/A 0 lbs -981 lbs-130lbs -981 lbs -119 lbs CO" 17 1 5.5 in 3.87 in 3,626 lbs ( s0 Z 10 1 5.5 in 2.53 in 2,367lbs 9 Q No. C72517 �-+ n Material Bracing TC: DFL SS 2 x 4 TC: Sheathed or Purlins at 2-6-0, Purlin design by Others. BC: DEL #1 2 x 4 except: BC: Sheathed or Purlins at 5-4-0, Purlin design by Others. DFL SS 2 x 6: 10-14 j WIC Web:DFL 92 2 x 4 except: Ic DEL SS 2 x 6: 19-10 Loads r 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 19-9 Member Forces Table indicates: Member ID, max CSI. max axial force. (nax comor. force if different from max axial force). Only forces ¢realer than 300lbs are shown in this table TC 2-3 .1-4 0,617 0.611 3,182 Ibs 3,132 bs 4-5 5-6 0.319 0.466 -3,567lbs -5.131 lbs 6-7 7-8 0.486 0251 -5,431 lbs •2.857ibs 8C Ill ( I 0.272 2,963 Ibs t2- B Q.577 5,16I the 14-15 0.247 645 lbs l 1-12 0.562 5,426 lbs 13- l4 0.375 3,481 lbs 17-18 0.281 - 1251 lbs IWb 2•I8 a326 1,6951bs 444 "18 3,1 16fs 741 0475 -3010ft 2-17 0.321 2,267ibs 5-14 0.148 •1,191lbs 8-11 0370 1,926lbs 3-17 0.191 -347lbs 5-13 0.348 1,810lbs (-351bs) 8-10 0.699 -3,600ibs 4.17 0.848 -4,200lbs 6-13 0.067 -552lbs 17-15 0.156 815lbs 7-12 0290 1,5121bs Truss to Truss Connection Summary Carried Trtss Carrying Chord Carrying Offset J28-GT BC 2045-14 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.3141 INSTRUCTED TO REFERTO ALOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products Ill DESIGN NOTES ISSUED W ITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 1096074 0184/025 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J27-GT 1301 MONTALUO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:20 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL ORR CANT L CANT R PLYS SPACING WGT/PLY 26-11-10 0.25 / 12 1 0-" 0-M 0-0-0 0-0-0 1 24 in 160 Ibs 4) Brace bottom cuora wrtn approvea sneattnng or purtms per Bracing summary. 5) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) A creep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 18 may need to be considered. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.05 in, 21/611 (19-9), Allowable 21-/120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuildO Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LINGTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCI"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. 07401 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J27 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:21 760-423-9479 Page: i of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-11-8 0.25 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 97 lbs 20-11-8 i 3-8-0 5-4-6 5-11-9 5-11-9 3-8-0 9-0-6 14-11-15 20-11-8 TT r N N N 1T A-1 . 6x6 - 0.2512 2 4 1 6xf - 6 " 41 0-0-0 0-0-0 3-8-0 5-4-6 5-11-9 5-11-9 3-8-0 9-0-6 14-11-15 20-11-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.64 (1-2) Vert TL: 0.17 in L / 999 (7-8) L / 240 TCDL : 24 TPI 1-2014 BC: 0.57 (7-8) Vert LL: 0.01 in L / 999 (9-10) L / 360 BCLL : 0 Rep Mbr : No Web: 0.47 (2-8) Ho¢ TL: 0.01 in 6 BCDL : 10 Lumber D.O. L. 115 FESS/oN Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz A-Z 10 1 5.813 in N/A 0 lbs -381 lbs -56 lbs -381 lbs 84 lbs CO Q 9 1 5.813 in 2.20 in 2,061 lbs sn Z NO. C72517 N 6 1 LS in — 989 lbs � M Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-11-0, Purlin design by Others. BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 6-5-0, Purlin design by Others. CI Web:DFL #2 2 x 4 OF cwU Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category tI, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end tiwbs considered. DOL = 1.60 3) Minimutu storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only Forces greater than 300lbs are shown in this table. TC 1? 0.644 9331bs I Z-3 0.395 -1,361 Ibs 34 4-7 0.54 O.05) -1 t6111% 4.5 a59-1,7791tts -4B31hs t3C 7.8 0.%9 1,77--Ibc 9-9 0,244 •9401hs %Vcb 0,079 -Oft _2-8 0_-M :445ft :-to i-9 0.242 -1,052 Ibs 3-8 0.060 -489 lbs 5-7 0.366 1,9081bs 2.9 0,161 -1,3431bs 4-8 0.293 -496lbs 5-6 0.115 -887lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) A creep factor of 1.00 has been applied For this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 10 may need to be considered, 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LA41TATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCVS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSAREUSED. I r; N OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J28-GT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:23 760-423-9479 Page: t of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-9-8 0 /12 1 0-M 0-M 0-M 0-0-0 l 24 in 29 lbs 3-9-8 1-10-12 t 1-10-12 r 1-10-12 3-9-8 6x� - 2x24 I 6n - J28 JYSA JL/ I 0-0-0 0-0-0 1-10-12 1-10-12 1-10-12 3-9-5 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ (loc) Allowed Carved Loads Bldg Code : CBC 2016/ TC: 0,07 (1-2) Vert TL: 0.01 in L / 999 (4-5) L / 240 TCLL : 20 TPI 1-2014 BC: 0.19 (4-5) Vert LL: 0 in L / 999 (4-5) L / 360 TCDL : 24 Rep Mbr : No Web t 0.21 (1-5) Horz TL: 0 in 4 BCLL : 0 Lumber D.O.L. 115 % BCDL : 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 4 in 1.45 in 1,361 lbs 80 lbs 4 1 1.5 in 1,561 lbs Material TC: DFL #1 2 x 4 BC: DFL SS 2 x 6 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 nn f (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category U, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end V&bs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Forces Table indicates: Member ID, max CSI, 0.070-673lbs 12-3 0.070-673lbs 1 I-5 0.210 1,093lbs (-67lbs) 13-4 0.119-954lbs Truss to Truss Connection Summary Carried'fr ss Carrying Chord Carrying Offset J28 BC 1-4-12 T28A BC 1-10-12 P-7 BC 2-9-4 Notes 09/18 -0 pOoFh6s/p [3. H ER f No. C72517 m 111 1VM 0 force, (max compr-force if different from max axial force). Only forces greater than 300lbs are shown in this table. 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TmeBuild® Truss Software v5.6.314 IN1 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL COMECCORSAU USED. 0187/025 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J28 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:25 760-423-9479 Page: i of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-8-5 0.25 /12 l 0-M 0-0-0 0-" 0-0-0 1 24 in 99 Ibs l t t — i 3-8-0 5-7-4 t 21-8-5 6-2-9 t 6-2-8 � 3-8-0 9-3-4 15-5-13 21-8-5 4x4 - 6x-B _ 0.25 12 2x,4 1 6xf - 6,f " I 0-0-0 3-8-0 5-7-4 t 6-2-9 t 6-2-8-8-0 5-7-4 _ 6-2-9 _ t 6-2-8 0-0-0 � 3-8-0 15-5-13 21-8-5 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code: CBC 2016/ TC: 0.70 (1-2) Vert TL: 0.2 in L / 999 (7-8) L / 240 TCDL : 24 TPI 1-2014 BC: 0.62 (7-8) Vert LL: 0.01 in L / 999 (9-10) L / 360 BCLL : 0 Rep Mbr : No Web . 0.51 (2-8) Horz TL: 0.01 in 6 BCDL : 10 Lumber D.O. L. 115 % okoFESS/� Reaction A DER JT Br Combo Br Width R d Br Width Max React Max Grav U lift Max Wind U U Uplift Max lift Max Horiz 44 �4' A. �Q 10 l 5.813 in N/A 0 lbs -439 lbs -65 lbs -439lbs 84 lbs CID 9 1 5.813 in 2.33 in 2,182 lbs M Z No, C72517 N rn 6 1 1.5 in 1,0301bs � M Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-7-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 6-1-0, Purlin design by Others. ivl\- Web:DFL #2 2 x 4 C Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category It, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end Nebs considered. DOL = 1.60 3) Minimtun storage attic loading has been applied in accordance with 03C 1607.1 4) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces greater than 3001bs are shown in this table. I-'- 0.700 1.042tbs `--3 CAN -1.-192M 3.4 4-7 0,S9U 0.061 -I.d9'--lbs 4-5 0.64-1.917lbs -5651bs f BC 7.8 0.613 1.9-191bs 9-9 0,W -1,033 lbs JTC Web 1-10 0.091 373lbs 2.8 0512 2.6661bs I-9 0.270 -1.176lbs 3-8 0.062 -510lbs 5-7 0.397 2,066 Ibs Il 2-9 0.167 -1.398lhs. 4-8 0J38 -532lbs 5-6 0.120 -925lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 10 may need to be considered. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECFTNG ORMSTALUNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LJMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUC PS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONN ECTO RS ARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J28A 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:26 760-423-9479 Page: 1 off SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-5-8 0.25 /12 1 0-M 0-" 0-M 0-0-0 1 24 in 36 lbs 6-5-8 3-2-12 1 2-12 3-2-12 6-5-8 2) 4Y 0-0-0 0-0-0 6-5-8 6-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst} General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.17 (1-2) Vert TL: 0.21 in L / 338 (4-5) L / 240 TCDL : 24 TPI 1-2014 BC: 0.61 (4-5) Vert LL: 0.07 in L / 999 (4-5) L / 360 BCLL : 0 Rep Mbr : No Web : 0.06 (1-5) Horz TL: 0 in 4 BCDL : 10 Lumber D.O.L. 115 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 5 1 1,5 in — 431 lbs 137 lbs 4 1 5.5 in 1.50 in 421 lbs -2 lbs -2 lbs .Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 6-4 Bracing TC: Sheathed or Purl ins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-M, Pudin design by Others. �tur QR(]FESS/p 1D Q No. C72517 N m CI Loads 1 i �. "rF CAL1Ffl� 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. L• 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end xebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 6-3 Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces greater than 300lbs are shown in this table Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 6) At least one web of this truss has been desigpe d hi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MW FRS Only loading. 9) Parapet TL: 0.01 in, 21/999 (6-3), Allowable 211120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLiNG ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBnlld® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INIMI STRUCTIONS, LTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONN ECTORS ARE USED. Cwellll OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J29-GBDT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:28 760-423-9479 Page: 1 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 29-0-10 0.252 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 167 lbs { 29-0-10 r 3-9-4 4-2-9 4-2-9 4-2-9 4-2-9 4-2-9 4-2-9 1 3-9-4 7-11-13 12-2-6 16-4-15 20-7-8 24-10-1 29-0-10 ,r .:a:rA:.:✓W:..�Ca:�AA Y...•Y..'1, M _W-✓.:.'-FY.KKaY_ KaYK :Ki.YJ:a:Y.a: Y.NthiliAAMif:a:A'AA'f ViY.►Y:.:� :a:.:a:a:a:a:.:.:al:.V:.:F.Wa.=Y-RW:a:a:►:►:�:�:iia:�iiY:iA:IS 1 N 0-0-0 0-0-0 3-9-4 44-9 4-2-9 41 4-2-9 4-2-9 4-2-9 3-9-4 7-11-13 12-2-6 16-4-15 20-7-8 24-10-1 2-0-10 All plates shown to be Eagle 20 unless otherwise noted. Loading ijpst General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.35 (6-7) Vert TL: 0.02 in L / 999 (9-10) L / 240 TCDL : 24 TPI 1-2014 BC: 0.16 (9-10) Vert LL: 0.01 in L / 999 (9-10) L / 360 BCLL : 0 Rep Mbr : No Web: 0.36 (5-13) Horz TL: 0 in BCDL : 10 Lumber D.O.L. 115 % Reaction Brg Combo Brg Width Rqd Brg Width Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Hodz 09/18/ OOESS/p P- HeR �4 Cr �9 1 348.625 in N/A 507 lbs -271 lbs -8 lbs -271 lbs - 45 lbs lbs 348.625 in N/A 551 lbs -192 1 348.625 in 1 348.625 in N/A N/A 532 lbs 534lbs 104 lbs 43 lbs w Z NO. C72517 m 1 348.625 in N/A 5671bs 1,189 lbs I 348.625 in N/A 527 lbs -34lbs 1 348.625 in N/A 536 lbs 95 lbs 1 348.625 in N/A 472 lbs -256 lbs -256 lbs -392 lbs Cl Material Bracing OF CALIF TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-0-0, Pudin design by Others. Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 17-9 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 29-1-2: 200 plf 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, It = 15 ft, End Zone Truss, Both end Nebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 17-8 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 2 2-3 0238 011 -672lbs 76.', 1h5 -750Iht 3-4 4-5 0.306 0,310 936lbs 819 lbs (-8871bs) (-761 ttts) 5-6 6-7 0.304 0.347 630lbs 595 lbs (-601lbs) f-SM 1 7-8 0.266 -650lbs SC 9-10 0.156 -399lbs II-12 0.136 -421lbs 13-14 0.135 -422 lbs 15-16 0.140 -363ibs 10-11 0.156 -42? lbs 12-13 0.136 -423 lbs 1415 0.140 -422 lbs Web 1-16 0.040 -441 lbs 3.14 0.09 .674 hs 542 0.072 -727 Fm 7,10 M069 -6 B ibs 1.15 0,176 787lbs (-776lbs) 3-13 0343 -1,137lbs 6-12 0.317 -1,008lbs 8-10 0211 767lbs (-740ibs) 1-15 0.053 -581lbs 4-13 0.046 -374IN 6-11 0.069 -670lbs 8-9 0.045 -471ibs 314 0274 -919lbs 5-13 0.363 -1,171lbs 7-11 0.281 -881lbs ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCP'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Trws: J29-GBDT 1301 MONTALUO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:29 760423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 29-0-10 0.252 /12 l 0-M 0-0-0 0-M 0-0-0 1 24 in 167 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable webs placed at 24 " OC, U.N.O. 3) Attach structural gable blocks with 2x4 20ga plates, UN.O 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-133 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 6) Provide adequate drainage to prevent ponding. 7) At least one web of this truss has been designed wi th a pare l point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofeach web panel point. 8) Acteap factor of 1.00 has bc(:n applied for this truss analysis. 9) 11rldicates non-stmc(ural member~. 10) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 9, 16 may need to be considered. 11) Listed wind uplift reactions based on MWFRS Only loading. 12) Parapet TL: 0.01 in, 21/999 (17-8), Allowable 2LJ120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIWTATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METAL DUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J30-GB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:30 760-423-9479 Page: l of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-6-0 0 /12 1 0-" 0-0-0 0-" 0-0-0 1 24 in 25 lbs 1 3-6-0 f i 3-6-0 � 3-6-0 0-0-0 0-0-0 3-6-0 3-6-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps€} General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 0.21 (l-2) Vert TL: 0.02 in L / 999 (3-4) L / 240 TCDL : 15 TPI 1-2014 BC: 0.18(34) Vert LL: 0.01 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web: 0. 14 (1-4) Horz TL: 0 in 3 BCDL : 10 Lumber D.O.L. 115 Reaction %T'B_zg__Combo_Snr Width Rqd ft Width Max React Max Grav Uplift _Max Wind Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 488 lbs -316 lbs -85 lbs -316 lbs 151 lbs 3 1 5.5 in 1.50 in 491 lbs -313 lbs -65 lbs -313 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL #2 2 x 6: 5-4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 8-8-0, Purlin design by Others. 09/18/ FESS/p�� w "C No. C72517 N m cr_ ;;0 Loads L l) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 3-6-0: 180 plf 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end nbs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 5-1 CI Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr- force if different from max axial force). Only forces greater than 300lbs are shown in "stable. 11th 1•4 0.113 -7471N! 12.3 0.077-457lhs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable webs placed at 24 " OC, U.N.O. 3) Attach structural gable blocks with 2x4 20ga plates, UN.O 4) Bracing shown is for in -plane requirements. For out -of --plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 6) Provide adequate drainage to prevent ponding. 7) At least one web of this truss has bee n designed wi th a pane l point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 8) Acreep factor of 1.00 has been applied for this truss analysis. 9) 1Indicates non-stmetwal members. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCPS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECfORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J30-GB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:31 760-423-9479 Page: 2 of 2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-6-0 0 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 25 lbs 10) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 4, 3 may need to be considered 11) Listed wind uplift reactions based on MWFRS Only loading. 12) Parapet TL: 0.02 in, 211999 (5-1), Allowable 211120. ING, ERECTING ORINSTALLING ANYTRUSS BASED NTHISTRUSS DESIGN DRAWING ARE s Software IALLPERSONS FABRICATING, DESIGN OTES IRE USED. SSUED T �HISIDEESIGNTRE AND AVAILABLE FROM EAANDGLE QUALIFICATIONS REQUEST. EtSC. DES DESIGN VALID ONLY WH NSET FORTH MTHE EAGLE MEAGLE META �S I TmeBuil�d� Metal Products 310253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J30 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:32 760-423-9479 Page: l of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-12 0 /12 1 0-M 0-M 0-0-0 0-0-0 1 24 in 22 lbs 3-3-12 3-3-12 , 3-3-12 r �1 0-0-0 0-0-0 3-3-12 3-3-12 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps" General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.18 (1-2) Vert TL: 0.01 in L / 999 (3-4) L / 240 TCDL : 15 TPI 1-2014 BC: 0.16 (3-4) Vert LL: 0.01 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web: 0.12 (1-4) Horz TL: 0 in 3 BCDL : 10 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 l 5.5 in 1.50 in 216 lbs -90 lbs -90lbs -t39 lbs 3 1 1.5 in — 2241bs -70 lbs -70lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL #2 2 x 6: 5-4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads U' l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: i 10 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 5-1 Notes FESS/4 Q?0 CID rl? Q No. C72517 m cr OF CWt Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces greater than 3001bs are shown in this table. 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has We n designe d wi th a pane l point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 21/999 (5-1), Allowable 21/120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANYTRUSSBASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild®Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH TNTHE EAGLE METALPRODUCCS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: J30U 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:33 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-12 0 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 22 lbs 3-3-12 3-3-12 3-3-12 14- 41 0-0-0 0-0-0 1_ 3-3-12 1 3-3-12 All plates shown to be Eagle 20 unless otherwise noted. Loading (rd) General CSI Deflection L/ (loc) TCLL : 20 Bldg Code: CBC 2016/ TC: 0. l8 (1-2) Vert TL: 0.01 in L / 999 (3-4) TCDL : 15 TPI 1-2014 BC: 0. l6 (3-4) Vert LL: 0.01 in L / 999 (3-4) BOLL: 0 Rep Mbr : No Web: 0.12 (1-4) Horz TL: 0 in 3 BCDL : 10 Lumber D.O. L. 115 % Reaction IT Brg Combo Brg Width Rqd Brg Width Max React _Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 216 lbs -84 lbs -84 lbs 138 lbs 3 1 1.5 in — 224 lbs -05 lbs -65 lbs Material TC: DEL #1 2 x 4 BC: DEL #1 2 x 4 Web:DFL #2 2 x 4 except: DEL #2 2 x 6: 5-4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. L / 240 L / 360 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 5-1 .tn, Q9()FESS/pN C-0 ❑ 11? � No. C72517 I-+ m or_ X VI - Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in this table. at Wb Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designe d wi th a pane l point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 211999 (5-1), Allowable 21/120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 1096U74 0193 ),0253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J30W 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:35 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-12 0 /12 l 0-M 0-M 0-M 0-0-0 1 24 in 22 lbs 3-3-12 3-3-12 3-3-12 r 3-3-12 r 3-3-12 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc TOLL: 20 Bldg Code : CBC 2016/ TC: 0. l8 (1-2) Vert TL: 0.01 in L / 999 (3-4) TCDL : 15 TPI 1-2014 BC: 0.16 (3-4) Vert LL: 0.01 in L / 999 (3-4) BCLL : 0 Rep Mbr : No Web. 0. 12 (1-4) Ho¢ TL: 0 in 3 BCDL : 10 Lumber D.O.L. 115 % Reaction IT Brg Combo BIG Width Rqd Big Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 216 lbs -86 lbs -86 lbs 138 lbs 3 1 1.5 in — 224 lbs -67 lbs -67lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL 92 2 x 4 except: DFL #2 2 x 6: 5-4 Allowed L / 240 L / 360 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Q�pFESS/nN w No. C72517 ry m W Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Tniss, Both end Aebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 5-1 Member Forces Table indicates: Member ID, max CSI, maxaxial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in this table. Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web o f this truss las been desigte d wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 21/999 (5-1), Allowable 2L/120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLfNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LLMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCF'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECfORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING ThEs: J30Y 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:37 760-423-9479 Page: 1 of t SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-12 0 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 22 lbs 3-3-12 3-3-12 3-3-12 m M v N IN a 0-0-0 0-0-0 1 3-3-12 1 3-3-12 All plates shown to be Eagle 20 unless otherwise noted Loading (psfl General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.18 (1-2) Vert TL: 0.01 in L / 999 (3-4) L / 240 TCDL : 15 TPI 1-2014 BC: 0.16 (3-4) Vert LL: 0.01 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web: 0. 12 (14) Horz TL: 0 in 3 BCDL : l0 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 216 lbs -88 lbs -88 lbs 438 lbs 3 1 1.5 in -- 224 lbs -68 lbs -68 lbs Material TC: DFL #1 2 x 4 BC: DEL 41 2 x 4 Web:DFL 92 2 x 4 except! DEL #2 2 x 6: 54 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-M, Purlin design by Others. o�/1s1 ESS/0,, 1� �f 4 ,i; No. C72517 m CC X Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. / OF OA01 2) This truss has been designed for the effects ofwind loads in accordance with ASCE7 - l0 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category U, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to mernber 5-1 Member Forces Table indicates: Member 1D, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 211999 (5-1), Allowable 2LJ120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCFS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J31 1301 MONTALVO WAY, STE 4 JobName madi son-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:38 760-423-9479 Page: 1 of t SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-12 0 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 22 lbs 3-3-12 3-3-12 3-3-12 z I 0-0-0 0-0-0 r 3-3-12 r 3-3-12 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) TCLL : 20 Bldg Code: CBC 2016/ TC: 0.18 (1-2) Vert TL: 0.01 in L / 999 (3�) TCDL : 15 TPI 1-2014 BC: 0.16 (3-4) Vert LL: 0.01 in L / 999 (3-4) BCLL : 0 Rep Mbr : No Web: 0.12 (14) Horz TL: 0 in 3 BCDL : 10 Lumber D.O.L. 115 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 216 lbs -92 lbs -921bs -140 lbs 3 l 1.5 in — 224 lbs -72 lbs -72 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL #2 2 x 6: 5-4 Allowed L / 240 L / 360 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads l) This truss has been designed for the effects due to 10 psfbottour chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Tru%, Both end %ebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 5-1 PROFESS/p� H ERA CO ,i; No. C72517 m CC �0 Member Forces Table indicates: Member LD, max CSI, max axial force, (max compr. force if different from max axial force). Orly forces greater than 3001bs are shown in this table. rr I I. I I3c Web Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed wi th a pane 1 poin t in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 2L/999 (5-1), Allowable 21/120. ALLPERSONS FABRICATING, HANDLING, ERECrING ORINSTALLfNG ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE I True Build® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCI"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J32 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:40 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-12 0 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 23 lbs 3-3-12 3-3-12 3-3-12 0-0-0 0-0-0 3-3-12 t 3-3-12 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0..18 (1-2) Vert TL: 0.01 in L / 999 (3-4) L / 240 TCDL : l5 TPI 1-2014 BC: 0.16 (34) Vert LL: 0.01 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web ; 0, 12 (1-4) Horn. TL: 0 in 3 BCDL : 10 Lumber D.O. L. i 15 % Reaction JT Brg Combo Brg Width Rqd Brg Width _Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 216 lbs -93 lbs -93 lbs -141 lbs 3 1 1.5 in — 224lbs -73 lbs -731bs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except; DFL #2 2 x 6; 5-4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. ,ter okoVESS/pN c�0 0 4/1 GO ,i? No. C72517 m W JmL I _ Loads Vol 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 If x 60 ft, h — 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 5-1 Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web ofthis truss has been designed wi tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 2LJ999 (5-1), Allowable 211120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J33 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:41 760-423-9479 Page: I oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-12 0 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 23 lbs r 3-3-12 r r 3-3-12 r 3-3-12 1 2 - 4V - �TT CV ti —21 0-0-0 0-0-0 i 3-3-12 t 3-3-12 All plates shown to be Eagle 20 unless otherwise noted. Loading 44 General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.18 (1-2) Vert TL: 0.01 in L / 999 (3-4) L / 240 TCDL : 15 TP[ 1-2014 BC: 0.16 (3-4) Vert LL: 0.01 in L / 999 (3-4) L / 360 BCLL t 0 Rep Mbr : No Web: 0.12 (1-4) Ho¢ TL: 0 in 3 BCDL , 10 Lumber D.O. L. It 5 % C9110/ Reaction QRpFESS/D NER JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz _ ��,d40rk N ��ji❑ 4 1 5.5 in 1.50 in 216 lbs -95 lbs -95 lbs -143 lbs t ',7 3 1 1.5 in — 224 lbs -75 lbs -75 lbs M Z Material Bracing No. C72517 +*t ,' TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DL 92 2 x 4 except; DEL #2 2 x 6; 5-4T tFV01 Loads v �A t 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. _ 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 5-1 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in this table. BC 1 l*b — Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 2LJ999 (5-1), Allowable 2L/120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCrEDTO REFERTO ALLOFTHE INSTRUCTIONS, L MITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCI"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECCORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J34 1301 MONTALVO WAY, STE 4 JobNamemadisoo-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:43 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-12 0 /12 1 0-0-0 0-M 0-" 0-0-0 l 24 in 23 lbs t 3-3-12 ro 3-3-12 1 2 - 4V - 9IT tr? N i 0-0-0 0-0-0 3-3-12 3-3-12 All plates shown to be Eagle 20 unless otherwise noted Loading (psp General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.18 (1-2) Vert TL: 0.01 in L / 999 (3-4) L / 240 TCDL : 15 TPI t-2014 BC: 0-t6 (3-4) Vert LL: 0.01 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web': 0.12 (1-4) Horz TL: 0 in 3 BCDL : 10 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 216 lbs -97 lbs -97 lbs -144 lbs 3 1 1.5 in — 224lbs -76lbs -76lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL #2 2 x 6: 5-4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-", Pudin design by Others. o9/1r3/QRpFESS/�,,_ 2 w No. C72517 N m tY. X Loads (/� l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end Nwbs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with BC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 5-1 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater titan 300lbs are shown in this table. Notes S 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web o f this truss has bee n desiBied wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 2LJ999 (5-1), Allowable 2L/120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTI Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST.DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J35 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:44 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-12 0 /12 1 0-" 0-" 0-" 0-0-0 1 24 in 23 lbs t 3-3-12 i 3-3-12 co 3-3-12 2 41- TT C:I it N I 0-0-0 0-0-0 t 3-3-12 3-3-12 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst} General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC : 0.18 (1-2) Vert TL: 0.01 in L / 999 (3-4) L / 240 TCDL : 15 TPI 1-2014 BC: 0:.16 (3-4) Vert LL: 0.01 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web 0..12 (1-4) Horz TL: 0 in 3 BCDL : 10 Lumber D.O.L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 216 lbs -99 lbs -99 lbs -145 lbs 3 1 1.5 in — 224lbs -78 lbs -781bs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL #2 2 x 6- 5-4 Bracing TC: Sheathed or Purins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-M, Purlin design by Others. Loads (/ 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h — l5 ft, End Zone Truce, Both end uebs considered. DOL — 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 5-1 '1°, QRpFESS/�A,_ CO w Q No. C72517 r+ m W f IVIL Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. rc I ! I ac- - - Vkb Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purtins per Bracing Surnrnary. 6) At least one web of this truss has been dcsigred wi th a pane l poin t in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 211999 (5-1), Allowable 21/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR LNSTALIING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUC'PS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECLORSARE USED. I I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J36 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:46 760423-9479 Page: 1 oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-12 0 /12 1 0-" 0-" 0-0-0 0-0-0 1 24 in 23 lbs 3-3-12 c2 3-3-12 I4 3-3-12 L. 2x, 4V - Q�T 4 (V T 0-0-0 0-0-0 3-3-12 3-3-12 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst General CSI Deflection L/ Ooc) Allow TCLL : 20 Bldg Code : CBC 2016/ TC : 0.18 (1-2) Vert TL: 0.01 in L / 999 (3-4) L / 240 TCDL : l5 TPI 1-2014 BC : 0.16 (3�) Vert LL: 0.01 in L / 999 (3�) L / 360 BCLL : 0 Rep Mbr : No Web: 0.12 (1�) Hotz TL: 0 in 3 BCDL : 10 Lumber D.O. L. 115 Reaction JT Brg_Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wird Uplift Max Uplift Max Horiz 4 t 5.5 in 1.50 in 216 lbs -101 lbs -101 lbs -147 lbs 3 t 1.5 in — 224lbs -80 lbs -80lbs Material TC DFL #1 2 x 4 BC DFL #1 2 x 4 Web:DFL 42 2 x 4 except: DFL #2 2 x 6t 5-4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-M, Purlin design by Others. Loads L 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 5-1 Notes ?Lot e[,()FESS/0AIl A. w No. C72517 m W X CI OF CAO. Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers rucornmendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed wi tha parcel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 21J999 (5-1), Allowable 21/120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 LNSTRUCI'EDTO REFERTO ALLOFTHE INSTRUCTIONS, UMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST- DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J37 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:47 760423-9479 Page: l of t SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-12 0 /12 1 0-" 0-M 0-0-0 0-0-0 1 24 in 23 lbs r 3-3-12 3-3-12 0 3-3-12 1 2x 4V - ffT N 1 T if 0-0-0 0-0-0 f 3-3- 3- _12 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ (hoc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.18 (1-2) Vert TL: 0.01 in L / 999 (3-4) L / 240 TCDL : 15 TPI 1-2014 BC: 0.16 (3.4) Vert LL 0.01 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web : 0.12 (l-4) Ho¢ TL: 0 in 3 BCDL : 10 Lumber D.O.L. f 15 % Reaction JT Brg Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 216 lbs -103 lbs -103 lbs 448 lbs 3 1 1.5 in — 224lbs -82 lbs -82lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL 92 2 x 6: 5-4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. ESS CO ti; "c No. C72517 tm+ rn m CC ;;0 Loads f OF CAG�� 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 5-1 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1?z 1Wb Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent pending. 5) Bruce bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MW FRS Only loading. 9) Parapet TL: 0.02 in, 211999 (5-1), Allowable 2I/120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALUNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J38 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:49 760-423-9479 Page: 1 oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 4-6-0 0 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 28 lbs _4-6-0 4-6-0 17 <h 4-6-0 1 4 - 2V, O I I t 0-0-0 0-0-0 4-6-0 4-6-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.31 (1-2) Vert TL: 0.05 in L / 999 (3-4) L / 240 TCDL : 24 TPI 1-2014 BC: 0.30 (3-4) Vert LL: 0.02 in L / 999 (3-4) L / 360 BCLL : 0 Rep Mbr : No Web: 0.31 (1-3) Horz TL: 0 in BCDL : 10 Lumber D.O. L. 115 % Reaction Br ; Combo B r Width R d Brg Width Max React Max GraV U liR Max Wind Uplift Max Uplift Max Horiz 1 54 in N/A 691 lbs -379 lbs -23 lbs -379 lbs 458 lbs 1 54 in N/A 685 lbs -385 lbs -36 lbs -385 lbs 458 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 5-4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 4-6-0: PCX PIE 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 It, It = 15 ft, End Zone Tni,,i;, Both end webs considered. DOL = 1.60 3) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 4) ** - Indicates parapet wind loading has been applied to member 5-1 ESS/� . Hpiz), No. C72517 Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than 300lbs are shown in this table. rc I.z BC _Q.)Ot T73- Ibs a3os .m_� _ 3-Is_ %b 14 ROTS-639its 1.3 0.3ffi l,0r-lbs (-t,012lW) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval ftom a Professional Engineer. 2) Gable requires continuous bottom chord bearing. 3) Gable webs placed at 24 " OC, U.N.O. 4) Attachgable webs with 2x4 20ga plates, U.N.O. 5) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-133 published by the SBCA. 6) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 7) Provide adequate drainage to prevent ponding. 8) Atleast one webof this truss has been designed wi tha parrl pointin the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " ofeach web panel point. 9) A creep factor of 1.00 has been applied for this truss analysis. 10) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 3, 4 may need to be considered. 11) Listed wind uplift reactions based on MWFRS Only loading. 12) Parapet TL: 0.01 in, 21/999 (5-1), Allowable 2L/120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Buss Software v5.6.314 tNSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH MTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J4-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:52 760-423-9479 Page: i of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-1-8 0 /12 l 0-M 0-" 0-M 0-0-0 2 24 in 142 lbs 27-1-8 11-0-q 2-11-12 1 3-2-4 i1-0-8i 3-0-8 1 4-1-0 t 4-1-0 4-1-0 t 3-7-8 t 1-0- 3-11-12 7-2-0 8-2-B 11-3-0 15-4-0 19-5-0 23-6-0 27-1-8 1-0-0 2-0-5 1-10-0 0 4 4 I 3§25 12 q q. 41$ 411 3 2q 0 T o 3V4 0.323 12 gx4q - 3 4 - 1 0 3 2f 1-6-4 1 T L 22 1 T 3z4 - 3z3 - 9 18. 7-2-0- - 3x4 - 0-0-0 0-0-0 1-0- 2-11-12 3-2-4 1-0-8 3-0-8 4-1-0 4-1-0 4-1-0 3-7-8 1-0- 3-11-12 7-2-0 8-2-8 11-3-0 16 4 Q 19a 0 23�6-o 2V-1 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.47 (4-5) Vert TL: 0.09 in L / 999 (15-16) L / 240 TCDL : 24 TPI 1-2014 BC: 0.30 (18-20) Vert LL: 0.03 in L / 999 (15-16) L / 360 BCLL : 0 Rep Mbr : No Web: 0.19 (7-17) Cant / OH TIA.06 in 2L / 999 23 2L / 480 BCDL : 10 Lumber D.O. L. 115 % Cant / OH LL0.02 in 2L / 999 23 2L / 480 Ho¢ TL: 0.01 in 13 DFESS/ Reaction p� %,,q JT B Combo Br Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz A• H� a R'�q2 5 1 12 in 1.50 in 2,405 lbs 116 lbs 13 1 1.5 in -- 1,008 lbs ssi Z Material Bracing '� No. C72517 N rn li; m TC: DFL #1 2 x 4 except: TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. W DFL SS 2 x 6: 3-7 BC: DFL #t 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 25-23 % MIL Loads 0 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to a 1,650 lbs (60.8 pl0 drag load distributed along shear walls along the bottom chord from 0-M to 27-1-8. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Tniss, Both end Nebs considered. DOL= 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to member 25-1 Load Case DI: Std Dead Load Distributed Loads !+Teter• Location I Location 2 Direction Spread Start Load End Load Trib Width Bot 0-0-0 7-2-0 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 0-0-0 Down 102lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial Force). Only forces greater than 300lbs are shown in this table. TC 3-4 085 OMEGA EQUIPMENT PERFORMANCE ENGINEERING ThEs: J4-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:52 760423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-1-8 0 /12 1 0-M 0-M 0-M 0-0-0 2 24 in 142 lbs 4-20 0.043-370lbs 11-14 0.042-376lbs 5-20 0,079 450lbs (-26lbs) l2-1 4 O.132 7061bs 7-8 0.046-403lbs 12-1st 0.052-4811bs 7-17 0.188 1,0441bs 9-17 0.074-5961bs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Warring: Possible conflicts in geometry may require additional design review. 4) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 5) Provide adequate drainage to prevent ponding. 6) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 7) At least one web of this truss has been designed W tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 8) Acreep factor of 1.00 has been applied for this truss analysis. 9) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: TC: 0-0-0, (l )Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. l0) When applied loads are on one side of girder; do not flip girder during Order corrector installation, install connectors on the girderside where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half o£ the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 11) Lateral bracing shall be attached to each ply. 12) All fasteners ninirnun 2-1/2" long unless otherwise noted. 13) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 14) Listed wind uplift reactions based on MWFRS Only loading. 15) Parapet TL: 0.01 in, 2L/999 (25-1), Allowable 211120. ALLPERSONS FABRICATING, HANDHNG, ERECTING ORINSTALIING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LA41TATI0NSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J4 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:54 760423-9479 Page: 1 of`2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0 /12 7 0-M 0-M 0-M 0-0-0 2 24 in 148 lbs t 27-7-0 t 1 2-11-12 3-2-4 1-0-8 3-0-8 4-1-0 4-1-0 4-1-0 4-1-0 1-0- 3-11-12 7-2-0 8-2-B 11-3-0 15-4-0 19-5-0 23-M 27-7-0 1-0-0 2-0-5 1-10-0 FvR . 3x8 - 7x10 - 2rd�3zj- 3z4- � 17 16- 203:.15- 14 -I 7-2 ± §0 - 3x4 - 0-0-0 1-0- 2-11-12 3-2-4 1.0- 3-0-8 4-1-0 4-1-0 4-1-0 0-0-0 4-1-0 1 D 3-11-12 7-2-0 8 2 11-3-0 15-4-0 19-5-0 23-6-0 27-7-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 0.41 (4-5) Vert TL: 0.09 in L / 999 (15-16) L / 240 TCDL : 24 TPI 1-2014 BC: 0.26 (18-20) Vert LL: 0.03 in L / 999 (15-16) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0, 19 (7-17) Cant / OH TUA.06 in 2L / 999 23 2L / 480 BCDL : 10 Lumber D.O.L. 115 % Cant / OH LL0.02 in 2L / 999 23 2L / 480 Horz TL: 0.01 in 12 Reaction 09/18/ 1T B Combo B Width R d Br Width Max React Max GravUplift Max Wind Uplift Max Uplift Max Horiz �CQ p�,QFESS/4 A H6 �( RN,9 5 1 12 in 1.50 in 12 1 5.5 in 1.50 in 2,417 lbs 1,046 116 lbs Q ¢0 His Material Bracing w No. C72517 N m TC: DFL #1 2 x 4 except: TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. I � DFL SS 2 x 6: 3-7 BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web:DFL #2 2 x 4 except: n DFL SS 2 x 6: 25-23 - Cr141L Loads L, /— ` OF CAL1 1) This truss has been designed for the effects due to 10 psfbottorn chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end Hwbs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 25-1 Load Case DI: Std Dead Load Distributed Loads Member Location l Location 2 _Direction Spread Start Load End Load Trib Width Bot 0-" 7-2-0 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 0-0-0 Down 102lbs Member Forces Table indicates: Member 1D, max CSI, max axial force, (mac comer. force if different from max axial force). Only forces greater than 300lbs are shown in this table, TC 3-4 0.076 1111bs 8-9 0.092 -396lbs 11-12 0.107-578lbs 4-5 0.411 7901bs 9-10 0.096 -833lbs 5.7 0409 771IN 10-11 0.101 -886lbs 13C 1•-15 0-140 03IN 17-18 02% -M2n IS 16 0.184 8841bs 18-20 0.2" -7823bs 1-31 11041 •36111,, III-14 OA41-370lbs S"� A080 451 ikn i S Ibsl 12-14 0.133 712 lbs 7.8 0.047-4101ba 7.17 SL 199 1,051 Ibs T T 0 0 �J ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCP'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J4 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:55 760423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0 /12 7 0-M 0-M 0-M 0-0-0 2 24 in 148 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Warning: Possible conflicts in geometry may require additional design review. 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 6) At least one web of This truss has been designed W th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside race of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1ladicates non-structural members. 10) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: TC: 0-M, (1)Connec tors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 11) When applied loads are on one side ofgi rder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 12) Lateral bracing shall be attached to each ply. 13) All fasteners rrini mum 2-1/2" long uries s oth envi se noted. 14) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 15) Listed wind uplift reactions based on MWFRS Only loading. 16) Parapet TL: 0.01 in, 21J999 (25-1), Allowable 2L/120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.31 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, UrvUTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J5-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:57 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0 /12 l 0-M 0-0-0 0-" 0-0-0 2 24 in 147 lbs �-0- 2-11-12 1 3-2-4 1-0-8 3-0-8 4-1-0 4-1-0 4-1-0 4-1-0 1-0- 3-11-12 7-2-0 8-2-8 11-3-0 15-4-0 19-5-0 23-6-0 27-7-0 1-0-0 2-0-5 1-10-0 q 2 q 1 3x 25 12 4V - 41t - 5 9 34 0.323 12 4x4 - tt f9l 3 4 `N 1 6� T T � 33 22 TA � 3z4 - 3x� _ 2�p3 1$ . 12 16- 20-515 ?4 7 2-0��x4 - 3x4 - 3x8 - 7x111 - T 0-0-8 T m 0-0-0 0-0-0 1 4 2-11-12 3-2-4 1-0- 3-0-8 4-1-0 4-1-0 4-1-0 4-1-0 1 Q 3-11-12 7-2-0 8.2 11-3-0 15-4-0 19-5-0 23-6-0 27-7-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst General CSI Deflection L/ (hoc) Allowed TCLL : 20 Bldg Cade : CBC 2016/ TC: 0.47 (4-5) Vert TL: 0.08 in L / 999 (15-16) L / 240 TCDL : 24 TPI 1-2014 BC: 0.30 (18-20) Vert LL: 0.03 in L / 999 (15-16) L / 360 BCLL : 0 Rep Mbr : No Web : 0.19 (7-17) Cant / OH TL0.06 in 2L / 999 23 2L / 480 BCDL : 10 Lumber D.O. L. 115 % Cant / OH LLD.02 in 2L / 999 23 2L / 480 Horz TL: 0.01 in 12 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React 091181�?,OFESS Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz r�Q HE/? l� FQ I\- 5 1 12 in 1,50 in 2,412 lbs 116 lbs 12 1 6.75 in 1.50 in 1,051 lbs Q' Material Bracing No. C72517 mr+ m TC: DFL #1 2 x 4 except: TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. DFL SS 2 x 6: 3-7 BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. y Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 25-23 '— Ci Loads ("/-- 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to a 1,650 lbs (59.8 plt) drag load distributed along shear walls along the bottom chord from 0-M to 27-7-0. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with BC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to member 25-1 Load Case DI: Std Dead Load Distributed Loads Member Location 1 Location 2 Drection Spread Start Load End Load Trib Width Bot 0-" 7-2-0 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 0-0-0 Down 1021bs Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 3-4 0.086 551lbs (-4lbs) 8-9 0.106 -389lbs IF-12 0.li2-554lbs 4-5 0.468 792lbs 9-10 110-11 0.110 -821lbs 5-7 &467 773 The R 109 -80lbs BC 14-f5 0.153 599lbs 0.236 -773lbs 15-16 0 203 867lbs 117-18 18-20 0.296 -785lbs 16-17 0.224 819lbs 20-21 0.295 -550lbs ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONN ECTORSARE USED. 4 021 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J5-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:40:57 760- 423-9479 Page: 2 of 2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 27-7-0 0 /12 1 0-M 0-M 0-M 0-0-0 2 24 in 147 lbs 4-20 0.043 -37016s I1.14 0.041 3691bs 5-20 0.080 45llbs (-251bs) 12.14 0.129 691lbs 7-8 0.046 -404lbs 7-17 0.189 1,047lbs 9-17 0.074 -598 Ibs Notes 1) Unless noted otherwise, do not cut or alter any miss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof miss is 20 % (Cq = 0.80). 3) Wanting: Possible conflicts in geometry may require additional design review. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of (his truss has been desigied with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal cleamme betwwn inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1Indicates non-structural members. 10) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - l row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - l row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min . 135"x3] as follows within 24" of the location shown: TC: 0-0-0,(1)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 11) Whenapplied loads areon one side ofgirder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 12) Lateral bracing shall be attached to each ply. 13) Al fasteners minimum 2 1/2" long unless otherwise noted. 14) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 15) Listed wind uplift reactions based on MWFRS Only loading. 16) Parapet TL: 0.01 in, 2LJ999 (25-1), Allowable 2LJ120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCLEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECfORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J5 1301 MONTALVO WAY, STE 4 JobNametnadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/l8/18 14:40:59 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0 /12 10 0-M 0-" 0-" 0-0-0 2 24 in 147 lbs � 27-7-0 _ 1 ,10 4 2-11-12 1 3-2-4 r1-0 8i 3-0-8 r 4-1-0 4-1-0 r 4-1-0 4-1-0 1 U413-11-12 7-2-0 $2 11-3-0 15-4-0 19-5-0 23-6-0 27-7-0 1-0-0 2-0-5 1-10-0 0 4 C? 4 J 3 (q.25 12 4 4 _ 414 g 3x8 - 5r1 1 _ 7x11J - To ` 310.323 124x44- 4 134g " _ 1-6-4 ' T T L 3 1 T2 �4 3x 3z4 - 9 1 1 20 1 1 0-0-8 T 7-2-0�x4 - 3x4 - m 0-0-0 0-0-0 11-0-Q 2-11-12 1 3-2-4 11-0-8 _ 3-0-8 1 4-1-0 i 4-1-0 r 4-1-0 i 4-1-0 _ i 1-0- 3-11-12 7-2-0 8-2-8 11-3-0 15-4-0 19-5-0 23-6-0 27-7-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps. General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.41 (4-5) Vert TL: 0.08 in L / 999 (15-16) L / 240 TCDL : 24 TPI 1-2014 BC: 0.26 (18-20) Vert LL: 0.03 in L / 999 (15-16) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0.19 (7-17) Cant / OH TL0.06 in 2L / 999 23 2L / 480 BCDL : 10 Lumber D.O.L. 115 % Cant / OH LL0.02 in 2L / 999 23 2L / 480 Horz TL: 0.01 in 12 Reaction 09/18t FESS Q�0 /pN IT Brg Combo Brg Width Rgd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz {�Q I,, HER 5 1 12 in 1.50 in 2,412 lbs 116 lbs 12 1 6.75 in 1.50 in 1,051 lbs COD �. �Q Material Bracing No. C72517 m ram; TC: DFL 91 2 x 4 except: TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. DEL SS 2 x 6: 3-7 BC: DEL 41 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. ( Web:DFL 92 2 x 4 except: DEL SS 2 x 6: 25-23 Cr Loads OF GA0F 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 It x 60 ft, It = 15 ft, End Zone Truss, Both end Nwbs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 25-1 Load Case DI: Std Dead Load Distributed Loads Member Location I Location 2 Direction Spread Start Load End Load Trib Width Bat 0-" 7-2-0 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Trib Width Top 0-" Down 1021bs Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max ax al force). Only forces greater than 300lbs are shown in this table. TC 3-4 0.076 551lbs 8-9 0.092 -389 lbs II-12 0.097-554lbs 4-5 0.409 7921hs 9-10 0.096-821lbs 5.7 0.408 Im 1ba 10-11 0." -W lbs BC 14-15 0.117 3" lbs I7.18 4 V5 -773 lbs 15.15 01K 8671bs 19-M 0.258-7851bs I6-17 6.2M 8191bs '-a21 0t256-5491ba ►'kb 3•'1 OBa 9-562lbs 1I.15 a.064 3351bs 4-210 0,043-370lbs I i-14 0.041 -369 Ilbs 540 0A80 451lbs (--15ItO 12-14 0.129 691lbs 7-8 awe 404lbs 7.17 0,189 1A47lbs 917 0:0741 -59816s ALL PERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE True Build® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCrs Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. 1096074 0212/0253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J5 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:00 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0 /12 10 0-M 0-M 0-M 0-0-0 2 24 in 147 Ibs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Waning: Possible conflicts in geometry may require additional design review. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Sununary. 6) At least one web o f this truss has bee n designed wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1 [Wicates non-structural mambers, 10) The forces shown for this multi -ply mass are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - i row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: TC: 0-0-0, (i )Connec tors Connectors shall not encroach on other girder ply connectors or truss-to-tass connectors in accordance with the NDS or the connector manufacturer recommendations. 11) When applied loads are on one side ofgirder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 12) Lateral bracing shall be attached to each ply. 13) All fasteners n inimurn 2-1/2" long unless otherwise noted. 14) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 15) Listed wind uplift reactions based on MWFRS Only loading. 16) Parapet TL: 0.01 in, 211999 (25-1), Allowable 211120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCPS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING TrLss: J6 1301 MONTALVO WAY, STE 4 JobNameroach son-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:01 760-423-9479 Page: 1 of l I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 15-6-2 0.25 /12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 77 lbs T NT r^ CJ N Tt 4-1-0 5-8-9 5-8-9 4-1-0 9-9-9 15-6-2 3x8 - 6x,P - 0.25 31- 7x�6 - 1 2x -0-8 1 0-0-0 0-0-0 t 4-1-0 5-8-9 "-9 1-0 u 9-9-9 15-6-2 All plates shown to be Eagle 20 unless otherwise noted Loading General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.45 (3-4) Vert TL: 0.11 in L / 999 (6-7) L / 240 TCDL : 24 TPI 1-2014 BC: 0.48 (6-7) Vert LL: 0.03 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.30 (4-6) Horz TL: 0.01 in 4 BCDL : 10 Lumber D.O. L. 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 8 1 1.5 in — 974lbs 93 lbs 4 1 6.75 in 1.50 in 1,011 lbs Material TC: DFL 41 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 4-9-0, Purlin design by Others. BC: Sheathed or Purlins at 10-M, Purlin design by Others. 091181 9' (c2r- Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. (� 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - l0 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. E SS/p A. FtE No. C72517 N rnn "V"" //Q/,* lber Forces Table indicates: Member ID, max CST, max axial force, (max comer, force if different from max axial force). Only forces greater than 300lbs are shown in this table- 1-2 0.344-Ir54lbs 2-3 0A50 - I .366Ibs 3-4 pt453-1.4131bs 11-7 0�281 1,463lbs 13-6 0.066-503lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside Face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 11ndicates non-structural members- 9) Listed wind uplift reactions based on MWFRS Only loading. T O T ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALiING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, UMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCr'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J6A 1301 MONTALVO WAY STE 4 JobName3nadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:03 760-423-9479 Page: 1 of I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 9-7-9 0 /12 1 0-M 0-" 0-" 0-0-0 1 24 in 48 lbs 1 Ln 0T N 1O O 11 1-0-0 2-6-4 6-1-5 1-0-0 3-6-4 9-7-9 1-0-0 WA [ 0.323 12 3x4 - 4V4 4) 2) 0-0-0 0-0-0 t 1-0-0 L 2-6-4 6-1-5 _ 1-0-0 3-6-4 9-7-9 All plates shown to be Eagle 20 unless otherwise noted Loading [psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.67 (4-5) Vert TL: 0.13 in L / 825 (6-7) L / 240 TCDL : 24 TPI 1-2014 BC: 0.47 (7-8) Vert LL: 0.04 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.21 (5-7) Horz TL: 0 in 6 BCDL : 15 Lumber D.O. L. i 15 % Reaction TT BFg Combo Br g VAdth R d Big W dth Max React Max Grav Wift Max Wind Uplift Max Uplift Max Horiz 9 1 1.5 in — 740 lbs 53 lbs 6 1 5.5 in 1.50 in 672 lbs Material TC: DEL 91 2 x 4 BC: DFL 91 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 4-8-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance with ASCE7 - 10 with the following user defined input: 110 m (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end Hebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case Dl: Std Dead Load Distributed Loads Member Location I Location'-' Muction Spread Start [.twd Did IxW Tdb Width Bot 0-M 6-5-2 Down Proj 5 psf 5 psf 24 in 09118 �co 1 w f'r e FESS/pN No. C72517 m cl, OF CAO1 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in [his table, TC I-3 0.077 870 lbs 4-5 oar - I I thn ac 7-8 A469 807IN (-I2Ihs Itch I-9 0.057 -674IN 3--1 0.M -i,IJi Idz 5-6 6,OS9 4".. j -8 0.188 1,066 lbs (-103 lbs) 17 15-7 0.070 398 lbs 3-S 0.107 -621Ibs 0207 1,169lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recornmendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web o f this truss has bee n des igre d wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J7 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:05 760423-9479 Page: 1 of I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 8-8-14 0 /12 1 0-0-0 0-M 0-0-0 0-0-0 1 24 in 44 lbs 1 o T N O O 11 4x 2x 8-8-14 t t 1-0-0 1 2-6-4 t 5-2-10 1-0-0 1 3-6-4 8-8-14 1-0-0 9x4 I 0.323 F12 3x4 - 4V 0-0-0 0-0-0 1-0-0 2-6-4 5-2-10 1-0-0 3-6-4 8-8-14 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.46 (4-5) Vert TL: 0.08 in L / 999 (6-7) L / 240 TCDL : 24 TPI 1-2014 BC: 0.36 (7-8) Vert LL: 0.03 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0. 17 (5-7) Horz TL: 0 in 6 BCDL : 15 Lumber D.O. L. 115 % 09/list/ Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 9 1 1.5 in — 684 lbs 52 lbs 6 l 5.5 in 1.50 in 622 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 5-8-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dirns 25 It x 60 ft, It — 15 ft, End Zone Truss, Both end vebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case D1: Std Dead Load Distributed Loads Member Location l Location 2 Direction Spread Start Load End Load Trib Width Bet 0-M 6-5-2 Down Proj 5 psf 5 psf 24 in No. C72517 C1 OF CALKS _ Member Forces Table indicates: Member ID, max CSI, mar axial force, (max comer, force if different from max ax al force). Only forces greater than 300lbs are shown in this table TC 1-3 0.071 -7WIN +5 0.465 -9411bs BC 7.8 0,355 74llbs •46ltis 156b 1.9 G.W- -6N IN 3•41 0,121 -95R Ihs 1-8 0.173 980IN (-123lbs) 5-7 15-6 0.175 988lbs 3-8 0.099 -543lbs 0.054 -499lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 6) At least one web of this truss has been &signed wi th a pare 1 point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofeach web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J8 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:06 760-423-9479 Page: t off SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-8-6 0 /12 1 0-0-0 0-M 0-M 0-0-0 l 24 in 40 lbs t 7-8-6 t 1-0-0 2-6-4 4-2-2 c� 1-0-0 1-0-0 3-6-4 7-8-6 �TN IC? O T 3) 2i 2x4 1 0.323 12 3XA4 • 3V - 0-0-0 0-0-0 t 1-0-0 2-6-4 t 4-2-2 t t 1-0-0 374! 7-8-6 All plates shown to be Eagle 20 unless otherwise noted. Loading (psl General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.28 (4-5) Uert TL: 0.04 in L / 999 (6-7) L / 240 TCDL : 24 TPI 1-2014 BC: 0.24 (7-8) Vert LL: 0.01 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0. 15 (1-8) Horz TL: 0 in 6 BCDL : 15 Lumber D.O. L. 115 uv7lur �►,)FESS/ Reaction Q JT Drg Caanbo Brg Wi(1llt A d Brg Width Max React Max Grrav Uplift Max Wird Uplift Max Uplift Max Horiz 4 ¢Q p' H�Rr{, 9 1 1.5 in — 616 lbs 51 lbs 6 1 5.5 in L50 in 556 lbs Q7 4 rn Z Material Bracing w Q No. C72517 N rrn TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 Loads l IVIL 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. .0 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Tntss, Both end Nebs l considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads klmber Location I Location 2 Direction Shad Start Load End Load Trib %dth Bot 0-" 5-4-10 Down Proj 5 psf 5 psf 24 in Member Forces Table indicates: Member ID, max CS], max ax al force. (max conmr. force if different from max axial force). Onlv forces ¢eater thm 3001bs are shown in this table. TC 1-3 0.063 -712lbs 4-5 0.281 -7271bs BC 7-8 112" 6wlb5 -65lbs l Vkb 1-9 13-8 0,055 •56216s 34 0.U73 -729Ibs 1-8 0.154 872lbs (-1491bs) 5-7 0.139 784lbs (-28lbs) 0.088 -450lbs 5-6 0.049 -453lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Smmrmary. 6) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, L[MITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCPS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONN ECTORSA REUSED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J9 1301 MONTALVO WAY, STE 4 JobName3nadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:08 760-423-9479 Page: 1 oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-7-10 0 /12 1 0-M 0-M 0-0-0 0-0-0 l 24 in 36 lbs i 6-7-10 r 1 0 0 2-6-7 _r 3-1-3 t 1-0-0 3-6-7 6-7-10 1-0-0 0 co O O T 3) 2) 2K,4 1 0.323 12 3 a . 3V - 0-0-0 0-0-0 1-0-0 2-6-7 3-1-3 1-0- 0 3-6-7 6-7-10 All plates shown to be Eagle 20 unless otherwise noted. Loading (psO General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.14 (4-5) Vert TL: 0.01 in L / 999 (6-7) L / 240 TCDL : 24 TPI 1-2014 BC: 0.17 (7-8) Vert LL: 0.01 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : No Web: 0.13 (1-8) Horn TL: 0 in 6 BCDL : 15 Lumber D.O. L. 115 % Reaction D9/18/ Q?,pFESS/p JT Brg Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 9 1 1.5 in — 549 lbs 50 lbs 6 1 5.5 in 1.50 in 488 lbsCO Material Bracing w No. C72517 N m TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Pudin design by Others. Web:DFL #2 2 x 4 Loads CI 1) This truss has been designed for the effects due to l0 psfbottom chord live load plus dead loads. t 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input: 110 nip (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs l considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location I Location 2 Direction Spread Start Load Ind Load Trib Width Bot 0-" 4-3-14 Down Proj 5 psf 5 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces greater than 300lbs are shown in fis table. 1-8 0.135 763lbs (-184lbs)I5-7 0.106 601lbs (-50lbs) 2-8 0.078-366lbs 5-6 0.044-408lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins_per Bracing Sunanary. 6) At least one web of this truss has been designed wi tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, L MTFATIONSANDQUALIFICATIONS SET FORTH [LATHE EAGLE METALPRODUCf'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECCORSARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: K DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:10 760423-9479 Page: l of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 14-5-8 0.25 /12 1 0-0-0 0-M 0-M 0-0-0 t 24 in 74 lbs 14-5-8 t — o 4-9-13 4-9-14 t 4-9-13 t N 4-9-13 9-7-11 14-5-8 0.25 12 4 4 _ IT 2V 1 5x�5 0 0 N 1 0-0-0 1 4-9-13 4-9-14 4-9-13 0-0-0 1 t 4-9-13 9-7-11 14-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.28 (3-4) Vert TL: 0.07 in L / 999 (6-7) L / 240 TCDL : 15 TPI 1-2014 BC: 0.29 (6-7) Vert LL: 0.02 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web: 0.48 (2-6) Horz TL: 0.01 in 5 BCDL : 10 Lumber D.O. L. 115 % / p�pFESS/4 Reaction � a A. HER 9� IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz Q +v 8 l 5.5 in 1.50 in 913 lbs -193 lbs -3 lbs -193 lbs 131 lbs D Z 5 l 5.5 in 1.50 in 916 lbs -190 lbs -2 lbs •190 lbs Material Bracing Li z No. C72517 N M TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 5-5-0, Purlin design by Others. BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 7-3-0, Purlin design by Others. Web:DFL #2 2 x 4 except: n DFL SS 2 x 6: 9-8 CfA Loads L,1"" c DF �A1A l) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 14-5-8: 200 plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to member 9-1 Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than 3001bs are shown in this table. 'TC 11•2 0.'_7.1-1.431Ibs 12•3 0.268-1.4749. 13-4 0.285-13391bs I I 11-7 0.225 1,633lbs (-5969*12-6 0.477 •1,140lbs 14-6 0,234 1,603lbs (-569lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 8, 5 may need to be considered. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.01 in, 211999 (9-1), Allowable 211120. ALLPERSONS FABRICATING, HANDLING, EREMNG ORINSTALLINGANYTRUSS BASED UPONTHISTRUSS DESIGN DRAWING APE TrueBuild®Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCI"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: Kl 1301 MONTALVO WAY, S T E 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:12 760423-9479 Page: 1 of[ SPAN PITCH QTY OHL OUR CANT L CANT R PLYS SPACING WGT/PLY 14-5-8 0.25 /12 3 0-M 0-M 0-M 0-0-0 1 24 in 83 lbs 1458 0 1-2-0 3-7-13 4-9-14 4-9-13 N 1-2-0 4-9-13 9-7-11 14-5-8 1 2�t I 0.25 12 4X8 - 2.441 41. TTT o 7 o 0 a� N N 17 tt �� ti 6F jr-1 1 2z43z4- 5 A - mi, T 0-6-0 0-6-0 1-2-0 3-7-13 4-9-14 0-0-0 4-9-13 1-2-0 4-9-13 9-7-11 14-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.25 (4-5) Vert TL: 0.06 in L / 999 (7-8) L / 240 TCDL : l5 TPI 1-2014 BC : 0.26 (7-8) Vert LL: 0.02 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0. 18 (5-7) Herz TL: 0.01 in 6 BCDL : 10 Lumber D.O. L. 115 Reaction TF Big Combo B +Width R d Brg Width Max Rear:I Mar Grav Uph11 Max Wird U plift Max U lilt Max Horiz 11 l 5.5 in 1.50 in 727 lbs -124 lbs 6 1 5.5 in 1.50 in 736 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 except: DFL #2 2 x 6: 12-11 Bracing TC: Sheathed or Purlins at 6-3-0, Partin design by Others. BC: Sheathed or Purlins at 10-0-0, Partin design by Others. r c-o w� 4 ESS/ ��i+�I� HH No. C72517 Loads Llf"' QF CA�IF�' l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end Aebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 12-1 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 11-2 0.060-363lbs 12-3 0.156 -351 nis 1 W 111A9-R97lhx lJ-5 t1.751 S"?ax II-l0 0.137 777lbs (-53lbs)I4-7 0.057-3841bs 3-10 0,157 6411bs 5-7 0.185 1,04516s (-ll9lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent pending. 4) Bruce bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of This truss has been designed wi th a parel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. 8) Parapet TL: 0.01 in, 211999 (124), Allowable 21/120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH TH[S DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: K1A 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:13 760-423-9479 Page: t of I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 14-5-8 0.25 /12 1 0-M 0-" 0-M 0-M 1 24 in 74 lbs 14-5-8 t 4-9-13 4-9-14 4-9-13 N 4-9-13 9-7-11 14-5-8 —� 1 4 _ 0.25 12 41_ 2VI 4x�- fT Co 7o N ti 1 —j 0-0-0 4-9-13 4-9-14 0-0-0 4-9-13 4-9-13 9-7-11 14-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.28 (3-4) VertTL: 0.07 in L / 999 (6-7) L / 240 TCDL : 15 TPI 1-2014 BC: 0.29 (6-7) Vert LL: 0.02 in L / 999 (5-6) L / 360 BCLL : 0 Rep Mbr : No Web: 0.IS (1-7) Horz TL: 0.01 in 5 BCDL : 10 Lumber D.O.L. 115 % 09/181 FESS/p ReactionQ JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 8 1 5.5 in 1.50 in 727 lbs -3 lbs -3 lbs 131 Ibs 47 Dt 5 1 5.5 in 1.50 in 736 lbs -2 lbs -2 Ibs No. C72517 ^' m Material Bracing LOU TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 9-8 IVIL T�7ln Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It, It = 15 ft, End Zone Truss, Both end Nebs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 9-1 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. Force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 1 i 0114-9161bs 2-3 0.268 -892 lbs 3-4 wgs -893 rw BC 6 7 Q.391 93:57 1pBlhs Wab I-8 0.051-+$771bs 1-7 4,451-376Ibs 4-6 QJR 1,Wft j-1_141lxf I-7 0.184 1,043 lbs (-27lbs) 3-6 0.055 -371 lbs 4-5 0.098-667lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. 8) Parapet TL: 0.01 in, 211999 (9-1), Allowable 211120. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALCING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuildO Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: K2 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:15 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-9-4 0.25 /12 2 04)-0 0-M 0-0-0 0-M l 24 in 109 lbs 20-9-4 r 4-1-7 4-1-15 4-2-0 4-1-15 4-1-15 4-1-7 8-3-6 12-5-6 16-7-5 20-9-4 0 N 1 Im 10 0-0-0 4-1-7 4-1-15 4-2-0 4-1-15 0-0-0 4-1-15 4-1-7 8-3-6 12-5-6 16-7-5 20-9-4 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.23 (5-6) Vert TL: 0. 13 in L / 999 (9-10) L / 240 TCDL : 15 TPI 1-2014 BC: 0.41 (9-10) Vert LL: 0.05 in L / 999 (9-10) L / 360 BOLL: 0 Rep Mbr : No Web : 0.26 (1-11) Horz TL: 0.02 in 7 BCDL : 10 Lumber D.O. L. 115 % Reaction Q?,pFESS/p a�. IIE'y l c�O�a JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 61 [V Q 12 1 5.5 in 1.50 in 1,012 lbs 135 Ibs 1j1 7 1 1.5 in 1,020lbs tT Z No. C72517 m Material Bracing tl; or -'n TC: DFL #1 2 x 4 BC: DFL 91 2 x 4 TC: Sheathed or Purlins at 4-6-0, Purlin design by Others. BC: Sheathed or Purlins at 104)-0, Purlin design by Others. Web:DFL #2 2 x 4 except: DFL SS 2 x 6: 13-12 IVIL Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 If x 60 It, It = 15 It, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 13-1 Member Forces Table indicates: Member 1D, max CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1-2 2.3 0.199 0,211 -1,251lbs -1.&*lbs 3-4 4-5 0.183 0.2-17 -1,797lbs -1.797ibs 5-6 0.233-1,164lbs K 8.9 0.3I0 1,'_08lbs (-28N) 10-11 0.319 1,253 lbs (-I 141bs) 9.10 0.413 1.9* lbs f-107IN) Web 1.12 0.075 -958lbs 2-10 0,129 728lbs 6-8 0.256 1,443lbs (-89lbs) I•I1 0.265 1,493lbs (-311bs) 5-9 0.132 746lbs (-59lbs) 6-7 0.151-967lbs 2.11 0.097 -715lbs 5-8 0.113 -753lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is ror graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of This truss has been designed wi tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL: 0.02 in, 211999 (13-1), Allowable 2L/120. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONN ECTORS A RE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING TriEs: K3 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:17 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-5-0 0.25 /12 2 0-M 0-0-0 0-0-0 0-0-0 1 24 in 114 lbs 21-5-0 4-11-8 4-1-6 4-1-6 4-1-6 4-1-6 4-11-8 9-0-14 1st-2-4 17-3-10 21-5-0 0 N T 0-0-0 1-0-0 1-0-0 4-11-8 4-1-6 4-1-6 4-1-6 4-1-6 4-11-8 9-0-14 13-2-4 17-3-10 21-5-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psC General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.36 (1-2) Vert TL: 0.29 in L / 859 (9-10) L / 240 TCDL : 15 TPI 1-2014 BC: 0.62 (9-10) Vert LL: 0.11 in L / 999 (9-10) L / 360 BCLL : 0 Rep Mbr : No Web: 0.42 (1-11) Horz TL: 0.02 in 6 BCDL : 10 Lumber D.O. L. 115 % Reaction Sl' B + Combo A Width Rqd B + Wtdlh Max React Max Grov t! lift Max Wird U ifl Max U lift Max Horiz 13 1 5.5 in 1.50 in 1,031 lbs 135 lbs 6 1 5.5 in 1.50 in 1,060 lbs Material TC DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL 92 2 x 4 except: DFL SS 2 x 6: 14-13 Bracing TC: Sheathed or Purlins at 3-5-0, Purlin design by Others. BC: Sheathed or Purlins at 10-M, Puriin design by Others. ESS/per No. C72517 CI Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. �� OAL1F 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It, It = 15 ft, End Zone Tnuss, Both end Nwbs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 14-1 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in this table TC 1-2 2-3 0.357 0.286 ? 240lbs -.I W IN 34 -3-5 0.160 0-%0 2,782Ibs -? 7821bs 5-6 0.183-1,679lbs 6C 8-9 0.,W 1.678lbts (-64Ibs) 10-11 0.540 2,289 lbs (-247 lbs) 9-10 0.624 1040lbs -MlIW Ili:b I-I3 0.073 -939IN 3.9 0,1225 -431lbs I•l1 0.420 2,358 lbs (-126lbs) 5-9 Ow1O 1,245 lbs (-94 lbs) 2-11 0.209 -662lbs 5-8 0.089 -802IN 2-10 0.148 840 lbs 6-8 0.338 1,905lbs (-113 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance For this roof truss is 20 % (Cq — 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of (his truss has been &signed v i tha panel pc)int in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside race of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1Indicates non-structural members. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE True Build® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LlIvI1TATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: K3 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:17 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-5-0 0.25 /12 2 0-m 0-m 0-m 0-0-0 1 24 in 114 lbs y/ Lrstea wma uputt reactions oasea on Mwrxs Unty to 10) Parapet TL: 0.05 in, 21/697 (14-1), Allowable 21J120. ALL PERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TtueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: K3A 1301 MONTALVO WAY, STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:19 760-423-9479 Page: ] of] SPAN PI'K'H QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-54) 0.25 / 12 3 0-M 0-M 0-M 0-0-0 1 24 in 113 lbs T TT r� o M N T T 21-5-0 I 4-11-8 4-1-6 4-1-6 4-1-6 4-1-6 4-11-8 9-0-14 13-2-4 17-3-10 21-5-0 3x8 - 5 12 2x44 1 3x8 - >4 3X,4 - gxg _ 7x�2 - 7x12 • 5 3x4 - 2.11 0-0-0 4-11-8 1-0-0 4-1-6 4-1-6 4-1-6 1-0-0 4-1-6 4-11-8 9-0-14 13-2-4 17-3-10 21-5-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.27 (l-2) Veit TL: 0.27 in L / 906 (9-10) L / 240 TCDL : 15 TPI 1-2014 BC: 0.55 (9-10) Vert LL: 0.11 in L / 999 (9-10) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.40 (1-[1)Horz TL: 0.07 in 6 BCDL : 10 Lumber D.O. L. 115 % Reaction pL{ pFESS/p P N�R,I, l JT Brg Combo Big l l Width ltgd Brg Width 5.5 in 1.50 in Max Reafa 1,045 lbs Max Gmv Uplift Max Wired uplift Max UpliR Max I-ioriz �C40 �Q 6 1 in 90 lbs 5.5 1.50 in 1,045 lbs C I Material Bracing Il; No. C72517 TC: DEL 91 2 x 4 TC: Sheathed or Purlins at 3-8-0, Purlin design by Others. CY-' BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL 02 2 x 4 A Loads + l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. �,'NtOF C U 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - l0 with the following user defined input: 110 mp (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category LI, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axiat force, (max compr, force if different from max axial force). Only forces greater than 30011bs are shown in this table TC 1-2 2-3 0267 0 253 -2,t19lbs 19591hs 3-4 4-5 0232 0 233 -2,729tbs •27291bs 5-6 0.156-1,600lbs 8C 8-9 0.359 1,612Ibs (-21 Ibs► 10-11 0.467 2,163 lbs (-36 lbs) 9-10 0.348 1955lbs -5511bQ Web 1-II 0.400 2,247lbs (-84N) 5.9 0X1 12 itbs (-391bs) 2•II 0.187 -669lbs 5-8 0.088 -791lbs 2.10 0.156 882lbs (-21 N) 6-8 0.325 1,833 lbs (-63lbs) 3-9 0,116 -402 lbs Notes A Z m ]) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance For this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 5) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 11ndicates non-structural members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCI'EDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUC"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECLORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: K3B 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:20 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-5-0 0.25 / l2 4 0-M 0-M 0-M 0-0-0 1 24 in 114 lbs TTc? W O r M 60 3x8 - 7x1 9 - 21-5-0 4-11-8 4-1-6 4-1-6 4-1-6 4-1-6 4-11-8 9-0-14 13-2-4 17-3-10 21-5-0 4YKA5 - 12 3x,4 3x8 - 2xa4 61 - N2 - To M9 T �T 0-0-0 1-0-0 1-0-0 4-11-8 4-1-6 4-1-6 4-1-6 4-1-6 4-11-8 9-0-14 13-2-4 17-3-10 21-5-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psp General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.27 (1-2) Vert TL: 0.27 in L / 906 (9-10) L / 240 TCDL : 15 TPI 1-2014 BC: 0.55 (9-10) Vert LL: 0.11 in L / 999 (9-10) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0,40 (1-11) Horn TL: 0.07 in 6 BCDL : 10 Lumber D.O. L. 115 % Reaction J`f Bsg Combo Virg Widlh Rgtl Brg Width Max React Max Gmv Uplift Max Wind U0i11 Max UPI ift Max Hartz 1 1 5.5 in 1.50 in 1,045 lbs 90 lbs 6 1 5.5 in 1.50 in 1,045 lbs Material TC: DFL #1 2 x 4 BC: DFL 91 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 3-8-0, Purlin design by Others. BC: Sheathed or Purlins at 10-", Purlin design by Others. 09/ Loads 1) This truss has been designed for the effects due to 10 psfbottorn chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 np (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 If x 60 ft, h = 15 ft, End Zone Truss, Both end vwbs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. "RQESS/p r No C72517 N 1711 m Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Only forces greater than 3001bs are shown in this table. TC 1-2 2-3 0267 0.253 2,119ibs -2,959lbs 3-4 4-5 0.232 0,233 2,729lbs -'7?9lbs 5-6 0.156-1,600lbs BC 8.9. 0.359 1.612 %& (.21 1b5) 10-11 9r167 Z 163 lbs (-36lbs) 9-10 065418 —955lbs -55lbs Wch I- l i 0,400 -1 N7lbs (-84lbs) 5.9 0.221 I,"_43 grs 1-39 M) 2-11 0.187 -669lbs 5-8 0.088 -791lbs 2-10 0.156 882lbs (-21lbs) 6-8 0.325 1,833lbs (-63lbs) 3-9 0.116 -402lbs Notes 1) Unless noted otherwise, do not cut or alter any truss rnember or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5) At least one web of this truss has been designed W th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearancc Wxvt an inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 11ndicates non -structure] members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLfNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Trills: K4 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:22 760423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-9-4 0.25 /12 2 0-M 0-M 0-M 0-0-0 1 24 in 109 lbs 4-1-7 4-1-15 4-2-0 4-1-15 4-1-15 i 4-1-71. 8-3-6 F 12-5-6 16-7-5 20-9-4 3x8 - 0 25 12 4 4 2x4 1 61 - 61 - 7x12 - 4x,4 - 4 2N 1 7z8 - 4N - 53- 6x6 . 2.741 0-0-0 4-1-7 4-1-15 4-2-0 4-1-15 0-0-0 11-15 4-1-7 8-3-6 12-5-6 16-7-5 20-9-4 All plates shown to be Eagle 20 unless otherwise noted. Loading (psq General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.23 (5-6) Vert TL: 0.13 in L / 999 (9-10) L / 240 TCDL : 15 TPI 1-2014 BC: 0.40 (9-10) Vert LL: 0.05 in L / 999 (940) L / 360 BCLL : 0 Rep Mbr : No Web: 0.25 (1-11) Horz TL: 0.01 in 7 BCDL : 10 Lumber D.O.L. 115 % 09/18d Reaction QOofESS/0� N' 11 R JT l3 * Combo Brg Width Rc d Brg VAdth Max ReacI Max Gn v I7 litt Max Wind Uphtt Max U li11 Max Horiz ��,d ¢0 1 1 5.5 in 1.50 in 1,026 lbs 104lbs CO C3 7 1 1.5 in — 1,006 lbs w No C72517 N rn Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 4-7-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Pudin design by Others. Web:DFL #2 2 x 4 jIWIL Loads .0 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph r (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone TnIss, Both end webs considered. DOL= 1.60 3) Minimurn storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer, force if different from max axial force). Onlv forces ¢eater than 30011hs are shown in Ibis table. TC 12 2-3 0.180 d 192 -1,172 lbs -1793 lbs 3.4 t 3 0.184 0.223 -1,759 lbs -1.758 �s 5-6 0.230 -1,145 lbs BC SA 0..108 1.18Slbs (-2 lbs) I()- 11 0307 1,174lbs (-2 lbs) 9.IO 0.405 1.7891bs -5 n %!b 1-11 R ii 1,4281bs [-i7lbsj 340 AD72 -3011bs 6-8 0.251 1,419lbs (.58N) 2-11 0.097 -715lbs 5-9 0.128 723lbs (-26lbs) 6-7 0.149-951lbs :-10 0.133 753 lbs (-29lbs) 5-8 0.111 -737 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80), 3) Hanger is for graphical intrepretation only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Surnmary. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance betwcerr inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 11ndicates non-structumi members. 9) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCFEDTO REFERTO ALLOFTHE INSTRUCTIONS, L MITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST -DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. I I SPAN 10-5-8 L OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: K5 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:24 760-423-9479 Page: i of 1 PITCH QTY 0.25 /12 5 3x8 - 6x1n - OHL OHR 0-" 0-" 10-5-8 4-1-7 4-1-7 0.25 12 4K4 - CANT L CANT R PLYS SPACING WGf/PLY 0-M 0-0-0 1 24 in 63 lbs 4-1-15 2-2-2 8-3-6 10-5-8 3x8 - 5x5 - 61 - 2 1 44 • 4z4 - 5x1- 0-0-0 0-0-0 4-1-7 4-1-15 2-2-2 4-1-7 8-3-6 10-5-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (psl) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.16 (1-2) Vert TL: 0.03 in L / 999 (6-7) L / 240 TCDL : 15 TPI 1-2014 BC: 0.18 (6-7) Vert LL: 0.01 in L / 999 (6-7) L / 360 BCLL : 0 Rep Mbr : Yes Web : 0: l 1 (1-7) Horz TL: 0 in 4 BCDL : 10 Lumber D.O. L. 115 % OOFESS / Reaction �tD p P1. HJ�R'tiY�f JT Brg Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wind L] ift Max uplift Max Ilonz q l l 5.5 in 1.50 in 551 lbs -0 lbs -0 lbs 96 lbs 4 1 5.5 in 1.50 in 551 lbs -1 lbs -1 lbs t� No. C72517 Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web:DFL #2 2 x 4 T rvlk- Loads [ 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: i 10 mph f (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category fl, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max cornpr, force if different from max axial force). Only forces greater than 300lbs are shown in Ibis table. rC I ? 0.162-4951bs '-3 0.161 •3031N 8C 6 7 Il.lft1 J92lln .9lbs %b 1-7 U.I(lh 6110 Ihs (-751taj 4-5 0.087 *931bn (-50lbs) 3-5 0.075-561lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or pudins per Bracing Sumrnary. 5) Acreep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearance belwccn izmide lace of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 7) 11ndicates non-structural members: 8) Listed wind uplift reactions based on MWFRS Only loading. T 0 0 ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: L1-DT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:26 760423-9479 Page: t of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-11-0 0/ l2 l 0-M 0-M 0-M 0-0-0 1 24 in 43 lbs � 1 t 1-0-0 i 3-9-14 7-11-0 3-1-2 i i 1 1-0-0 4-9-14 7-11-0 1-0-0 . - 20 1 0.25 12 3x 3x8 - 61 - 2z41 3z4- 34- 364- 0-0-0 1-0-0 3-9-14 0-0-0 3-1-2 1-0-0 4-9-14 7-11-0 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ 0oc) Allowed TCLI : 20 Bldg Code : CBC 2016/ TC: 0.16 (24) Vert TL: 0.03 in L / 999 (7-8) L / 240 TCDL : 15 TPI 1-2014 BC: 0.22 (7-8) Vert LL: 0.01 in L / 999 (7-8) L / 360 BCLL : 0 Rep Mbr : No Web: 0.23 (3-4) Horz TL: 0.01 in 5 BCDL:l0 Lumber D.O.L.115 Reaction j,r Brg Combo Brg ',Yidth R d B ; Width Max React Max Grav Uplift Max Wind U ift Max U lill Max Huriz 9 1 1.5 in — 522lbs -18 lbs -181bs 45 lbs 5 1 5.5 in 1.50 in 512 lbs -28 lbs -28 lbs Material TC: DFL 91 2 x 4 BC: DFL 91 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 7-11-0: 200 PIE 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 It, h — 15 ft, End Zone Tru$, Both end Ncbs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Loads Member Location l Location 2 Direction Spread Start Load End Load Trib Width Bot 0-M 7-11-0 Down Proj 5 psf 5 psf 24 in T ao 0 utsr FESS/ % ��o c 11J No. C72517 N m G1A 'V�*' bf CALIF Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Only forces p-reater than 300lbs are shown in [his table. TC 1.3 0056 -7091be 2-4 0.161 -808 Ws 4-5 0.t34 -58.1 fbs ac 6.7 0.182 $79N -2131bs} 7•9 0.219 9691hs f=396lbst 4',eh 1.9 0-049 -5411bs 3-4 0.:78 -1,089bs 5-6 0.069 4661bs 1-70lb5) I-8 0.138 9021bs (-2111hG) 3-7 0.139 757lbs (-662lbs) 3-8 0.127 4011bs 4-6 0.117 -982lbs Notes 1) Unless noted otherwise, do not cut or alter any truss 1nernber or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturet's recommendation. 4) Provide adequate drainage to prevent ponding. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTAL- ING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TmeBuild® Truss Software v5.6.3141 INSTRUCI•EDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: L1-DT 1301 MONTALUO WAY, STE 4 JobNarnemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:26 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 7-11-0 0 /12 1 0-M 0-" 0-0-0 0-0-0 1 24 in 43 lbs o) "race bottom cuom wtm approvea sneattung or punins per tsracmg Summary. 6) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside force of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1 Indicates nun-snuctuml members.. 10) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 9, 5 may need to be considered. 11) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I Truefluild® Truss Software v5.6.3 t4 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products IIII DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: L1 1301 MONTALVO WAY, STE 4 JobName madi son-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:28 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-11-0 0 /12 5 0-M 0-M 0-M 0-0-0 1 24 in 43 lbs 7-11-0 1-0-0 3-9-14 3-1-2 1-0-0 4-9-14 7-11-0 1-0-0 T C9T O T 2x,4 1 0.25 12 3) 3x8 - 61 - 2x41 3z4- 3z4- 3z4- 0-0-0 0-0-0 t 1-0-0 3-9-14 3-1-2 t 1 1-0-0 1 4-9-14 7-11-0 !�3 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.14 (2-4) Vert TL: 0.03 in L / 999 (7-8) L / 240 TCDL : 15 TPI 1-2014 BC: 0.19 (7-8) Vert LL: 0.01 in L / 999 (7-8) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0. 14 (1-8) Horz TL: 0 in 5 BCDL : 10 Lumber D.O. L. 115 Reaction �• �pF F ESS/ aN� JT 6+6 Combo Srg Width Itgd I3T Width Max React Ma_x Grav Upli11 Max Wind U_iiift Max Uplill Max Horiz ¢p p M EI'Al � 9 I 1.5 in -- 505 Ibs 451bs A. 4' lr� 5 l 5.5 in 1.50 in 488 lbs _� Z Material Bracing fn No. C72517 rn wK ' TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. Mm BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 A , ' Loads[ l) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. OF CA 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mp (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 1I, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end Nebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed [Dads Member Location 1 Location 2 Direction Spread Start Lwtd End Lead Trio Width But 0-M 7-11-0 Down Proj 5 psf 5 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1-3 0.051 -636lbs l3C 6-7 0.6-1 646lbs I.681SO) 7.8 0.144 5591bx 1171bs Mb IA 0.049 -4%6 bs 3-4 0,127 -5801bs I-8 0.138 7791bs (-211 lbs) 4 6 0.097 -722 lbs 3-8 0.127 -314lbs 5-6 0.069 388 lbs (-33 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only Install hanger per manufactuturs recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or pudins per Bracing Sumatary. 6) At least one web of this truss has been designed witha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofeach web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between imidc Face ofbearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 11ndicates non-structural members. T ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE Tr eBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECfORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: L1 1301 MONTALVO WAY STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:28 760423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-11-0 0 /12 5 0-m 0-m 0-m 0-m 1 24 in 43 lbs 10) Listed wind unlift reactions based on MWFRS On1v loadine. I ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I Tm® Trus s Software v5.6.314 INSTRUCLEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECtORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Triss: L2-GBDT 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:30 760-423-9479 Page: i of2 f SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 15-9-4 0 /12 l 0-M 0-M 0-M 0-0-0 1 24 in 78 lbs 15-9-4 1-0-0 1 3-9-14 3-9-13 3-9-14 3-3-11 1-0-0 4-9-14 8-7-11 12-5-9 15-9-4 1-0-0 2x.4 1 0.25 1 2V I 4V - 8T - T T 0-0-0 0-0-0 1-0-0 3-9-14 3-9-13 3-9-14 3-3-11 1-0-0 4-9-14 8-7-11 12-5-9 15-9-4 All plates shown to be Eagle 20 unless otherwise noted. Loadingfpst General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 20t6/ TC: 0.21 (4-5) Vert TL: 0.15 in L / 999 (10-11) L / 240 TCDL : 15 TPI 1-2014 BC: 0.49 (10-11) Vert LL: 0.05 in L / 999 (10-11) L / 360 BOLL: 0 Rep Mbr : No Web. 0.42 (34) Horz TL: 0.01 in 7 BCDL : 10 Lumber D.O.L. 115 % eR,FESS/ p,• H ( Reaction JT B. • Combo Brg Width Rc d Big Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz E qM F 13 1 1.5 in --- 888 lbs 51 lbs CO Q7fi 7 1 6.75 in 1.50 in 844 lbs Z No. C72517 Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 4-", Purlin design by Others. BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. qq I I Loads a t) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. ` 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-1-4: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Bath end Aebs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Distributed Dads Member Location l Location 2 Direction Spread _ Start Load End Load Trib Wdlh Bot 0-M 11Yb-a Down Proj 5 p9f 5 par 24 in CI Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1-3 24 0.107 0.165 -1,202 lbs; -1.003 % 4-5 5-6 0.209 0.2 -2,211lbs -Z211 lbs 6-7 0.128-1,261lbs SC 8-9 0.095 -645lbs 10-11 0,487 2,084lbs 12-13 0,095-306lbs 9-10 0.337 1.632lbs (-298lbs) II-12 0.300 1304lbs (-185lbs1 %*b 1-13 0.089 -898lbs 3-11 U,:I)t] 1.449166 (-289lbs) 7-9 0.256 1,4471hs ¢ " 1-12 0260 1,473lbs (-54lbs) 4-10 0.211 1,037lbs (-911lbs) 3-12 0264 -720lbs 6-10 0.203 1,468lbs (-349lbs) 3.4 0.421 -2,010 IN 6-9 0.063 -629 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's reconunendation. 4) Provide adequate drainage to prevent ponding. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 MI INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Ir Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thiss: L2-GBDT 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:30 760-423-9479 Page: 2 of 2 ISPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-94 0 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 78 lbs I �) t3race bottom chord wrtn approved sneattung or purims per t3racmg Nu nmary. 6) At least one web of this truss has been desigired wi th a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearancc between inside face ofbearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" 9) 1kdcates non-structural members. 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCr'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: L2 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:32 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-9-4 0 /12 5 0-M 0-M 0-M 0-0-0 1 24 in 78 lbs 1-0-0 3-9-14 3-9-13 3-9-14 3-3-11 1-0-0 4-9-14 B-7-11 12-5-9 15-9-4 1-0-0 2x4 1 0.25 1 X 2V I 4V - 8T - 3x 11 0-0-0 0-0-0 1-0-0 3-9-14 3-9-13 3-9-14 3-3-11 1-0-0 4-9-14 B-7-11 12-5-9 15-9-4 All plates shown to be Eagle 20 unless otherwise noted Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0. l9 (4-5) Vert TL: 0. 15 in L / 999 (10-i i) L / 240 TCDL : 15 TPI 1-2014 BC: 0.44 (10-11) Vert LL: 0.05 in L / 999 (10-11) L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.42 (3-4) Horz TL: 0.01 in 7 BCDL : 10 Lrunber D.O. L. 115 % Reaction Fr B • Combo Brg Width Rqd Brg Width Max Rcaet lvtax Grav Uplift Max Wind Uplift Max Uplift Max Horiz 13 l 1.5 in — 888 lbs 51 lbs 7 l 6.75 in 1.50 in 844 lbs Material TC: DFL #1 2 x 4 BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 Bracing TC: Sheathed or Purlins at 4-3-0, Purim design by Others. BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL — 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607. l 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case D1: Std Dead Load Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load T6b Width Bot 0-M 10-6-0 Down Proj 5 psf 5 psf 24 in 09 /18 w f,;r 1Y 1?11 S/0 �O No. C72517�rn� m IM Member Forces Table indicates: Member ID, max CSI, max axial force. (max comor. force if different from max axial force). Only forces neater than 300lbs are shown in this table. TC 1-3 4-5 0.097 0.1W -1,202 lbs "11 5-6 6-7 0.190 b.111 -2,211 lbs -I261lbs. 3C• 9-10 0.301 1,259lbs 11-12 0.267 1,045lbs (-7 lbs) 10-11 0.436 2,084lbs Web 1-13 0.089 -898lbs 3-11 0.197 1,114lbs i-12 0260 1,473lbs (-541hs) 6-10 0.186 1,051lbs 3-12 0 264 -720lbs 6-9 0.063 -609lbs 3-4 0.416 -1,905lbs 7-9 0256 1,446IN (-30lbs) Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. T T ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Tr1Lss: L2 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:32 760423-9479 Page: 2 of 2 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-9-4 0 /12 5 0-M 0-M 0-M 0-M 1 24 in 78 lbs 5) brace bottom chord with approved sheatthng or purtms per Bracing Nurnnary. 6) At least one web of this miss has been designed with panel pointin the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horiaonlal clearance between inside race of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1Indicates non-structural members: 10) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALIING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCI"S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: M-DT 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:34 760423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-3-8 0 /12 3 0-" 0-" 04)-0 0-0-0 1 24 in 78 lbs 0 TC? o T T 16-3-8 �1-0=0 3-7-3 3-7-3 3-7-3 4-5-15 1-0-0 4-7-3 8-2-6 11-9-9 16-3-8 1-0-0 2x4 I 3> 0.25 x4 �- 3V - 2z4 I 3z8 - 4z4 • 4z8 - 63 - 2 84 0-0-0 1-0-0 3-7-3 3-7-3 3-7-3 0-0-0 4-5-15 1-0-0 4-7-3 8-2-6 11-9-9 16-3-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.27 (6-7) Vert TL: 0.18 in L / 999 (10-11) L / 240 TCDL : 15 TPI 1-2014 BC: 0.44 (10-11) Vert LL: 0.07 in L / 999 10 L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.40 (3-4) Ho¢ TL: 0.02 in 8 BCDL : 15 Lumber D.O. L. 115 % og/Ise Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max ��OFESS/a, A• HE S Grav Uplift Max Wind Uplift Max Uplift Max Horiz 13 1 1.5 in — 8 l 1.5 in 939 lbs 897 lbs 521bs — � Material Bracing c No. C72517 m TC DEL #1 2 x 4 TC: Sheathed or Purlins at 3-11-0, Purlin design by Others. li; BC: DEL #1 2 x 4 BC Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 i Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 14-9-8: 180 PIE 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 d, b = 15 ft, End Zone Truss, Both end Webs considered. DOL= 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, mac axial force, (max comer. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1-3 '-•4 0.102 0.!24 -1264lbs •719lbs 4-5 54 0218 0.218 -2,551lbs -',550bs 6-7 0.272-1,976lbs 0.201 -539 Ibs 10-11 0.444 2,198 lbs 9-10 0.401 19721bs I I-12 0.267 I 138 Ibs Web 1-13 0.093 -941lbs 3-11 0206 1,It3516s 7.9 0.370 2.W5lbs 1.12 0274 1,549lbs (-44IW 410 0.117 845lbs (-440ibs) 7-8 0,085-8091bs 3-12 0�65 -781lbs 6-10 0.131 951IN (-280lbs) 3.4 0,399 -2,027lbs 6-9 0,058 -558IN Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed with a paw point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofeach web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORfNSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING ThIss: M-GB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA, 92262 Date: 09/18/19 14:41:36 760423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY f + 16-3-8 0 /12 1 0-M 0-M 0-M 0-0-0 1 24 in 82 lbs 16-3-8 t 1-0-0 3-7-3 3-7-3 3-7-3 i 4-5-15 i t 1-0-0 t 4-7-3 I 8-2-6 11-9-9 16-3-8 7 1-0-0 2x4 I 3x 0.25 x4 ?- 2Y,4 1 4V - 61 - 2x4 1 3x8 - 4x4 - 4x8 - 6x6 - 2 84 0-0-0 0-0-0 1-0-0 3-7-3 k 3-7-3 3-7-3 4-5-15 1-0-0 4-7-3 8-2-6 11-9-9 16-3-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.32 (6-7) Vert TL: 0.18 in L / 999 (10-11) L / 240 TCDL : 15 TPI 1-2014 BC: 0.50 (10-11) Vert LL: 0.07 in L / 999 10 L / 360 BCLL : 0 Rep Mbr : No Web: 0.40 (3-4) Horz TL: 0.02 in 8 BCDL : 15 Lumber D.O.L. 115 % 9948 p�pFESS/4 Reaction wc,4 b p,. 1469 , /F 1T Brg Combo I3rg Width ltgd E3rg Width Max React Max Grav Uplift Max Wind Voift Max Uplif Max Iknix ¢ 13 1 1.5 in — 939 lbs 52 lbs ` A,, 8 1 1.5 in — 897 lbs CO Material Bracing LU No. C72517�+ M TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-9-0, Purlin design by Others. BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 7-5-0, Purlin design by Others. Web:DFL #2 2 x 4 A J' Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 1�FCAV\�# plf 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (mar compr, force if different from max axial force). Only forces greater than 300lbs are shown in this table TC 1-3 2-4 0.112 0.143 -1,264lbs -8521bs 4-5 S-6 0.239 0134 '2,551lbs -2530145 &7 0.317-1,976lbs BC &9 0.331 -899115 10.1 t 0.495 2,198 lbs 4.10 0.448 1,97-11 11.13 0.= IJ70lbs %Wb 1-13 0X3 -9411bs 3-II 0.206 1,314lbs (•771bs) 7.9 0.370 ?,t Sit 1-12 0.274 1,5491bs (44lbs) 4-10 0.137 991 lbs (-586lbs) 7-8 0.085-809lbs 3-12 0.265 -781lbs 6-10 0.150 1,086lbs (415lbs) 3-4 0.399 2,027lbs 6-9 0,058 -558lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable webs placed at 24 " OC, U.N.O. 3) Attach structural gable blocks with 2x4 20ga plates, UN.O 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-133 published by the SBCA 5) The fabrication tolerance For this roof truss is 20 % (Cq = 0.80). 6) Hangers are for graphical intrepretation only. Install hangers per manufacturres recommendations. 7) Provide adequate drainage to prevent pending. 8) At least one web ofthis truss has been designed wi tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 9) Acreep factor of 1.00 has been applied for this truss analysis. 10) l indicates non-struclurdl members. ALL PERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, L CTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSAREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: M-GB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:36 760-423-9479 Page: 2 oY2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-3-8 0 /12 1 0-m 0-m 0-m 0-m 1 24 in 82 lbs I () Listed Wind uolrtt reactions based on MWFRS Only IoadinQ. I BASED TneBwldg 5.6.314 fNSTRUCTEDTO COIE�I OE D�S FaMet1 Pinducts SIGNNTESSSEDWIHTHISS DES GNAAVALABLE FROM EAGLUPONREQUESSTDES GNALONLYWHEN LE METALEUSED. I 1 OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thss: M 1301 MONTALVO WAY, STE 4 JobNamernadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:38 760-423-9479 Page: l of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-3-8 0112 18 0-M 0-M 0-M 0-0-0 1 24 in 78 lbs 16-3-8 f 1-0-0 3-7-3 3-7-3 3-7-3 t 4-5-15 I i 1-0-0 4-7-3 8-2-6 11-9-9 16-3-8 1-0-0 0 9 T �10 1 T 0.25 x4 _ 5.7 2r�4 1 3V - 2z4 1 3z8 - 4z4 • 4z8 - 6x6 • 2XA 0-0-0 1-0-0 1 3-7-3 3-7-3 3-7-3 0-0-0 4-5-15 1-0-0 4-7-3 8-2-6 11-9-9 16-3-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.27 (6-7) Vert TL: 0.18 in L / 999 (10-11) L / 240 TCDL : 15 TPI 1-2014 BC: 0.44 (10-11) Vert LL: 0.07 in L / 999 10 L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.40 (3-4) Horz TL: 0.02 in 8 BCDL: 15 Lumber D.O.L. 115 % Reaction eROFEss/ kq p,. JT Brg Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz ¢ 9 13 1 1.5 in 939 lbs 52 lbs CO 8 1 1.5 in 897 lbs No. C72517 Material Bracing � M TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-11-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 P rvl- Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. �. L 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph r (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 ft, h = 15 ft, End Zone Trrussss, Both end Hwbs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member 1D, max CSI, max axial force, (max compr, force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1-3 4-5 0.102 0.218 -1,264lbs -? i51 lbs 5-6 6-7 0.218 0.272 2,550lbs - I 976 tbs 13C 9.10 0.401 1,972 Ibs T I.12 0.267 1, t06 TN 10-11 0A44 2 199 Ibs %%6 1.13 0.093 =941 On 111 .M 1.168 bb 7.9 0,370 „tl95 lbs I-l2 0-74 1,549lbs (44lbs) 4-10 0.080 430Ibs 7-8 0.085-809lbs 3-12 0-65 -781lbs 6-10 0.119 671lbs 3-4 0.399 -2,027lbs 6-9 0.058 -558lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hangers are for graphical intrepretation only Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss I-s been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE ( TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN EAGLE METALPRODUCT'S I Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: MI -GB 1301 MONTALVO WAY STE 4 JobName madison-lot-5 8b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:40 760-423-9479 Page: l of2 J SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 17-1-8 0 /12 l 0-M 0-M 0-M 0-M 1 24 in 92 lbs 17-1-8 1-0-0 3-7-3 3-7-3 3-7-3 5-3-15 1-0-0 4-7-3 8-2-6 11-9-9 17-1-8 1-0-0 2x4 1 3) ° ? z 2Y,4 I 3x8 - 7x? - 2z4 1 3z8 - 4z4 - 4z8 - 6 z6 - 2 x4 0-0-0 1-0-0 3-7-3 3-7-3 3-7-3 5-3-15 0-0-0 1-0-0 4-7-3 8-2-6 11-9-9 17-1-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.43 (6-7) Vert TL: 0.21 in L / 940 (9-10) L / 240 TCDL : 15 TPI 1-2014 BC: 0.52 (10-11) Vert LL: 0.08 in L / 999 (9-10) L / 360 BCLL . 0 Rep Mbr : No Web: 0.42 (3-4) Horz TL: 0.01 in 7 BCDL -, 13 Lumber D.O.L. 115 % — 09/1s/ Q�OFESS/p� Reaction JT Brg Combo Brg Width Rgd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 13 1 1.5 in — 971 lbs 52 lbs � 7 l 5.5 in 1.50 in 948 lbs CUDNo. C72517 tom+ rn Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 3-7-0, Purlin design by Others. BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 BC: Sheathed or Purlins at 7-1-0, Purlin design by Others. ��}} ,. A Loads l) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 17-1-8: plf 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h — 15 ft, End Zone TRIES, Both end webs considered. DOL — 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. iviemer TC N orces 1-3 0.116-1,311lbs 2-4 11.143 4858IN Table indicates: Member ID, max CSI, max 4-5 0.255-2,720lbs 5-6 0.255--2,720lbs axial force, (max compr. force if different 6-7 0.426-2,218lbs from max axial force). Only forces greater Be 8-9 0,284 -1,001lbs 1Q11 0,517 2,304lbs 9-10 0.485 2224Is 11-12 0308 U13lbs Web 1.13 0.096 -974lbs 3.11 0 218 1,371 lbs. (--W lbo 7-9 9-411 1_3171bs I.12 0.284 1,606lbs (-16lbs).4•-10 0.144 1,047Ibs (•364lbs) 3-12 0.276 -812 lbs 6-10 0.146 1,058 lbs (481lbs) 3.4 0.418 -2,126 lbs 6-9 0.058 -553 Is Notes CA than 300lbs are shown in tivs table. 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable webs placed at 24 " OC, U.N.O. 3) Attach structural gable blocks with 2x4 20ga plates, UN.O 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 6) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 7) Provide adequate drainage to prevent ponding. 8) At least one web of this truss has bee It designed wi tha pane 1 point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 9) A creep factor of 1.00 has been applied for this truss analysis. 10) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" T T 0 ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCPEDTO REFERTO ALLOFTHE INSTRUCTIONS, L.IMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCPS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED- OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: MI -GB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:40 760423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 17-1-8 0 /12 l 0-" 0-" 0-0-0 0-0-0 l 24 in 92 lbs 12) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. 1096074 0242/0253 OMEGA EQUIPMENT PERFORMANCE ENGINEERING ThIss: M1 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:41 760-423-9479 Page: L of I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 17-1-8 0 /12 2 0-0-0 0-M 0-M 0-0-0 1 24 in 84lbs 17-1-8 1-0-0 3-7-3 3-7-3 3-7-3 5-3-15 1-0-0 4-7-3 8-2-6 11-9-9 17-1-8 1-0-0 0 T9 Co 0 T T 2x4 I 3x 4-% 12 2)�4I 3V - 3x8 - 7xY - 2z4 1 3z8 - 4z4 - 4z8 - 6z6 • 2.41 0-0-0 1-0-0 3-7-3 3-7-3 3-7-3 5-3-15 0-0-0 1-0-0 4-7-3 8-2-6 11-9-9 17-1-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.43 (6-7) Vert TL: 0.21 in L / 940 (9-10) L / 240 TCDL : 15 TPI 1-2014 BC: 0.52 (10-11) Vert LL 0.08 in L / 999 (9-10) L / 360 BCLL : 0 Rep Mbr : No Web: 0.42 (3-4) Horz TL: 0.01 in 7 BCDL : 15 Lumber D.O.L. i l5 % Reaction 091187 � eROFESS/ p• f II IT E3 * Combo ft. Width R d i3 • Wdth Max React Max Grav U lift Max WiW U 0 111 Max U lilt Max Horiz Q R� � 13 1 1.5 in — 971 lbs 52lbs �� 7 l 5.5 in 1.50 in 948 lbs _C-0 m Z Material Bracing w� No. C72517 ry rn M TC DFL #1 2 x 4 TC: Sheathed or Purlins at 3-7-0, Purlin design by Others. BC: DFL #1 2 x 4 Web:DFL #2 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. A/ Loads Dl 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. �&tO:FCA1.1F 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user de fined input: 110 m (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table TC 1-3 4.5 0.116 a255 -1,311 lbs -' 72klbs 5-6 6-7 0.255 0,426 -2,720 lbs -2rn lbs BC 9-10 0.485 2,2241bs I L-12 0.309 1,147lbs 10-I1 0.517 2.304lbs Ilea I-13 096 As4lbs 3-11 0.218 LMlbs 779 0.413 2,337lbs -t2 0284 1,6061bs (-16b) 410 0.088 497lbs 3-12 0276 -812lbs 6-10 0,107 588lbs 3.4 0.418 -2,126 lbs 6-9 0.058 -553 lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face ofbearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) 1Indicates non-structural members. 10) Listed wind uplift reactions based on MWFRS Only loading. 1 ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED, OMEGA EQUIPMENT PERFORMANCE ENGINEERING Thss: M2-DT 1301 MONTALVO WAY STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:44 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 30-2-0 0.25 /12 3 1-" 0-M 0-M 0-0-0 2 24 in 143 lbs 31-2-0 10 2-10-12 2-10-12 2-10-12 r 2-10-12 r 2-10-12 1 3-0-1 r 3-0-1 t 3-0-1 3-0-1 q-10�81-9-8 ii- 2-10-12 5-9-8 8-8-4 11-7-0 14-5-12 1TT13 20-5-14 23-5-15 26-6-0 7.4- 9.2-0 -2- 1-5-4 1-11-8 M !r M� N � 1 g 26 4xT _ 0.2§2 2V 1 4x44 - 4V - 5x6,5 - 4V - 51 - '� 2V 1 12 0.8t 3;4 214 I3 2 4 4 1 2z4 4z6 - 4z6 - 2z4 1 6z6 - 4z8 - 4z6 - 2x4 1 6z6 - 18 4z4 - 16 2z4 T 2x4 I 3x4 - 0-0-0 0-0-0 2-10-12 2-10-12 2-10-12 2-10-12 2-10-12 3-0-1 3 0 i 3-0-1 3-0-1 -1U 1-9-B 1-0 2-10-12 5-9-8 8-B-4 11-7-0 1752-12 17-5-13 20-5-14 23-5-15 26-6-0 7-4- 29:2.0 2- All plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.53 (9-10) Vert TL: 0.48 in L / 657 (20-21) L / 240 TCDL : 15 TPI 1-2014 BC: 0.81 (19-20) Vert LL: 0.19 in L / 999 22 L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.30 (10-19) Cant / OH TL0.08 in UP2L / 881 15 2L / 480 BCDL : 15 Lumber D.O. L. 115 % Cant / OH LL0.06 in 2L / 999 15 2L / 480 Ho¢ TL: 0.03 in 10 Reaction 09/181 e�pEESS/ YI' Brg CornW W VAdlh Rqd fJrg ►Adth Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Hmiz 27 1 1.5 in --- 1,437 lbs 60 lbs 10 1 10.25 in 1.50 in 1,928 lbs � Material Bracing rrt Z TC: DFL #] 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. No. C72517 � M BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web:DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. CI 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 30-2 NO OF CALF plt. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category B, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL= 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 30-2-0 Down 102lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 3001bs are shown in rhistable. TC 12 2-3 3-4 4-5 0,084 0.311 0.312 015 -9141bs -1,8511bs -1,855 lbs -2,M Ibs 5-6 6-7 7-8 8.9 0.181 0.181 0.522 0.529 -2,112lbs 2,112 lbs 2,024lbs -1.117ihs 9-10 10-11 0.534 0.249 -1,109lbs 533 lbs (-100lbs) BC I:•18 0,162 -542lbs 20-21 0.900 1,217lbs (-43lbs) 23-24 0.629 U511bs IS !9 0.516 -800lbs 21-22 0.423 2,025Ibs 24-25 0.629 1.851 lbs 11-V 0.805 1110lbs 22-23 0388 2 2561bs 25-26 0.475 9131hs Web 1-27 0.070 -680lbs 5•2-1 093S -WI Ibs 10-19 0299 L64516s 126 0.195 1,068lbs 7-22 0.051 371Ibs (-2441bs) 11-13 0.066 375lbs 2-26 0.062 -594lbs 7-21 0.035 -410lbs 13-17 0.036 -365lbs 2-25 0.202 1,182lbs 8-21 0.194 1,188IN 3-25 0.032 -3171bs 8-20 0.033 -327lbs 4-23 0.109 791 Ibs (?76IN) 9-19 0.047 -455lbs ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TnreBuildO Tnrss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST, DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: M2-DT 1301 MONTALVO WAY, STE 4 JobNameinadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:44 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 30-2-0 0.25 /12 3 1-0-0 0-M 0-M 0-0-0 2 24 in 143 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only, Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) At least one web of this truss has been designed wi tha panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) Acreep factor of 1.00 has been applied for this truss analysis. 8) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: l6d Nails or Gun Nails[min .135"x3] TC - l row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair ofgirder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: TC: 30-2-0, (1)Conne ctors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer reconunendations. 9) When applied loads are on one side ofgirde5 do not dip girderduring girderconrector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 10) Lateral bracing shall be attached to each ply. 11)All fasteners minimum 2-1/2" long, unless otherwise noted. 12) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 13) Listed wind uplift reactions based on MWFRS Only loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBulld® Truss Software v5.6.314 INSTRUCTEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMIITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. SPAN 30-2-0 M p, A N Tl TT OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: M2-GB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:47 760-423-9479 Page: l of2 PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 0.25 /12 1 1-0-0 0-" 0-0-0 0-0-0 2 24 in 169 lbs 31-2-0 2-10-12 -0- -0- 2-10-12 2-10-12 2-10-12 2-10-12 3-0-1 3-0-1 3-0-1 -1 -1 3-0-1 1-9-8 1•p 2-10-12 5-9-8 6-6-4 11-7-0 20-5-14 23-5-15 17 26-6-0 2 0 {] 2• 1-5-4 1-11-8 0.2� 4 2 4 4- 4x4 - 4 4- 5X5 4 4 4 4 4 4 12 0,� 3x4 - 2x - 28 Sx15 4 6 x/J 11 '2 134 WIZ47�i�- 2x4 i 5z5 - 4z4 - 4x4 - 6z6 - 4z8 - 4x - Z - 4z6 - 18 4z4 16 2z4 2x4 I 3x4 - 0-0-0 0-0-0 2-10-12 2-10-12 2-10-12 2-10-12 2-10-12 3-0-1 3-0-1 3 �•? 3-0-1 ?0 1-9-8 i 0. 2-10-12 5-9-8 8-8-4 11-7-0 14-5-12 17-5-13 20-5-14 23-5-15 26-6-0 7-4- 29 2-0 All plates plates shown to be Eagle 20 unless otherwise noted. Loading (ps General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.23 (10-11) Vert TL: 0.26 in L / 999 (22-23) L / 240 TCDL : 15 TPI 1-2014 BC: 0.40 (22-23) Vert LL: 0.1 in L / 999 (22-23) L / 360 BCLL : 0 Rep Mbr : No Web: 0.21 (1-26) Cant / OH TL0.09 in UP21- / 783 15 2L / 480 BCDL : 15 Lumber D.O.L. 115 % Cant / OH LL0.04 in UP2L / 999 15 2L / 480 Ho¢ TL: 0 in l0 09/18/ �RQFESS/p Reaction aka Q� P`- TT i3 • Combo Big Mdth R d B • Width Max React Max G1av U Sift Max Wind 11 0 in Max U till Max I-Ioriz �''G �) 9•L 27 1 1.5 in -- 1,437 lbs 60lbs Z 10 1 10.25 in 1.50 in 1,928 lbs w No. C72517 N m Material Bracing °C X TC: DFL #1 2 x 4 TC Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 j IVIL Loads ,c l) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 30-2-0: 200 plE 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 It, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 30-2-0 Down 102lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max comer. force if different from max axial force). Ordv forces greater than 300ibs are shown in this table. TC 12 2-3 3-4 4-7 0.090 0.154 0.193 WKS -955 lbs -1,647lbs 2,058lbs lls 5-6 6-7 7-8 3-9 0.201 0.202 0.185 Q14.3 -2,137 lbs 2,137IN -1,945lbs -1488lbs 9-10 10-11 0.148 0,234 -735 lbs 504IN (-144lbs) ©C Ifr• 17 0,101 3l3 Ibs ] 9-20 0.174 936 lbs (-222 lbs) 11-23 0.402 Z2I0 ibs '-5=36 0.3[L'. 9,541bs 17-18 0,124 -5141bs 20-21 0.289 1,487lbs 1 23-24 0.378 2,057lbs 18-19 0.124 -800lbs 21-22 0.362 1,944lbs 24-25 0.316 1.6451bs. LLEb 1--'7 0,071 -692It* 5-'_3 0.043 42.3W 10-19 0203 1,113lbs 126 0.205 1,116lbs 7-22 0.072 520IN (-247lbs) 11-13 0.055 311lbs 2-26 0,055 -531lbs 7-21 0.026 -324lbs 2-25 0.147 844 IN 8-21 0.098 703 lbs (-83 lbs) 3-25 0.038 -391IN 8-20 0,042 -424lbs 3-24 0.090 650IN (-11711s) 9-20 0,163 924lbs 4-23 0.064 464lbs (-27l.Ih4 9-19 0,057 554lbs us T T ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. -1nnGn-7A n)nain1)co OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: M2-GB 1301 MONTALVO WAY, STE 4 JobNamemadison4o1 -58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:47 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 30-2-0 0.25 /12 1 I-M 0-M 0-M 0-0-0 2 24 in 169 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable webs placed at 24 " OC, U.N.O. 3) Attachstructural gable blocks with2x420gaplates, UN.O. 4) Bracing shown is for in -plane requirements. For out -of --plane requirements, refer to BCSI-133 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 6) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 7) Provide adequate drainage to prevent ponding. 8) At least one web o f this truss has bee n design d wi th a pane l point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 9) Acreep factor of 1.00 has beat applied for this truss analysis. 10) 11ndicates non-structural members. 11)'Ihe faces shown for thismulti-ply truce are perply and the reac tuns are for all plies Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min . 135"x3] TC - I row @ 12 in oc, BC - l row @ 12 in oc, Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair ofgirder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: TC: 30-2-0, (I )Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recorrunendations. 12) When applied loads are on one side of girde; do not flip girder during girder comector installation, install connectorson the girderside where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 13) Lateral bracing shall be attached to each ply. 14) All fasteners minimum 2-1/2" long urdess otherwise noted. 15) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 16) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORlNSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAW[NG ARE I TrueBuild® Truss Software v5.6.314 INSTRUCFEDTO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: M2 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:49 760-423-9479 Page: t o172 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 30-2-0 0.25 /l2 18 1-" 0-0-0 0-0-0 0-0-0 2 24 in 143 lbs 31-2-0 1.0• 2-10-12 2-10-12 2-10-12 2-10-12 2-10-12 3-0-1 3-0-1 3-0-1 3-0-1 -1 1-9-8 1-0 2-10_12 5-9-8 8-8-4 11-7-0 14-5-12 17-5-13 20-5-14 23-5-15 26-6-0 7-4 2 0 .2- 1-5-4 1-11-8 � rn rr N 7 T l g 28 qxT 0.2 1 2q '�. 3x4 - 4x6q - 4x44 . 44 - 5>�,5 - 44 - 55 - 24 12 O.a 11 242 �34 _ 4 T 1- - I TT25 1 4x6 - 4z6 - 2z4 1 6x6 - 4z6 - 4z6 - 2N 1 6z6 - 1 B 4x4 - 16 2xA I T 2x4 I 3x4 - 0-0-0 0-0-0 2-10-12 2-10-12 2-10-12 2.1.117.102-2-10.12 3 0 1 3-0 1 3-0-1 3-0-1 1 1-9-$ 1 0 2-10-12 5-9 8 8 S 4 11 14 5 12 17-5-13 914 23-5-15 26-6-0 9-2-0 -2 All plates shown to be Eagle 20 unless otherwise noted. Loading General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.53 (9-10) Vert TL: 0.48 in L / 657 (20-21) L / 240 TCDL : 15 TPI 1-2014 BC: 0.81 (19-20) Vert LL: 0.19 in L / 999 22 L / 360 BCLL : 0 Rep Mbr : Yes Web: 0.30 (10-19) Cant / OH TL0.04 in UP2L / 999 15 2L / 480 BCDL : 15 Lumber D.O.L. 115 % Cant / OH LL0.03 in UP2L / 999 15 2L / 480 Ho¢ TL: 0.01 in 10 Iq ESS / Reaction A- HE,4� ��¢� n' ft Cwnhxr Brg Width Rqd Brg Widilr 6+Max React Max Grav Uplift Max Wird U 01a Max Uplift Max 11067. 27 1 1.5 in -- 1,437 lbs 60 lbs a� � ❑ 10 1 10.25 in 1.50 in 1,928 lbs w Q Z No. C72517 Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web:DFL #2 2 x 4 p IV1k- Loads ,C 1) This truss has been designed for the effects due to l0 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zane Truss, Both end mbs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case D1: Sid Dead Load Point Loads Member Location Direction Load Trib Width Top 30-2-0 Down 1021bs Member Forces Table indicates: Member ID, max CSI, max axial force. (max comer. force if different from max axial force). Onlv forces weater than 3001bs are shown in this table- TC 1-2 2-3 3-4 4-5 0.084 0.311 0312 0.315 -9141bs -11851 Ibs -1,855lbs -!= lbs 5-6 6-7 7-8 8-9 0,181 0.191 0.522 0.529 2,112 lbs -2,1 12 lbs -2,0241bs -1.117lbs 9-10 10- I 1 0.534 0249 -1,109 lbs 363 lbs 5C 17--18 0.[62 -3601bs 2121 0.900 1,110lbs 23-24 0.629 1,951lbs 18-19 0.516 -360lbs 21-22 0.423 2,025lbs 24-25 0.629 1,851lbs 19-20 U05 1.1toths 22-23 0.388 2,256lbs 25-26 0.475 913lbs Web 127 0.070 -W t 7-21 0.035 -347lbs 1317 pp.6 •3b5% i 26 0.195 1,068 Ibs 8-21 0.194 1,087 lbs 2.36 0.062 -594lbs 8-20 0.033 -327lbs 2-25 0.202 1,117lbs 9-19 0.047 -455IN 3-25 0.032 -317lbs 10-19 0.299 1,645 lbs 4•23 0.089 502lbs 11-13 0.066 375IN ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TmeBuild® "Buss Software v5.6.314 INSTRUCTED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VAUD ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Triss: M2 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:50 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 30-2-0 0.25 /12 18 1-" 0-0-0 0-M 0-0-0 2 24 in 143 Ibs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's tuconunendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Swrnnary. 6) At least one web ofthis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 7) A creep factor of 1.00 has been applied for this truss analysis. 8) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - 1 now @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair ofgirder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: TC: 30-2-0, (1)Connec tors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 9) When applied loads are on one side ofgirde; do not Hip g]rderduring girderconnector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 10) Lateral bracing shall be attached to each ply. 11)All fasteners minimum 2-1/2" long, unless otherwise noted. 12) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 13) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, UMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCT'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: M3-GB 1301 MONTALVO WAY, STE 4 JobNamernadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:52 760-423-9479 Page: t of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-0-0 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 24 in 173 lbs m L? dr N 3x8 f 7xJ2 TIT 2z4 3-8-12 2-10-12 2-10-12 2-10-12 2-10-12 3-0-1 3-0-1 3-0-1 3-0-1 -10a 1-9-8 t-O 3-8-12 6-7-8 9-6-4 12-5-0 15-3-12 18-3-13 21-3-14 24-3-15 27-4-0 &2- 0-0 1.0 0.2,E 12 41- 4x4 - 4V - 51 • 4Y - 4V - 4V _ 12 0.35c 3x4 - 4Ti „ 1-11-8 14x4 14 5z5 - 4z4 - 4z4 - 6z6 - 4z8 - 4z4 - 4z4 - 5z5 - 18 4z4 - 16 2z4 2x4 1 44 - 0-0-0 0-0-0 3-8-12 2-10-12 2-10-12 2-10-12 2-10-12 3-0-1 3-0-1 3-0-1 3-0-1 YAM 1-9-8 1 Q 3-B-12 6-7-6 9-6-4 12-5-0 15-3-12 18-3-13 21-3-14 24-3-15 27-4-0 8 2. 0 D 0 1 �1 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.23 (10-11) Vert TL: 0.28 in L / 999 (22-23) L / 240 TCDL : 15 TPI 1-2014 BC: 0.42 (22-23) Vert LL: 0.11 in L / 999 (22-23) L / 360 BCLL : 0 Rep Mbr : No Web: 0.24 (1-26) Cant / OH TLO. l in UP 2L / 711 15 2L / 480 BCDL : 15 Lumber D.O.L. i l5 % Cant / OH LL0.05 in UP21- / 999 15 2L / 480 Horz TL: 0.05 in l0 Reaction 09/181 Qr QFESS/ JT 8%Combo BM Width NO Brg Width Max React Max Grav tl21ift Max Wind Uplift Max !Nift Max Horiz 1 1 5,5 in 1.50 in 1,418 lbs 60 lbs �0 p" HIER4, 10 1 10.25 in 1.50 in 1,959 lbs �ti7 -1 � Q � Material Bracing rn Z TC: DFL #1 2 x 4 TC Sheathed or Purlins at 6-3-0, Purlin design by Others. w No. C72517 N m BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Pudin design by Others. Web:DFL #2 2 x 4 Loads Cl 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 31.M 200 plf OF GAL►F 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 1101 (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 It, It = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Point Loads Member Location Direction Load Trib Width Top 30-2-0 Down 102lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC I2 2-3 3-4 0.112 0.170 0.207 -1,1571bs -1,817 lbs lbs 4-5 5-6 fr7 0.219 0211 0.211 2,335lbs -2,239lbs -21 l s 7-8 8-9 1940 0.193 0.149 W49 -2,029lbs -1,553 lbs -777lbs 10-I1 0232 495lbs (-174lbs) BC Mt8 0.125 -49916s 20-21 0.300 1,551lbs 23-24 0.403 2,204lbs 26-27 Q073 3$3ids 18-19 0.125 -789lbs 21-22 0.376 2,027lbs 24-25 0344 1,815lbs 19-20 0,181 979 lbs (-198lbs) 22-23 0.422 2.334lbs 25 26 0235 1.1551hs %b I -Xi 0237 1,296lbs 7•2-1 0.074 i36ft (-34116s) 2-26 0.055 -534lbs 7-21 0.026 -333lbs 2•2S 0.141 8291bs 8-21 0.102 720lbs (-75lbs) 3-25 0.036 3831bs 8-20 0.043 -433lbs 3-24 0.088 638lbs (-130lbs) 9-20 0.168 943lbs 4-23 0.062 452ibs (-286lbs) 9-19 0.058 -568lbs 5-22 0.041 -438lbs t0-19 0208 1,139lbs N 1 T ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI-S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST -DESIGN VALID ONLY WHEN EAGLE METAL CONNECFORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: M3-GB 1301 MONTALVO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:52 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-0-0 0.25 /12 1 0-0-0 0-0-0 04)-0 0-0-0 2 24 in 173 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable webs placed at 24 " OC, U.N.O. 3) Attac h st ructural gable blocks with 2x4 20ga plates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of --plane requirements, refer to BCSI-133 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 % (Cq — 0.80). 6) Provide adequate drainage to prevent ponding. 7) At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point. 8) A creep factor of 1.00 has been applied for this truss analysis. 9) Horixdntal clearance betweert inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 10) —1 [Wicates non-structural members. 11)'the Farces shown for this multi -ply truss are perply and [he reactions are for all plies Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min . 135"x3] as follows within 24" of the location shown: TC: 30-2-0, (1)Connec tors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 12) When applied loads are on one side of girder, do not flip gi rder during Order comecbr installation, install connectors on the girderside where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. 13) lateral bracing shall be attached to each ply. t4)A] fasteners minimum 21/2"long udessotherwisenoted. 15) Nails in tst and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 16) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuildO Truss Software v5.6.314 INSTRUCTED TO REFERTO ALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: M3 1301 MONTALVO WAY, STE 4 JobNameMad ison-]ot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:54 760-423-9479 Page: t of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-0-0 0.25 /12 2 0-M 0-M 0-M 0-M 2 24 in 150 lbs 31-0-0 3-8-12 2-10-12 2-10-12 2-10-12 2-10-12 3-0-1 3-0-1 3-0-1 3-0-1 10 1-9-8 1 0- 3-8-12 6-7-6 9-6-4 12-5-0 15-3-12 18-3-13 21-3-14 24-3-15 27-4-0 $•2- 0.0.0 1-0 1-5-4 1-11-8 j 11 �X 8 - 0. 12 2V I 4x4 - 4V - 51- 41 - 4V - 4V - 12 b 0.3311 2fj 14x4 . n 4 14 1 1 2_ -4 TT 2 4 j 5x5 - 4x6 - 2x4 I 6x6 - 4z8 - 4x4 - 4z4 - 5z5 - 1 B 4z4 • 16 2x4 I T 2x4 I 4x4 - 0-0-0 0-0-0 3-8-12 2-10-12 2-10-12 2-10-12 2-10-12 3-0-1 3-0-1 3�0-1 3-0-1 10- 1-9-B 1-0 3-B-12 6-7-8 9-6-4 12-5-0 15-3-12 18-3-13 21-3-14 24-3-15 27-4-0 8 2• 0 0 0 1 0 All plates shown to be Eagle 20 unless otherwise noted. Loading (psi) General CSI Deflection L/ Ooc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.36 (4-5) Vert TL: 0.37 in L / 875 (23-24) L / 240 TCDL : 15 TPI 1-2014 BC: 0.72 (23-24) Vert LL: 0.15 in L / 999 (23-24) L / 360 BCLL : 0 Rep Mbr : No Web: 0.23 (1-26) Cant / OH TUA. i l in UP21, / 594 15 2L / 480 BCDL : 15 Lumber D.O.L. 115 % Cant / OH 1-1D.05 in UP2L / 999 15 2L / 480 Horz TL: 0.05 in 10 QFESS/ Reaction Fr Brg Cornbo $3 rg Width R d B +Width Max React Max Grav UPI i ft Max Wiret U Oift Ajax Llp. tilt Max Horix @4 J la. HE0Y 1-. 1 5.5 in 1.50 in 1,418 lbs 60 lbs yfl 10 1 10.25 in 1.50 in 1,959 lbs w No. C72517 Z Material Bracing ,m, TC: DEL #1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DEL #1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:DFL #2 2 x 4 JVIL Loads ,c 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 110 mph l (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end'hebs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: Std Dead Load Point [Dads Member Location Direction Load Trib Width Top 30-2-0 Down 102lbs Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in tlustable. TC 12 2-3 3-4 0.123 0.344 0.344 •1,121 lbs -2,0I19lbs ' 131bs 4-5 5-6 4.7 0.359 0.210 0210 2,372lbs -1-131lbs •2231 W 7-8 8-9 4.10 0.193 0.149 0.149 -2,0311bs -1,5521bs -777 ibs EC. t9-20 0.182 7751hs 22-23 0.434 2,3741bs 25-26 0.548 1,120lbs 20-21 0.299 1,551lbs 23-24 0.716 2,009lbs 21-22 0.383 1,029lbs 24-25 0.716 2.009lbs Ilkb t-26 8?t9 1,256lbs 9.2t1 0.168 ON au 2-26 0.062 -595lbs 9-19 0,058 -567lbs 2-25 0.192 1,061lbs 10-19 0208 1,139lbs 3-25 0.031 -301 lbs 4-23 0.081 456lbs 8-21 0.102 580lbs 8-20 0.043 -424ibs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Provide adequate drainage to prevent ponding. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE I TnreBuild® Truss Software v5.6.3141 INSTRUCI'EDTO REFERTO ALLOFTHE INSTRUCTIONS, LIAIITATIONSAND QUALIFICATIONS SET FORTH 1NTHE EAGLE METALPRODUCCS Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECTORSARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: M3 1301 MONTALUO WAY, STE 4 JobNamemadison-lot-58b PALM SPRINGS, CA. 92262 Date: 09/18/18 14:41:55 760-423-9479 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-0-0 0.25 /12 2 0-M 0-0-0 0-M 0-0-0 2 24 in 150 lbs 4) L5race oottom cnora wren approvea snearnrng or punrns per tsracmg autrunary. 5) At least one web o f this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point. 6) Acreep factor of 1.00 has been applied for this truss analysis. 7) Horigontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) 1 h4outes non-sttuetural members. 9) The forces shown for this multi -ply truss are perply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3] TC - 1 row @ 12 in oc, BC - 1 row @ 12 in oc , Webs - 1 row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min .135"x3] as follows within 24" of the location shown: TC: 30-2-0,(1 )Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 10) When applied loads are on one side of girder; do not flip girder during Order connector installation, install connectors on the girderside where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. l l) Lateral bracing shall be attached to each ply. 12)All fasteners minimun 21/2"long unless otherwi se no ted. 13) Nails in 1st and 2nd ply shall be offset frorn successive plies by 1/2 the nail spacing. 14) Listed wind uplift reactions based on MWFRS Only loading. ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE TrueBuild® Truss Software v5.6.314 INSTRUCtED TO REFERTO ALLO FTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCF'S Eagle Metal Products DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLYWHEN EAGLE METAL CONNECFORSARE USED. EAGLE METAL DESIGN NOTES L The Truss Design Drawing(,) provided ,)nth these General Notes have been prepared under and era subject to ANSI/TPI I Capitalized terms have the meanings provided in ANSI/1'PI1 2.. Copies of each Truss Design Drawing shall be furnished to the Installation contractor, Building Designer, Owner and all pet sorts fabricating, handling, installing, bracing, or erecting the trusses. DESIGN LIMITATIONS 3 The Truss Design Drawing is based upon specifications provided by the Building Designer in accordance with ,ANSI/TPI1 Neither the Truss Designer, Eagle, nor an engineer who seals this design ,if any) assumes any responsibility for the adequacy or accuracy of specifications provided by the Building Designer 4, The Building Designer Is solely responsible for the. suitability based upon the Truss Design Drawing and shall be responsible tea reviewing and verifying that the information shown is in gene:al conformance with the design of the Building. s. Each Tr uss Design Drawing is for the individual building cornpolrent (a truss), A seal on the Truss Design Drawing indicates acceptance of professional engineering responsibility solely for the individual truss. 6 Each Truss Design Drawing assumes trusses vvill be suitably pratected from the envir onment HANDLING, INSTALLING, & BRACING 7. Refer to BCSI for handling, installing, restraining and hi -doing trusses. Copes can be. obtained from the Truss Plate Institute (TPI), 218 N Lee Street, Suite 312, Alexandria, VA 2231 a, wwvv.tpinst_org or SECA., 6300 Enterprise Lane, Madison, `aVI 53719, www.sbandustry.com- 8 Bracing shown on each Truss Design Drawing is for lateral suppor t of individual truss components only to reduce buckling lengths. All temporary and per manent bracing, including lateral load and diagonal or cross bracing, are the responsibility, respectively, ofthe erector and Building Designer 9 Eagle Is not responsible for irnproper truss fate a anon, handling erection or bracing. 10.. Compression chords shall he laterally braced by the roof or floor sheathing, clirediy attached, or have purlins provided ar spacing shown, unless noted other wise L_ WARNING: Failure to follow may result in property damage or personal injury. it. Britton) chord required bracing shall be at 1 Oft spacing or less, if no sit ucrtu al rated coiling is installed, unless noted othenmse. 12. Strongbacki.n.e shall be installed on all parallel chord trusses, including floorutg systems, to limit deflection and reduce vibration. Refer to BCSI-B7 13_ Never exceed the design loading shown and never stack building or other materials on inadequately braced b uss; refer to BCSI 14- Concentration of consrruction loads greater than the design loads shall not be applied to the trusses at any time; refer to BCSI. 13 Ti usses shall be handled earth care prior to erection to avoid clamage Refer to B61 for recommended truss handling and erection. MATERIALS & FABRICATION 16. Lun;ber moisture content shall be 19% or less at the rime of fabrication unless noted otherwise, 17 L-umber used shall be or the species and size, and in all respects, equal to or better than that specified. 18 Unless expressly noted, the truss designs_ are not applicable for use with Fire retardant or pi eset vahve treated lumber 19. Plates shall he applied or; both faces of truss at each joint and embedded fully. Knot, and wane at joint locations shall be I-egulated in accordance with ANSI/TPI1. 20 For a specifed plate gauge and grade, the specified size is a 21_ Connections not shooan are the responsibility of others, 22, Adequate support shall be provided to resist gravity, lateral, uplift loads. 23 For 4X2 truss of:entatien. locate plates 0 - 1 / 1 S' from outside the edge of the truss 24 Fabrication or b uss shall be 1n accordance with ANSI/TPI I OTHER NOTES 25. Camber is a non-structural consideration and is the responsibility of truss fabricator 26, Do not cut or alter any truss member or plate without Peron approval from a professional engineer 27. Lumber design values are in accordance with ANSI/TPI; lumber design values are by others 28. Install specified hangers per manufacturer recommendatrcins. SYMBOLS PLATE SIZE 3X4 - The first dimension is the width perpendicular to slots Second dimension s the length parallel to slots -, /, I, Indicates required direction of slots; Reference "Joint Details" for mote reformation 20 Ga Gr40 connectors r'equiled 3X10-20HS - 20 Ga GrSo connector s required 8X10-I31FIS - 18 Ga Gr60 connectors required LATERAL BRACING When this symbol shri�,vn continuous lateral bracing is required on the web of the truss BEARING Indicates locate) where bearings (suppor?s) occur. PLATE LOCATION & ORIENTATION The plate shall be center onr joint and/or placed in accoo rdaa nce with the design drawing/QC full scale details REFERENCES •ANSI/TPI I: National Design Standai d Rn Metal Plate Connected Wood Tr usses •BCSI: Building Component & Safety Information - Guide to Goad Practice run Handling, Installing, Restraining, & Br acing of Metal Plate Connected Wood Trusses. •NDS: National Design Specification for bAlocid Consti uction •ESR: 1082 published by file International Code Council. wvvw.icoes erg Palm Desert Tel: 760-360-9998 SU.�`TURAL ENGINEENNGy INC. Fax:D760-360-990358-777-8650 TR CIVIL ANb STRUCTURAL ENGINEERING Email: Reza rastructttral.com www.Rastructural.com R F"'. Cf ; ITA coMM'Li1;i' Designer: McClure Homes Date: October 25, 2016 Design by: R.A. JN: 1708130 Structural Calculation For McClure Homes At Lot 58B Madison 53-205 Humboldt Blvd. La Quinta, CA. 92253 Type Of Project: Residential Custom Home Revision#1 &2(04/20/2018) C-L— CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DA m 77570 Springfield Lane, Ste D, Palm Desert CA 92211 8949 Complex Dr., Unit A, San Diego CA 92131 FZ STRUCTURAL. ENGINEERING INC. CIti,✓ILP.f*JQ STRUCfURA.L ENGINEERING TABLE OF CONTENTS 1. Design Criteria....................................................................................1 2. Beam Design...........................................................................................2-124 3. Column Design.................................................................................125-144 4. Foundation Design...................................................................145-167 5. Lateral & Shear Wall Design......................................................168-221 6. Miscellaneous...........................................................................222-237 UR�CEIVED JUN 2 5 2018 CITY OF b, QUINTA COMMUNITY DEVELOPMENT 1� fi i7r 'l` 8949 Complex Dr., Unit A, San Diego CA 92123 77570 Springfield Lane, Ste D, Palm Desert CA 9227 CLIENT: Lot 58B-McClure Homes SUBJECT: Custom House DESIGN BY: R.A. �FTRUMRAL. ENGINEERING, INC. CIVIL AND S MUCTUPAL ENGINEERING DESIGN LOADS Roof Loads -- Flat, Roofing 6 psf Framing 2.5 psf Sheathing (1/2" COX) 1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Misc. 6. psf Total head Load Total Live Load Total Roof Load 2Q psf 20 psf 4© psf Exterior Wall 718" Stucco 10 psf >ulation 1 psf --,iywall 2.5 psf Studs 'I psf Misc. 2.5 psf Total Wall Weight 17 psf Interior Wall Insulation 1 psf Drywall 5 psf Studs 1 psf Misc. 3 psf Total Wall Weight 1a=psf *Consider 15 psf for stone veneer (where occurs) SHEET: JOB NO: 1708130 DATE: 10/25/2017 Page 1 of 237 RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF E:`Gl�c�ISu. iSL. -- SUBJECT Custom Home DATE 10/2512017 Design Code: Beam ID; . Beam length (tt): Number of spans: Maximum span (ft): Left cantilever Le (ft)_ Right cantilever Lr (ft): Ignore shear within (d)9 Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: CBC 20161 NOS 2015 B1 5.23 1 5.23 0.00 0.00 False False True 0.00 0.00 1 Location: Roof ectAc evrine 6 C) Passed Section Type: Douglas Fir - Larch Select Structural Section Name: 6x6 Beam Thickness: 5.50 in. Beam Depth: 5.60 in. A: 30.25 in2 $xx: 27.73 illy Syr 27.73 W Fb Base Allowable: 1600 psi Fb Adiust Allowable (CD =11: 1600 psi Fv Allowable (CD = 1)_ 170 psi Fc Allowable (CD = 1): 1100 psi E: 1600 ksi Support I❑ Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (Ibs) Live (lbs) Roof Live Balanced Unbalanced Max Value Load (lbs) Snow (lbs) Snow (Ibs) W combination ID P5 0100 809 0 791 0 0 3.51 3 P6 5.23 784 0 765 0 0 3.39 3 Load Combination Max. Banding Max. Shear Max Moment (k.lf.) I Shear (lbs) Location (ft) Max Shear (Ibs) Locatlon (Ibs) D 1.21 -437 13,30 809 0.00 ❑+Lr 2.39 -869 13,30 1599 1 0.00 Load Combination LDF Max. Bending Max. Shear Critical fie (psi) JFb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 $22 1440: 136,3 40 153 26.2 137,3 D+Lr 1.25 1036 12000. 151.8 79 212 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination $pan ID P5•P6 0.097 0.26 2.49 Passed U647 D+Lr Tolal Lin Load Deflection: Applied (in) Allowable tin) Location (ft) Deflection Check 5pantD P5-P6 0.048 0.17 2.49 Passed LI999+ www.structuralsoft.com Page 2 of 237 Design Code: Beam ID: Beam length (ft): (Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Reactions: RA Structural DESIGNED R.A. JOB NO, 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/25/2017 CBC 20161 ND5 2015 B2 17.40 1 17.40 0.00 0.00 False False True 0.00 0.00 1 GF=0.956 Location: Roof ")e! Section Type: Douglas Fir - Larch No.1 Section Name: 608 Beam Thickness: 5.50 in. Beam Depth. 17.50 in. A: 96.26 in2 Sxx: 280.73 in3 Syy: 88.23 in3 Fb Base Allowable(: 1350 psi Fb Adiust Allowable (CD = 1): 1291 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi E: 1600 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (lbs) Live (lbs) Roof Live I Balanced Unbalanced Max Value Load (Ibs) Snow (lbs) Snow (Ibs1 in2 combination ID P8 0,00 3034 0 715 1 0 0 8.22 3 P53 17,40 3048 0 730 0 0 8.28 3 Load Combination Max. Bending Max. Shear Max Moment (kdf.) I Shear(lbs) LOcatlon (ft) Max $hear (lbs) Location (lbs) p D+Lr 13.28 -3 16A -6 18.70 1810 •3048 -3778 17AO 17 40 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D D+Lr 0.90 1.25 568 704 1162 11613 48.9 143.7 48 59 153 212 31.0 27.7 Total Load Deflection Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination span tD P8-P53 0.229 0.87 8.70 Passed U913 D+Lr T21al Live Load 122fitction: Applied tiny Allowable (in) Location 00 Deflection Check SpanlD P8-P53 0.044 0.58 0.70 Passed L1999+ Page 3 of 237 www.structuralsoft.com RA Structural DESIGNED R.A. JOB NO. 1708130 0` t:SGlS�I,��.IG: PROJECT Lot 688 Madison SUBJECT Custom Home CHECKED R.A. 10125/20 SHT OF 17 DATE: Design Code: CEC 20161 NDS 2016 1 7 '3d 6" Beam —ID: 83 Location: Roof #/ Passed Beam length (ft): 22.79 Section Type: DFlDF 24F . V8 Number of spans: 1 Section Name: 6.75x76.5 Maximum span (ft): 13.50 Seam Thickness: 6,75 In, Left cantilever Lc (ft): 0.00 Beam Depth: 16.50 in. Right cantilever Lr (ft): 9.29 A: 111.38 irV Ignore shear within (d)7 False Sxx: 306,28 in3 Repetitive member? False Syy: 125.30 ln3 Include own weight? True Fb Base Allowable: 2400 psi Lu top (ft): 0:00 Fb Adiust Allowable (CD = 1): 2297 psi Lu bottom (ft): 9.29 Fv Allowable (CO = 1): 265 psi Slenderness Ratio 9 Fe Allowable (CD = 1): 1650 psi Adjustment factors: -ve Cv=0,957 E. 1800 ksl Support ID Distance from Start (ft) Reactions (Ibs) Reeuird Bearing Area Dead (Ibs) Live (ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) in2 combination ID P9 0.23 588 0 630 0 0 4.59 3 P10 13,73 5"1 0 4626 0 0 22.07 3 Analysis Summary: Load Combination Max. Bending Max. Shear Max Moment (k.if.) Shear (ibs) Locatlon (ft) Max Shear (i4s) Location (Ibs) D -14,84 -2861 113.50 -2861 13.50 N.1 r -26.75 -5338 1 13.50 -5338 1160 I Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 -581 12067 26.1 136.5 39 238 16.2 D+Lr 1.2 •1048 12871 72 331 21.7 Total Load DefLesiion: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P9-P10 -0.079 0.6B 8,42 Passed L1999+ D+Lr Right Cant, 0.574 0.93 22,79 Passed U389 D+Lr 7atal Live Load Dellection: Applied (in) Allowable (in) Location (ft) Deflection Check SpanlD P9•P10 -0,053 0.45 7.68 Passed U999+ Right Cant. 0.295 0.62 22,79 Passed U757 Page 4 of 237 www.structuralsoft.com RA Structural DESIGNED R.A. JOB NO. 1708130 STR( PROJECT Lot 588 Madison CHECKED R.A. SHT OF INN NG i1C. SUBJECT Custom Home DATE 10/25/2017 Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft). Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Reactions: CDC 2016 ! NOS 2015 84 9.15 1 9.15 0.00 0.00 False False True 0.00 0.00 1 Location: Roof c d i^ 4-V-- Section Type: Douglas Fir - Larch No.1 Section Name: 6x8 Beam Thickness: 5.50 in. Beam Depttx 7.50 in. A: 41,25 W Sxx: 51.56 ins Syy: 37,81 ins Fb Base Allowable: 1350 psi Fb Adlust Allowable (CD = 1); 1350 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1); 925 psi E: 1600 ksi Passed Support iD Distance from Start (ft) Reactions (Ibs) Reguird Bearing Area Dead (lbs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow fibs) Snow (lbs) inz combination 10 P49 0.00 264 0 222 0 0 1:06 3 B7 9.15 291 0 249 0 0 1.18 3 Load Combination Max. Bending - Max. Shear Max Moment ( Af.) Shear (Ibs) Location (fi) Max Shear (Ibs) Location (Ibs) D 0.65 1 1 15.19 .291 9.15 b+Lr 1.20 1.210 16,42 -539 1 905 rpde Chock: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % C t} 0.90 1151 11215 112.4 11 153 6.9 .,.. _ 1 )S 12An 11688 116,6 20 212. 92 Total Wad Deflactlon: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P49-67 0,059 0.46 4.45 Passed L1999+ D+Lr Applied (in) Allowable (in) Location (ft) Deflection Check SpanlD P49-57 0.027 0.31 4.45 Passed U999+ Page 5 of 237 www.structuralsoft.com RA Structural DESIGNED R,A, JOB NO, 1708130 i� PROJECT Lot 58B Madison CHECKED R.A. SHT OF E�ti1'EEfI1SG. �'(� SUBJECT Custom Flame DATE 10/26/2017 Design Code: Beam ID: Beam length (it): Number of spans: Maximum span (ft): Left cantilever Lc (fit): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: CBC 20161 NDS 2015 B5 31.81 1 31.81 0.00 0.00 False False True 0.00 0.00 1 +ve Cv=0.929 Location: Roof (/°jC(04 �?) Section Type: DF/DF 24F - V4 Section Name: 5.12506.5 Beam Thickness: 5.12 in. Beam Depth: 16.50 in. A: 84 AS In2 Sxx: 232.32 in3 Syr 72.09 in3 Fb Base Allowable;: 1850 psi Fb Adiust Allowable (CD = 1): 2230 psi Fv Allowable (CD = 1): 265 psi Fc Allowable (CD = 1): 1650 psi E: 1800 ksl Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (ibs) Roof Live Balanced I Unbalanced Max Value Load (Ibs) Snow !bs Snow (lbs) in combination ID B64 0.00 1121 0 820 0 0 4,09 3 B55 31.81 1156 0 856 0 0 4.24 3 Analyals Summary: Load Combination Max. Bending I Max. Shear Max Moment (k.1f.) I Shear (ibs) .. Location (ft) IMax Shear (Ibs) T Location ID+Lr 116,05 i •98 1 15.79 1-2012 1 31.81 1 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 476 2007 23.7 21 238 8.6 D+Lr 1.25 829 2788 297 36 331 10.8 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID B64-B55 0.846 1.59 15.91 Passed LA51 D}Lr Total Live Load Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check B64-B55 0,360 1.06 15,91 Passed L/999+ Page 6 of 237 www•structuralsoft com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF f,nOZ. 11K. SUBJECT Custom Home DATE 10/25/2017 Design Code: Bear;QD: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever'Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: CBC 20161 NDS 2016 S6 20.12 1 20.12 0.00 0.00 False False True 0.00 0.00 1 Location: Roof�0Z Section Type: DF1DF 24F - V4 Section Name: 5.125x12 Beam Thickness: 5.12 in, Beam Depth: 12.00 in. A: 61.44 in2. Sxx: 122.88 W Syy: 52.43 W Fb Base Allowable: 1850 psi Fb Adiust Allowable (CD =1): 2400 psi Fv Allowable (CD 1): 265 psi Fe Allowable (CD =1): 1650 psi E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow fibs) Snow (lbs) in2 combination ID P11 0.00 705 0 567 0 0 2:79 3 87 20.12 685 0 547 0 0 2.60 AnaIVSl5 5ummaryq Load Combination Max. Bending Max. Shear Max Moment (Of.) 5hear;(lbs) Location (ft) Max Shear (Ibs) Location (ibs) p 3.45 -77 10.3E 706 0.00 D+Lr 6.20 .149 10.36 1273 10.00 Load Combination OF 1 Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max iv (psi) Fv (psi) %a Code Check D 0,90 337 2160 15.6 17 238 IT2 D+Lr 1:2_6 605 3000 20.2 31 331 194 Total Load Doftectiond Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P11.67 0.338 1.01 9.93 Passed 1-1714 D+Lr Total Live -Load Deflection,. SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P11-137 0.150 0.67 9.93 Passed L1999+ Page 7 of 237 www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 �7INCTRI AL PROJECT Lot 58B Madison SUBJECT Custom Home CHECKED R.A. 1012512017 SHT OF DATE Design Code: Beam ID: CSC 20161 NOS 2015 87 Location: Roof igebom :O Z) Passed Beam length (ft): 27,00 Section Type: DFIDF 24F - V8 Number of spans: 1 Section Name: 5.125x12 Maximum span (ft): 16.56 Beam Thickness: 5.12 in. Left cantilever Le (ft): 5.21 Beam Depth: 12.00 in. Right cantilever Lr (ft): 5.22 A: 61,44 W Ignore shear within (d)? False Sxx: 122,88 Ina Repetitive member? False Syy: 52,43 ins Include own weight? True Fb Base Allowable: 2400 psi Lu top (ft): 0.00 Fb AdiuM Allowable (CD = 1): 2341 psi Lu bottom (ft): 5.22 Fv Allowable (CD = 1). 265 psi Slenderness Ratio: 8 Fc Allowable (CD = 1): 1650 psi Adjustment factors: -ve Cv=0,975 E: 1800 ksi Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (ibs) Snow (Ibs) ins combinatlon ICY B8 5.21 1098 0 752 0 0 4.07 3 B3 21.78 502 0 273 0 0 2.00 3 Anajysls_Summarv: Load Combination Max. Band Max Moment (k.10 I Shear (Ibs) Max. Shear ax Shear (Its) I Location (Ibs} i Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0,90 1•642 -364 2107 17,3 20 238 182 D+Lr 1,25 2926 22.0 34 331 110,3 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID Left Cant. 0.353 0.52 0,00 Passed LI354 D+Lr B8-B3 -0,191 0.83 13.00 Passed L/999+ D+Lr Right Cant, 0.252 0.52 27.00 Passed U497 D+Lr Totai Live Load Dceflectlr�n,. Applied (in) Allowable (in) Location (ft) Deflection Check SpanlD Left Cant. Q165 0.35 0,00 Passed U759 138-B3 -0.094 0.55 13.00 Passed U999+ Right Cant 0,120 035 27,00 Passed U999+ Page 8 of 237 www.structuralsoft. com RA Structural Engineering, Inc. DESIGNED R.A. 950URAI, PROJECT Lot 588 Madison CHECKED R.A. SUBJECT Custom Nome DATE 10/2512017 Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft).- Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness ratio: Adjustment factors: JOB NO. 1708130 SHT OF I CBC 20161 NDS 2015 Ba Location: Roof 20.10 Section Type: DF/DF 24F - V8 2 Section Name: 5.125x13.5 11.88 Beam Thickness: 5.12 in. 0.00 Beam Depth: 13,50 in, 4,79 A: 69,12 in7 False Sxx: 155.52 in3 False Syy; 58.98 ins True Fb Base Allowable: 2400 psi 0A0 Fb Adiust Allowable (CD 1): 2,581 psi 5.02 Fv Allowable (CD = 1).; 265 psi 8 Fc Allowable (CD = 1) 1650 psi E-. 1800 ksi Passed Support ID Distance' from start (ft) Reactions (Ibs) Requ(rd Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs Snow (Ibs) Snow lbs) in2 combination ID P19 0,00 1510 0 1418 0 0 6,42 3 P160 11.88 -581 0 -156 0 0 0.00 1 P160 15.31 4923 0 3926 0 0 1939 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (Ibs) Lacatian (ft) Max Shear (1bs) Location (Ibs) D -8.06 -2721 1 15431 -2721 15.31 D+Lr -14.26 -4872 116,31 .4872 15.31 Code Check: Load Combination LDF Max. Bending Max, Shear Critical lb (psi) Fb (psi) %n Code Check Max fv (psi) Fv (psi) % Code Check D 0,90 -622 12143. IM069 238 12C8 D+Lr 1.25 -11o0 2965 37.1 106 331 131,9 Total Load_Defiestiorl: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID Pig-P160 0.106 0.59 5.96 Passed L1999+ D+Lr P160-UP88 -0,009 0,17 13.90 Passed L/999+ D+Lr Right Cant, 0.160 0,48 20,10 Passed Lt717 D+Lr Total Live Load SpanlD Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check P19-P160 0.051 0.40 5.96 Passed L/999+ P160-UP88 -0,004 0.11 1190 Passed L/999+ Right Cant. 0.070 0,32 20,10 Passed L/999+ www.structuralsoft.com Page 9 of 237 RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 �Rl TURaJ• PROJECT Lot 588 Madison CHECKED R.A. SHT OF C1G�VE�4I;1G, i<��. SUBJECT Custom Home DATE 10/25/2017 Design Code: CBC 20161 NDS 2015 9-Aw`")I Passed Beam 1D: B9 Location: Roof Igovev- Beam length (ft): 4.73 Section Type: Douglas Fir - Larch No.1 Number of spans: 1 Section Name: 6x8 Maximum span (ft): 4.73 Beam Thickness: 5.50 in. Left cantilever Lc (ft): 0,00 Beam Depth: 7.5.0 In. Right cantilever Lr (ft): 0.00 A: 41.25 in2 Ignore shear within (d)? False Sxx: 51.56 ins Repetitive member? False Syy: 37.81 irrl Include own weight? True Fb Base Allowable: 1350 psi Lu top (ft): 0.00 Fb Adiust Allowabte (CD r 11, 1350 psi Lu bottom (ft): 0.00 Fv Allowable (CD =1): 170 psi Slenderness Ratio: 1 Fe Allowable (CD = 1): 926 psi Adjustment factors: E: 1600 ksi Reactions: Support lD Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (lbs) Roof Live BalanGed Unbalanced Max Value Load (Ibs) Snow fibs Snow (Ibs) inz combination ID P42 0.23 290 0 266 0 0 1,21 3 1 P46 4.96 575 0 553 0 0 2A7 3 Analysis Summary: Load Combination Max Moment (k.lf. 0.56 Max.. Bending Max. Shear Shear (lbs) I Location (lbs ) 4: Load Combination LOF Max. Bending Max. Shear Critical fb (psi) 1Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check 0 D,90 130 11215 110.7 21 1.53 131 D+Lr 125 265 11688 115.1 41 212 193 Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P42-P46 0.014 0.24 2.49 Passed U999+ D+Lr metal Llye toad Deflection: SpaniD Applied (in) Allowable (in) Location (ft) Deflection Check P42-P46 0.007 0.16 2.49 Passed U999+ Page 10 of 237 www, s tru c tura I soft.com TASrRUCTURA� ........... .....r.�. WUs. xc:MM }S')IYRLL zd ,feel Beam Description: 1310 CODE REFERENCES Calculations per RISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 _Material Properties _ Analysis Method; Load Resistance Factor Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Project Title: Lot 58B Madision Engineer: R.A, Project ID: 1708130 Project Descr; Now, IBAPR 7t»B. 9 4 W - File =%�%rvenPralwsiLoT50B-11(13.3TR-1%RAi04-17--4TNM1108130.e6 ENERCALC. INC. 1983-20'Or WWI: 10.18.1.31. Ver10.18.1.31 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi W 1 ax9O 6 W 14x8o A Span = 6.250 ft- Span = 35.50 ft i R Ap�ited Loads _ Service loads entered. Load Factors will be applied for calculations, Beam self weight calculated and added to loadirlq Load for Span Number 1 Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 22.50 ft, (Roof) Point Load : D = 0.5250, Lr= 0.350 k @ 0.0 ftt (B29) Point Load : D w 0,330, Lr = 0.210 k @ 0.0 ft, (B30) Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0,020 kst, Tributary Width = 22.50 ft, (Roof) Uniform Load : D = 0.0170 klft, Tributary Width =1.0 ft, (Parapet) DESIGN SUMMARY ' Maximum Bending 'Stress Ratio = 0.348: 1 Maximum Shear Stress Ratio = 0,139 Section used for this span W14x90 Section used for this span W14x90 Mu: Applied 199,776 k-ft Vu :Applied 25.735 k Mn " Phi: Allowable 573.607 k-ft Vn' Phi : Allowable 184.80 k Load Combination +1.20D+1.60Lr+0.50L+1.60H Load Combination +1.20D+1.60Lr+0.50L+1,60H i Location of maximum on span 18.602ft Location of maximum on span 6.250 ft E Span #where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection .0.251 in Ratio W 598;>=360 Max Upward Transient Deflection -0.251 in Ratio = 598 >=360 Max Downward Total Deflection 1,117 in Ratio = 382 >=240 �j Max Upward Total Deflection I .0.557 in Ratio = 269 a=240 ._ Maximum Forces S Stresses for Load Combinations W Load Comnination Max Stress Ratios Summary of Moment Values -`Mnx Summary of 5flearValues Segment Length Span # M V Max Mu + Max Mu - Mu Max Phi'Mnx Cb Rm VuMax Vnx PhrVnx 40D+1,60H Dsgn. L = 6.25 f1 1 0.039 0.078 -22.25 22.25 637,34 573.61 1.00 1.00 14.47 184,80 184.80 Dsgn. L = 35.50ft 2 0,195 0.078 111.97 -2125 111,97 637.34 573.61 1.00 1.00 14.47 184,80 184.80 +120D+0,50Lr+1.60L+1.60H Dsgn, L = 6,25 ft 1 0,044 009D -25.21 25,21 637.34 673.61 1,00 1.00 /6.57 184.80 184.80 Dsgn. L = 35.50 it 2 0,224 0.090 128.41 -25,21 128,41 637.34 573,61 1.00 1.00 16.57 184.80 184,80 +120D+1.60L+U.50S+1.60H Dsgn. L = 6,25 ft 1 0,033 0.067 -19,07 19,07 637.34 573,61 1.00 1,00 1 .40 $1.80 184.80 Pagel �Lpf 2�84.80 184.80 Dsgn. L = 35.50 ft2 0.167 0.067 95,97 -19W 95.97 637.34 573,61 1.00 1.00 +1.20D+1.60Lr+0.50L+1.60H 11 STRIICTURA1,RaG1nEE RihKi w.+i DftllL)yRLR CIIY S�riEi ),H �a.SSn 'ni: (:ffS.feG•ella ewae. azsN,rn.'nc>%ia Project Title; Lot 58B Madision Engineer: R.A. Project Descr: Project ID: 1708130 PmADd 1E APR 2010, 9A 141 - - File=llservetlPrajectsV 4T58$-1103.5TR^ i1RA101.17-tfENCil17flB130 Steel Beam ENERCALC, iNC.1983.201& Sold: 10.It. 01. Ved0.10,'- Description , B10 Load Combination Max Stress Ratios Summary of Moment Values_ Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phl'Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 6.25 !I 1 0,068 0.139 - - - -38,73 38.73 637,34 673.61 1.00 1.00 25.74 194.80 184,80 Dsgn. L = 35.50 ft 2 0.348 0.139 199,78 -38.73 199,78 637.34 573.61 1.00 1.00 25.74 184.80 184.80 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 6.25 ft 1 0.068 0.139 -38.73 38,73 637,34 573.61 1,00 1.00 25,74 184.60 18C80 Dsgn, L = 35.50 ft 2 03348 0.139 199.78 -38.73 199.78 637,34 573.61 1.00 1.00 25.74 184,80 184.80 +1,20D+0,50L+1,60$+1,60H Dsgn, L = 6.25, ft 1 0,033 0.067 -19.07 19.07 637,34 573,61 1.00 1.00 12.40 184,80 184.80 Dsgn, L = 35.50 ft 2 0,167 0,067 95.97 .19.07 95.97 637.34 573,61 1.00 1.00 12.40 184.80 184.80 +1.20D+1.60S+0.50W+1.60H Dsgn, L = 6.25 ft 1 U33 0,067 -19.07 19.07 637,34 573,61 1.00 1.00 12.40 184.80 184.80 Dsgn. L = 35.50 ft 2 0,167 0.067 95.97 -19.07 95.97 637.34 573.61 1.00 1,00 12.40 184.80 184.80 +1.20D+0,50Lr+0.50L+W+1.60H Dsgn. L = 6.25 ft 1 0,044 0.090 -25.21 2521 637.34 573.61 1.00 1.00 16.57 184,80 184.80 Dsgn. L = 35.50 ft 2 0.224 0.090 128.41 -25.21 128.41 637.34 573.61 1,00 1.00 16,57 18430 184,80 +1.20D+0,50L+0.50S+W+1.60H Dsgn.L= 6.25 It 1 0,033 0.067 -19,07 19.07 637.34 573.61 1,00 1,00 12.40 184,80 184.80 Dsgn. L = 35,50 ft 2 01167 0,067 95,97 -19.07 95.97 637.34 573.61 1.00 1.00 12,40 184.80 184.80 +1.20D+0.50L+0.20S+E+1.60H Dsgn, L = 6.25 ft 1 0,033 0.067 -19.07 19.07 637.34 573.61 1.00 1.00 12,40 184.80 184,80 Dsgn, L= 35.50 ft 2 01167 U67 95.97 -19,07 95.97 637,34 573.61 1,00 1.00 1Z40 184,80 184-80 +0.90D+W+0.90H Dsgn. L = 6,25 ft 1 0.025 0.050 -1430 14.30 637.34 573.61 1.00 1.00 9,30 184.80 184.80 Dsgn. L = 35.50 ft 2 0.125 0,050 71,98 -14.30 71,98 637.34 573.61 1,00 1.00 9.30 184.80 184.80 +0.90D+E+0,90H Dsgn. L = 6.25 ft 1 0.025 0.050 -14.30 14,30 637.34 573.61 1.00 1,00 9,30 184.80 184.80 0sgn. L = 35.50 ft 2 - 0,125 0.050 71,98 -1430 71:98 637.34 573.61 1.00 1.00 9.30 184,80 1 Overail Maximum Deflections _,. _- Load Combination Span Max. " " Deg Location in Span Load Combination Max. °+' Dell Location in Span 1 0.0000 18.176 +D+Lr+H -0-5573 0.000 +D+Lr+H 2 1.1166 18.176 0.0000 0.000 Vertical Reactions Support notation : For left is #1 Values in KIPS Load Combinatian Support 1 Support Support 3 _ Overall Mrakimum 26.271 W. Overall MINlmum 8.739 5.663 +D+H 14.564 9.439 +D+L+H 14.564 9.439 +D+Lr+H 26,271 17.080 +D+S+H 14.564 9,439 +0+0.750Lr+0,750L+H 21344 15,170 +D+0.750L+0.750S+H 14.564 9,439 +D+0,60W+H 14,564 9.439 +D+0.70E+H 14:564 9,439 +Q+0,750Lr+0.750L+0,450W+H 23.344 15.170 +D+0.750L+0J50S+D.450W+H %564 9.439 +0+0.750L+0:750$+0.5250E+H 14.564 9.439 +0.60D+0.60W+0.60H 8.739 5,663 +0,600+0,70E+0,60H 8.739 5.663 D Only 14.564 9,439 Lr Only 11106 7.641 L Only S Only W Only E Only H Only Page 12 of 237 RA Structural PROJECT Lot 58B Madison ��ultif. SUBJECT Custom Home Design Code: Beam —ID. Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc M, Right cantilever Lr (ft): ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom 00: Slenderness Ratio: Adjustment factors: Reactions: CBC 2016 / NDS 2015 B11 15,50 1 15.50 0.00 0.00 False False True 0.00 0, 00 1 DESIGNED R.A. JOB NO, 1708130 CHECKED R:A. SHT OF DATE 10/25/2017 Location: Roof �7 trke Section Types DF/DF 24F - V4 Section Name: 5.125x13.5 Beam Thickness: 5,12 in. Beam Depth: 13.50 In. A: 69.12 inz 5xx: 155.52 iW Syy: 58.98 10 Fb Base Allowable: 1850 psi Fb Adjust Allowable (CD = 1): 2400 psi Fv Allowable (CD = 1)` 266 psi Fc Allowable (CD » 1): 1650 psi E: 1800 ksi Passed Support ID Distance from start (fit) Reactions (ibs) Requird Bearing Area Dead :(Ibs) Live (Ibs) Roof Live Balanced 11 Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) in2 combination ID UP107 0.00 2649 0 2058 0 0 %32 3 P8 15,50 2278 0 1866 0 0 9,08 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (rbs) Location (ft) Max Shear (Itrs) 1 Location (Ibs) f} 10.38 -170 16,31 2e49 10,00 O+Lr 18.34 -226 16,31 4707 0.00 Load Combination LDF I Max. Bending Max. Shear Critical fb (psq Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check p 0.90 801 12160 137.1 57 238 24.1 130,8 D+Lr 1.25 1415 13000 147,2 102 331 Total Load D-eflegliQnE Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID UP107-PB 0.415 0.78 7.50 Passed U448 D+Lr Iptal Live Load Deflectlont Applied (in) Allowable (in) Location (ft) Deflection Check SpaniD UP107-PB 0,182 0.52 7.75 Passed U999+ Page 13 of 237 www.structuralWft.com Design Cade. (Beam ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive. member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: RA Structural DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison I CHECKED R.A. I SHT OF SUBJECT Custom Home CFTC 20161 NDS 2015 812 34.08 2 21.79 6.71 0.00 False False True 0.00 6.71 7 +ve Cv=0.948 DATE 10/26/2017 Location: Roof ( i ILA,-Sif f 1) Section Type. DF/DF 24F - V4 Section Name: 6.75x15 Beam Thickness: 6.75 ih. Beam Depth: 15.00 in. A: 101.25 Inz Sxx: 253.12 ins Syy; 113.91 ins Fb Base Allowable: 1850 psi Fb Adiust Allowable (CD = 1): 1841 psi Fv Allowable (CD = 1): 265 psi Fc Allowable (CD =1): 1650 psi E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live I Balanced Unbalanced Max Value Load lbs) Snow (Ibs) Snow (Ibs) in2 combination 10 P25 6.71 4841 0 4002 0 0 19.38 3 P24 12.29 -1740 0 -1669 0 0 0.00 1 UP15 34.08 1 538 0 291 0 0 1.82 3 Load Combination Max. Bending Max Moment (k.lf.) Shear (Ibs) Location (ft) -13.72 2610 6.71 -25.51 14775 16.71 Max. Shear Shear (Ebs) Location (Ibs) 6.71 i 6.71 Load Combination OF Max. Bending Max. Shear Critical fb (psi)iEd52.3 % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 -651 39.3 39 238 16:2 D+Lr 1.25 -1200 71 331 121.4 Applied (in) Allowable (In) Location (ft) Deflectlon Check Load Combination Span ID Left Cant. 0.347 0.67 0.00 Passed L/464 D+Lr P25»P24 -0.025 0,28 8.96 Passed L/999+ D+Lr P24-UP15 0.113 1.09 23.14 Passed U999+ D+Lr Total Llve Load_ spaniD Deflection: Applied (in) Allowable fin) Location (ft) Deflection Check Left Cant, 0.160 0.45 0.00 Passed U999+ P25-P24 -0.012 0.19 8.96 Passed U999+ P24-UP15 0.040 0.73 23.14 Passed U999+ Page 14 of 237 w+nnv, s k�E � tii r a is oit.co m Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (fit): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Raactinns: IRA Structural PROJECT Lot 58B Madison SUBJECT Custom dome CBC 20161 NOS 2015 B13 25,54 1 23.18 2.36 0.00 False False True 0.00 2.36 6 +ve Cv=0.969 DESIGNED R.A. JOB NO, 1708130 CHECKED R.A. SHT OF DATE 1012512017 Location: Roof 'W I ?-r r Section Type. DFIDF 24F - V8 Section Name: 5.125x15 Beam Thickness: 5:12 in. Beam Depth: 15.00 in. A: 76.80 i112 Sxx: 192.00 rn3 Syy, 65.54 in3 Fb Base Allowable; 2400 psi Fb Adjust Allowable (CD = 1): 2326 psi Fv Allowable (CD = 1). 265 psi Fe Allowable (CD = 1): 1650 psi E; 1800 ksi Passed Support 0 Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (Ibs) Live (lbs) Roof Live Balanced unbalanced Max Value Load fibs) Snow (lbs) Snow (lbs) inz combination ID B72 2.36 1859 0 1617 0 0 7,33 3 P14 25,54 1685 0 1488 0 0 6.98 3 Analvals_Semmanr: Load Combination Max. Bending Max, Shear Max Moment (k.11,j I Shear (Ibs) ILocation (4) IMax Shear (Ibs) I Location (Ibs) u+Lr Load Combination LDF Max. Bending Max. Shear Critical fb (psi) 1Fb (psi) % Code Check Max fv (psi) Fv (psi) % C p 0.90 611 2093 29.2 33 238 13.E 2907 139,8 62 331 18.E Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID B12-P14 0.689 1.16 13.89 Passed 1-1404 D4Lr T_ntal Live Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Cheats Spann] Left Cant. 0 003 0,16 0.00 Passed 1J999+ 812-P14 0.326 0.77 13.89 Passed U853 Page 15 of 237 www,structuralsoft. com RA Structural Engineering, STlffTRE -=A Design Code: CBC 20161 NDS 2015 Beam ID: B14 Beam length (ft): 14.60 Number of spans: 1 Maximum span (ft): 14,50 Left cantilever Lc (fit): 0.00 Right cantilever Lr (ft): 0.00 Ignore shear Within (d)? False Repetitive member? False Include own weight? True Lu tap (ft): 0.00 Lu bottom (ft): 0.00 Slenderness Ratio: 1 Adjustment factors: Inc. I DESIGNED R,A, PROJECT Lot 588 Madison CHECKED R.A. SHT SUBJECT Custom Home DATE 10/25/2017 Location: Roof # :I pahv) Section Type: DF7DF 24F - V4 Section Name: 5.125x12 Beam Thickness: 6.12 Beam Depth: 12.00 A: 61.44 Sxx: 122.88 SYY: 52.43 Fb Base Allowable: 1850 Fb Adiust Allowable ICD = 1): 2400 Fv Allowable (CD = 1): 265 Fc Allowable (CD = 1): 1650 E: 1800 JOB NO. 1708130 OF in. in. in2 W in3 psi psi psi psi ksi Passed Support ID Distance from Start (it) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) in2 combination ID UP12 0.00 2474 0 2374 0 p 10.62 3 UP17 14,50 2558 0 2458 0 0 10.99 3 6palvsis Summary: Load Combination Max. Bending Max. Shear Max Moment (k.If. ) I Shear (Ibs) Lacabon (fl) Max Shear (Ibs) Location (Ibs) Load Combination LDP Max. Sending Max. Shear Critical fb (psi) b (psi) % Code Check Max fv (psi) Fv (psi)13710 % Code Check 1)0.90 930 [2160 43.1 62 238 26.2 D+Lr 125 1825 000 60.8 122 331 Taal L22d 122jkectlon: Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination UP12-UP17 0.527 0,72 7.31 Passed U330 D+Lr Total Live LQad Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check UP12-UP17 0,258 0.48 7.31 Passed U673 Page 16 of 237 www.structure Isoft com STRLICTURAE !]JGNEERING ..- sf a OKI C.Nf4F�•1iN WYSi NZYTAro>a.aON.«a� feel Beam Description: 815 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set, ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing, Completely Unbraced Bending Axis: Major Axis Sending QO.017 W14x8S� Spa F ft Project Title: Lot 58B MadisiOn Engineer: R.A. Project ID: 1708130 Project Descr: _ Panted- 1aAPR 2016, 9rM File = ft"eftProjectsu.OT5813-IW3-STR-1iRA104.17•-iV4G117p8130.ec6 ENERCALC, INC. 1983-2018, BUM: to. I8.1.3t, Ve0GA8.121_ Fy : Steel Yield : 50.0 ksl E: Modulus : 29,000.0 ksi P 4. JrAo. W 14x6l - Span - 45.0 n- - �.......... - ............ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D. = 0.020, Lr = 0.020 ksf, Tributary Width =1.0 ft, (Roof) Uniform Load: D = 0.0170 klft, Tributary Width =1a0 ft, (Cripple Wall) Load for Span Number 2 Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width =1.0 ft, (Roof) Paint Load; D =1.30, Lr =1,30 k @ 27.50 ft, (849) Uniform Load: D = 0,0170 klft, Tributary Width =1.0 ft, (Cripple Wall) DESIGN SUMMARY Maximum Bending Stress Ratio = 0,461 : 1 Maximum Shear Stress Ratio w 0.036 : 1 Section used for this span W14x61 Section used for this span W14x61 Mu : Applied 74.521 k-ft Vu : Applied 6.573 k Mn " Phi: Allowable 161.784 k-ft Vn ' Phi: Allowable 156.375 k Load Combination +1,20D+1,60Lr+0,50L+1.60H toad Combination +1.20D+1.60Lr+0.50L+1.60H Location of maximum on span 27,360ft Location of maximum on span 45.000 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection -0.066 in Ratio = 1,176 7=360 Max Upward Transient Deflection -0,066 in Ratio = 1,176 >=360 Max Downward Total Deflection 1 V 4 in Ratio = 532 >=240 Max Upward Total Deflection -0,220 In Ratio = 354 a=240 ................. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratlos Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phi'Mr1x Cb Rm -- VuMax Vnx Phi'Unx ,]D+1.60H Dsgn. L = 3.25 ft 1 0.002 0.024 -0.72 0.72 425.00 382.50 1.00 1,00 3.81 156.38 156.38 Dsgn. L = 45.00 ft 2 0.334 0,027 52,19 -0.72 52,19 173.64 156.28 1.19 1.00 4.18 156,38 156,38 +1.20D+0.50Lr+1,60L+1 a601-1 Dsgn. L = 3.25 ft 1 0.002 0,024 •0,67 0.67 425,00 382.50 1.00 1.00 3.76 166.38 15638 Dsgn, L = 45,00 ft 2 0.341 0,027 54,04 -0,67 54.04 176.26 158.64 1.21 1.00 4.21 156.38 156.36 +1.20D+1.60L+0,50S+1,60H Dsgn. L = 3.25 ft 1 0,002 0.021 -0,62 0.62 425,00 382.50 1.00 1.00 l 7 10,38 156.38 Dsgn, L = 45.00 ft 2 0,286 0.023 44,73 -0.62 44.73 173.64 156.28 1.19 1,00 Page pf 2q6.38 156.38 +1,20D+1.601.r+0.501-+1.60H Project Tice: Lot 58B Madision SiFWTURALFt ACERM Engineer:ojtDR.A. Project I©, 1708130 Project QBSCf; c.aa..nRw.ru...rM. ?:t`N dl'oiZSYN.R W.t- VRL R 9:vwf�..i.. %u.rH. Clirn,•mY-Yits mna, aauun�r..riiK cu Pr W:18 APR 2018, 6IUAM -- File = llsenrerprojectsU-OT58B-1143-STR-1WAM)&17-ISNet708130.r Steel Beam ENERCALC. INC. 1983.2018,Build! 10.18.1.31,Ver.W.16,1 Description: B15 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu • Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi`Vnx Dsgn. L = 3.25 ft - 1 0,002 0.031 -0.79 0.79 425.00 382.50 1,00 1.00 440 156.38 156.38 Dsgn. L = 46.001t 2 0.461 0.036 74,52 -0.79 74.62 179.76 161.76 1,23 1.00 5.57 166.38 156.38 +1.200+1.60Lr+0.50W+1.60H Dsgn. L = 3.25 If 1 D.002 0.031 -0,79 0.79 425.00 382.50 7 AO 1.00 4.80 156.38 158.38 Dsgn. L = 45.00 ft 2 0.461 0.036 74.52 •0.79 74.52 179.76 161.78 1.23 1.DO 6.57 156.38 156.38 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 3.25 it 1 0,002 0.021 -0.62 0.62 425.00 382.50 1,00 1.00 3,27 156.38 156.38 Dsgn. L = 45.00 It 2 0,286 0,023 44.73 462 44.73 173.64 156.28 1.19 1.00 3,59 151538 156.38 +1.200+1.60S+0.50W+1.60H Dsgn.L= 3,25ft 1 0,002 0.021 462 0.62 425.00 382.50 1,00 1,00 3.27 156.38 156.38 Ds-n, L= 45,00 ft 2 0.286 U23 44.73 -0,62 44.73 173.64 156.28 1.19 1,00 159 166.36 156.38 +1.20D+Q.50Lr+0.50L+W+1,60H Dsgn. L = 3.25 ft 1 0.002 0.024 -0.67 0.67 425,00 382.50 1.D0 1.OD 3.75 156.38 156.38 Dsgn. L = 45.00 ft 2 0.341 0.027 64.04 -0,67 54.04 176.26 158,64 1.21 1.00 4.21 156.38 156.38 +1,20D+0.50L+0.50S+W+1.60H ❑sgn. L = 3.25 ft 1 0,002 0,021 -0.62 0,62 425.00 382.50 1.00 1.0D 3.27 156.38 156.38 Dsgn, L = 45.00 ft 2 0.286 0.023 44.73 .0.62 44.73 173.64 166.28 1.19 1.00 3,59 156,38 156,38 +1.2 0 D+O, 50L+0.20S+E+1,60H Dsgn. L = 3.25 ft 1 0.002 0.021 -0,62 0.62 425.00 382.50 1.00 1.OD 3.27 156.38 156.38 Dsgn. L = 45.00 ft 2 0,286 0.023 44,73 462 44.73 173.64 156.28 1.19 1.00 3.59 156.38 156.38 W +0.90D++0.90H Dsgn. L = 3,25 fi 1 0.001 0.016 -0.47 0,47 425,00 382-50 1.00 1.00 2,45 156.38 156.38 Dsgn. L = 45.00 ft 2 0.215 0.017 33.55 -0,47 33.55 17164 156.28 1.19 1.00 2.69 156.38 156.38 +0A0D+E+0.90H Dsgn. L = 3.25 ft 1 0,001 0.016 -0,41 0,47 425.00 382.50 1.00 1.00 2.45 156.38 156.38 Dsgn. L = 45.00 ft 2 0.215 0.017 3155 -0.47 33.55 173.64 156.28 1.19 1.00 2.69 156,38 Overall Maximum Deflections --- Load Combination Span Max. "2' Deft Location in Span Load Combination Max. "+" Defi Location in Span 1 0.0000 -23,220 +D+Lr+H O. ZOZ 0,000 +0+Lr+H 2 1.0145 23,220 O,00DO 0,000 Vertical Reactions Suppod notation: Far left is #1 _ Values in KIPS Load Cambination Support 1 Support 2 Support 3 _ _ ..... Overall MAXImum 4063 4.230 Overall MINimum 1.023 1,242 +D+H 3,041 2.908 +D+L+H 3.041 2.98E +D+Lr+H 4.063 4.230 +D+S+H 1041 2.988 +0+0,75OLr+0.750L+H 3.808 3.920 +D+0.750L+0.750S+H 3.041 2.988 +D+0.60W+H 3.041 2,988 +D+0.70E+H 3.041 2.988 +D+0.750Lr+0.750L+0.450W+H 3.808 3.920 +D+0.750L+0.750S+0A50W+H 3.041 2-988 +D+0.750L+0.750S+0.5250E+H 3,041 2.986 +0.60D+0.60W+0.60H 1.824 1,793 +0.60D+0.70E+0.60H 1.824 1.793 D Only 3,041 2.98E Lr Only 1,023 1.242 L Only S Only W Only E Only H Only Page 18 of 237 STRE1CiLIfiAL £NGNE MNG IGn94b ,LY •`iYtb GR6tT. L`J 9P•Pd4 Brit L�IPL�MFiJJf NlAfae�3hWP1YPxi.+P.Ji CNN ateel Beam Description; 816 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties _ -�- •--- _ Analysis Method : Load Resistance Factor Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending D{D.331755 _-- Project Title: Lot 58B Madision Engineer: R.A. Project lb: 1708130 Project Descr: Protad:18 AM 2019. 9WAN File=1lserveWgeCIsILDT5811-M-STR-1sRAW4-17--O RM1708134.ece ENERCALC. INC. 1983 2fftB. aulyd't0.16.1.31, Ver:}8.18.1.31 Fy : Steel Yield: E. Modulus: -_D O.if 7)L r(017) s W14XG1 y + W1�4xe1 gPan Ci. S�► ft - Span = 35,50 ft ._Applie_d Loads _-- - -- Beam self weiqht calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 8.50 ft, (Roof) Point Load: D = 0,330, Lr = 0,210 k @ 0.0 ft, (830) Load for Span Number 2 Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 8.50 ft, (Roof) Load for Span slumber 3 Uniform Load - D = 0.020, Lr = 0,020 ksf, Tributary Width = 8,50 ft, (Roof) Point Load: D = 3.0, Lr =1.30 k @ 6.250 ft, (B15) 50.0 ksi 29,000,0 ksi 1.3) r.S.Span = 6.250 R. Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio = Q.1413: 1 Maximum Shear Stress Ratio = Section used for this span W14x61 Section used for this span Mu: Applied 56.442 k•ft Vu :Applied Mn * Phi : Allowable 382.500 k-ft Vn " Phi ; Allowable Load Combination +1.20D+1.60Lr+0.50L+1.60H Load Combination Location of maximum on span 16.093ft Location of maximum on span Span # where maximum occurs Span # 2 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection -0,108 in Ratio = 1,382 >=360 Max Upward Transient Deflection -0.108 in Ratio = 1,382 >=360 Max Downward Total Deflection 0,441 in Ratio = 965 a=240 Max Upward Total Deflection -0.227 in Ratio = 661 >=240 M ximum Forces 8 Stresses for Load Combinations 0.068 : ' W14X61 10.619 k 156.375 k +1.20D+1,60Lr+0.50L+1.60H 35,500 ft Span # 2 a ad Cornbinalion Max Stress lkallos _ Summary of Momenl Values _ Summary of Shear Values_ Segment Length Span # M V max Mu + max MU - Mu Max Mnx phrmnk Cb Rm VuMax Vnx Phl"Vnx +1.a0+1.601`1 Dsgn. L = 6.25 ft 1 0.024 01033 -9.20 Dsgn, L = 35.50 ft 2 0.085 0,041 30,73 -32.57 Dsgn. L = 6.25 ft 3 0,085 0,040 -32,57 +1.20 D+0.50Lr+1,60L+1.60H Dsgn. L = 6.25 ft 1 0.027 0A37 -10.21 Dsgn, L = 35.50 ft 2 0.093 0.045 35.74 -33.64 Dsgn. L = 6,25 ft 3 0.088 0.042 .33,64 +1.20D+1.60L+0.50S+1.60H 9.20 425.00 382450 1.00 1.00 5.08 156,38 156,38 32.57 425,00 382.50 1-00 1 A0 6.40 156.38 156.38 32.67 425,00 382.50 1.00 1,00 6.22 156.38 156.38 10.21 42540 382.50 1.00 1.00 5.77 156.38 156.38 35.74 425.00 382.50 1,00 1.00 7.9 ,38 156;38 33.64 425,00 382.50 1.00 1,00 Page lof 6.38 156.38 ��sT>zucTt�tAE F.NG�'EERIIJG wR »Mk111¢k U f�ai. k Nap [fkfka Cw nYa-uaMM Rf*u'fRe.n4a e.Krrr•..H w.fif .MOM, CR.Y.<aM Steel Beam Description : B16 Project Title: Lot 588 Madision Engineer: R.A. Project Descr: Proiect ID: 1708130 PrnledABAPR201E.90AM File=itsar 6Proiec%%LOT5eB-M3-M-41RAl &17-ir:NG11708t30s ENERCALC. INC_ 1W-201R. Build: 10,18.1.31. Ver10.18.1., Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx PhNnx Dsgn. L= 6.25 f1 1 0.021 0.028 -7.89 7,89 425.00 382.50 1.00 1.00 4.36 156.38 156.38 Dsgn. L w 35.50 R 2 0.073 0.035 26.34 -27,91 27.91 425.00 382.50 1.00 1.00 5.48 156.38 156.38 Dsgn. L = 6,25 R 3 0,073 0,034 -27.91 27.91 425.00 38Z50 1.00 1.00 5.33 156.38 156.38 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 6.25 R 1 0,040 0.057 -15.30 15.30 425,00 382.50 1.00 1.00 8.88 156.38 156.38 Dsgn. L= 35.50 ft 2 0,148 0.068 56.44 -46,23 56.44 425.00 382,50 1,00 1,00 10.62 156.38 156.38 Dsgn. L = 6,25 ft 3 0,121 0.058 -46.23 46.23 425.00 382.50 1.00 1.00 9.11 156.38 156.38 +1.20D+1,60Lr+0.50W+1,60H Dsgn. L = 6.25 R 1 0.040 0,057 -15+30 15,30 425.00 382.50 1.00 1.00 8,88 156,36 156,38 Dsgn. L= 35.50 ft 2 0.148 0.068 56.44 46.23 56,44 425,00 382.50 1.00 1.00 10.62 156.38 156.38 08gn. L = 6.25 ft 3 0,121 0.058 46,23 46.23 425,00 382,50 1,00 1,00 9,11 166.38 156,38 +1,20D+0,50L+1.605+1.60H Dsgn. L = 6.25 ft 1 0.021 0.028 -7.89 7.89 426.00 382.50 1,00 1.00 4.36 156,38 156.38 Dsgn. L = 36,50 It 2 0,073 0.035 26.34 -27.91 27.91 425.00 382.50 t,00 1.00 5.48 156.38 156,38 Dsgn, L = 6,25 R 3 0.073 0.034 -27.91 27.91 425.00 382,50 1.00 1.00 5,33 156.38 156.38 +1.200+ 1.605+0.50W+ 1,60H Dsgn. L = 615 It 1 0.021 0.028 -7,89 7,89 425.00 382.50 1,00 1.00 4.36 156,38 156.38 Dsgn. L = 35.50 ft 2 0.073 0,035 26.34 -27,91 27,91 425,00 382.50 1.00 1.00 6,48 156,38 156.38 Dsgn. L = 6.25 ft 3 0,073 0.034 -27,91 2T.91 425.00 382.50 1.00 1.00 5.33 156,38 156.38 +1.20D+0.50Lr+0.50L+W+1.6011 Dsgn, L= 6,25 ft 1 0.027 0.037 -10.21 10.21 425.00 382.50 1,00 1,00 5.77 156.38 156.38 Dsgn. L = 35.50ft 2 0.093 0.045 35.74 -33.64 35.74 425,00 382.50 1.00 1,00 7.09 156.38 156.38 Dsgn. L = 6,25 ft 3 01088 0.042 -33.64 3164 425.00 382.50 1 Z 1,00 6.51 156.38 156.38 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 6.25 ft 1 0.021 0,028 -7.89 7.89 425,00 382.50 1.00 1.00 4.36 156.38 166'A8 " Dsgn. L = 35.50 R 2 0,073 0.035 26.34 •27,91 27.91 425.00 382.50 1.00 1.00 5.48 156.38 Dsgn. L = 6.25 It 3 0,073 0.034 -2T.91 27.91 425.00 382.50 1,00 1,00 5.33 156.38 +1.20D+0.50L+0.205+E+1.60H Ds9n, L = 6,25 R 1 0.021 0,028 -7.89 719 425.00 362.50 1,00 1.00 4.36 156.38 156.38 Dsgn. L = 35.50 It 2 0.073 0.035 26.34 -27.91 2T.91 425.00 $82.50 1.00 1.00 5.48 156,38 156.38 Dsgn. L = 6.25 R 3 0.073 0.034 -27,91 27.91 425.00 382.50 1.00 140 5.33 156.38 156.38 +0.900+W+0.90H Dsgn. L = 6.25 R 1 0.015 0.021 •5,92 5.92 425.00 382.50 1.00 1.0.0 3.27 156.38 156.38 Dsgn. L = 35.50 f[ 2 0.056 0.026 19.75 20.94 20.94 425.00 382.50 1.00 f.00 4.11 156.38 156.38 Dsgn. L = 5.25 It 3 0.055 0.026 -20,94 20,94 425.00 382.50 1.00 1.00 4.00 156.38 156.38 +0.90D+E+0.90H Dsgn. L = 6.25 R 1 0.016 0.021 •5.92 5.92 425.00 382.50 1,00 1.00 3.27 15Q.38 156.38 Dsgn. L = 35.50 R 2 0.055 0,026 19.75 -20.94 20,94 425.00 362.50 1,00 1.00 4.11 156.38 166.38 D L = 6 25 R 3 0 055 0 026 -20.94 20.94 425,00 382.50 1.00 1.00 4.00 158.38 156.38 - Overall Maximum Deflections _ _ Load Combination - Span Max. "-" Daft LoeaGon in Span Lead Combination 1 0.0000 17.040 +D+Lr+H u +D+Lr+H 2 O.4413 17.040 3 010000 17.040 +D+Lr+H Vertical Reactions Support notation: Far left is41 Load Combination Support 1 Support 2 Support 3 Support 4 -� T Overall MAXimum 9.502 14.586 Overall MINlmum 3.242 5.408 +D+H 5.404 9.014 +D+L+H 5.404 9,014 +D+Lr+H 9.602 14.586 +D+S+H 5.404 9.014 +D+0.750Lr+0.750L+H BA78 13.193 +D+0.750L+0.750S+H 5A04 9.014 +D+0.60W+H 5,404 9,014 +D+0.70E+H 5.404 9.014 +D+0.750Lr+0.750L+0.450W+H 8.478 13.193 +0+0.750L+0.7505+0.450W+H 5.404 9.014 +D+0.750L+0.7505+0.5250E+H 5.404 9.014 +0.60D+0,60W+0.60H 3,242 5,408 +0.60D+0.70E+0.60H 3.242 5.408 D Only 5.404 9.014 Lr Only 4.098 5.572 Max. "+• Deb Location in Span -0,2270 0,000 04000 0.000 -0.1179 6.250 Values in KIPS Page 20 of 237 L Only 8 Only Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Flight cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: RA Structural PROJECT Lot 68B Madison SUBJECT Custom Home DESIGNED R,A. CHECKED R,A. DATE 10/25/2017 JOB NO, 1708130 SHT OF CBC 20161 NDS 2015 817 Location: Hoof (&'ve f 19.73 Section Type: Douglas Fir - Larch No.1 2 Section Name: 6x10 13.19 Beam Thickness: 6,60 in. 0,00 Beam Depth: 9,60 )n. 0.00 A: 52.25 in2 False 5xx: 82,73 in3 False Syy: 47,90 iris True Fb Base Allowable. 1350 psi 0100 Fb Adjust Allowable (CD = 1): 1350 psi 0.00 Fv Allowable (CD = 1): 170 psi 1 Fd Allowable (CD =1): 925 psi E: 1600 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Searing Area Dead (fbs) Live (fbs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) in2 combination ID P62 0.00 236 0 159 0 0 0.86 3 UP111 13.19 617 0 501 0 0 2.45 3 P34 19.73 280 0 242 0 0 1.14 3 Load Combination Max. Bending Max. Shear Max Moment (k,K) I Shear (Ibs) Location (ft) Max Shear (lbs) Location (lbs) D 1.01 -38 17.15 -329 13.19 D+Lr 1,76 140 17.15 -580 13,19 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) lFb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 146 11215 112.0 9 153 6.2 D+Lr 1,25 255 11686 115,1 17 212 ➢ E Total Load Deflectton: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P62-UPI11 0,086 0.66 6.74 Passed L1999+ D+Lr UP111-P34 0.011 0.33 16,48 Passed U999+ D+Lr Total Live Load Deflection: Applied (in) Allowable tin) Location (ft) Deflection Check SpanlD P62-UP111 0.037 0.44 6.74 Passed L1999; UP111-P34 0.005 0.22 16.48 Passed L/999+ Page 21 of 237 www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 589 Madison CHECKED R.A. SHT OF BENDING. !t'C. SUBJECT Custom Home DATE 10/2512017 Design Code: Beam —ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft). Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors, Reactions: CBC 20161 NDS 2015 B18 10.17 1 7.34 2.84 0.00 False False True 0.00 2.84 5 Location: Roof �(,, Jf # 3 P''z')o) Passed Section Type: Douglas Fir - Larch No.1 Section Name: 6x12 Beam Thickness: 5,50 in. Beam Depth: 11.50 in. A: 63.25 Inx Sxx: 121,23 ina syy: 57,98 ins Fb Base Allowable: 1350 psi Fb Adlust Allowable (CD : 1): 1347 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD =1): 925 psi E: 1600 ksi Support ID Distance from Start (it) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load Vbs) Snow (Ibs) Snow (Ibs) in? combination 1D P35 2.83 2896 0 2324 0 0 11.44 3 P36 10.17 -601 0 .521 0 0 0.00 1 Load Combination Max. Bending Max. Shear Max Moment (k.if.) Shsar (Ibs} Location (ft) Max Shear (Ibs) Location -5.28 1839 12.83 1-2057 1 2.83 2.83 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) JFb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 -523 11212 143.1 49 153 13119 D+Lr 1.25 .-950 11682 156.5 88 212 141,6 Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Left Cant. 0.139 0.28 0.00 Passed 1-I491 D41-r P35-P36 -0.049 0.37 5.95 Passed L1999+ D+Lr Total Llve Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check SpanlD Left Cant. 0.063 0.19 0.00 Passed LJ999+ P35-P36 -0.023 0.24 5495 Passed L/999+ Page 22 of 237 www. stnl ctu raisoft.com RA Structural DESIGNED R.A. JOB NO. 1708130 ` R.l1l kE, PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/25/2017 Design Code: Beam ID: Beam length (ft). Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Reactions. CBC 20161 ND$ 2016 819 33.74 1 33.74 0,00 0.00 False False True 0,00 0.00 1 +ve Cv=0.902 Location: Roof ((,{,n C'S 3 -* j Section Type: DF/DF 24F - V8 Section Name: 5.12541 Beam Thickness: 5,12 in, Beam Depth: 21.00 in. A: 107,52 in2 Sxx_ 376,32 in3 Syy: 91.75 in3 Fb Base Allowable: 2400 psi Fb Adjust Allowable (CD = 1): 2165 psi Fv Allowable (CD =1): 265 psi Fe Allowable (CD = 1): 1650 psi E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) in2 combination lb P18 0,14 1506 0 1097 0 0 5.48 3 818 33,87 2023 0 1617 0 0 7,67 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (Ibs) l.acallon (ft) Max Shear (ibs) Location jibs) D mou3 -134 118,16 -2023 33.74 D+Lr 28.59 •237 1 18,16 -3640 33.14 Load Combination D LDF o.g0 Max. Bending Max. Shear Critical fb (psi) 510 Fb (psi) 1948 % Code Check 26.2 Max Iv (psi) 28 Fv (psi) 236 % Code Check 11.8 D+Lr 1.25 912 2706 33.7 51 331 153 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P18-B18 0.808 1,69 17.24 Passed LJ501 D+Lr Total Live Load Deflection: SpanlD Applied (in) Allowable (in) Location (it) Deflection Check P18-B1s 0.355 1.12 17,24 Passed L1999+ Page 23 of 237 www.structuralsoft.com 5'rRllCillFiAL ENGWEEfidVG pNHfNR ,A*1. '1eHl F• l,-K...,,�HYe��, Ixut iZfGi, C� 1. a,o. xfr»i> sYa>,er.El4 Pmject Title: Lot 58B Madision Engineer: R.A. Project Descr: Project ID: 1708130 Rind 20AM201$, 3:35P" Steel BeamF09vUMrvsnPrej90k0T5B8-1W-STR-ifRAW&I7--11ENO1708130,1 ENERCALC.INC. 1983.2015.9UId:10.18.1.31. Ver:10.18.1- Description : B20 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method; Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksl Bending Axis: Major Axis Bending D(Q.B=fD 6tn11Lr(0r7345) o O(0.345) Lr(0.345) aL �{6 1Af( �0.03) W14x68 W1 4x66 W14x68 pan = 5.750 I Span = 35,50 ft span = 5,75Q R _--- - --T - - - -- IJ Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.020, Lr = 0,020 ksf, Tributary Width =17.250 ft, (Roof) Point Load : D = 0.650, Lr = 0.4250 k @ 0.0 ft, (B29) Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0,020 ksf, Tributary Width =17.250 ft, (Roof) Load for Span Number 3 Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width =17,250 ft, (Roof) Point Load : D = 3.041, Lr = 1,030 k @ 6.750 ft. (B15) Point Load : D = 4.0, Lr = -3.30 k @ 0.0 ft, (B48) Service loads entered, Load Factors will be applied for calculations. DESIGN SUMMARY' ' Maximum Bending Stress Ratio 0.298: 1 Maximum Shear $tress Ratio = 0.110 : 1 Section used for this span W14x68 Section used for this span W14x68 Mu : Applied 128,462 k-ft Vu : Applied 19.216 k Mn ' Phi : Allowable 431,250 k-ft Vn * Phi : Allowable 174.30 k Load Combination +1.20D+1.60Lr+0.50L+1,60H Load Combination +1.20D+1,60Lr+0.501 +1.60H Location of maximum on span 17.040ft Location of maximum on span 35.500 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection -0,221 in Ratio = 625 >=360 Max Upward Transient Deflection 4221 in Ratio = 625 >=360 Max Downward Total Deflection 0,948 in Ratio = 449 >=240 Max Upward Total Deflection -0.450 in Ratio = 306 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + _ max Mu - mm Mu MaxMnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn. L= 5,75ft 1 0,034 0,056 -14.79 14.79 479,17 431.25 1.00 1.00 9.72 174.30 174.30 Dsgn. L = 35.50 f1 2 0,155 0.062 66.92 -34.04 66.92 479.17 431.25 1,00 1.00 10.81 174,30 174.30 Dsgn. L = 5,T5 ft 3 01079 0,044 -34,04 34.04 479.17 431.25 1.00 1.00 7.58 174.30 174.30 +1,20D+0:50Lr+1.60L+1,60H Page 24 of 237 Dsgn. L = 5.76 ft 1 0,039 0,065 -16.75 16.75 479.17 43115 1,00 1,00 11.35 174.30 174.30 Dsgn. L = 35.50 ft 2 0.185 0.071 79.57 -34.99 79.57 479.17 0,25 1.00 1.00 12,37 17430 174.30 Project Title: Lot 588 Madision -WTRi1CT0R1tl.k3JGFRd�G Engineer R.A. Project ID: 170$134 _......,..�„, _.. �� Project l]escr: W4icNYMN��F1+F� Rmled:20 APR 2016, 335PKI File a t15Crv9t1PrpfeClsiL(]T58B-1iO3 5TR-11f2A104-17»1lEN{311708130.eca leel Beam ENERCALC, INC.1983.2018, Wikf:10,18.1.31, Ver:10,18.1.31I Description : 820 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Ssgment Length Span # M V Max Mu + Max Mu . Mu Wx Mnx Phl'Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn, L = 5,75 ft 3 0,081 0,046 -34.99 34.99 479,17 431,25 1.00 1 Z 8,01 174.30 174.30 +1 ZD+1,6QL+0,50S+1,60H Dsgn, L = 5.75 ft 1 0.029 0,048 <12,68 12.68 479,17 431.25 1.00 1.00 8.33 174.30 174,30 Dsgn, L = 35.50 ft 2 0.133 0,053 57.36 -29,18 57.36 479.17 431.25 1.00 1,00 9,26 174.30 174.30 Dsgn, L = 5.75 ft 3 0+068 0,037 -29.18 29.18 479.17 431.25 1.00 1 ktl 6.50 174.30 174.30 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L= 5.75 ft 1 0.060 0.103 -25.71 25.71 479,17 431,25 1,00 1,00 17.97 174-30 174,30 Dsgn.L= 35,50ft 2 0.298 0.110 128.46 47,78 128,46 479.17 431.25 1,00 1.00 1922 174.30 174,30 Dsgn, L = 5,76 ft 3 0,111 0,065 47.78 47.78 479,17 431.25 1.00 1.0.0 11.32 174.30 174,30 +1.20D+1.60Lr+0.50W+1.60H Dsgn, L = 5,75 ft 1 0.060 0.103 -25,71 25.71 479.17 431.25 1.00 1.00 17.97 174.30 174.30 Dsgn. L = 35.50 ft 2 0,298 0.110 128.46 47,78 128.46 479.17 431.25 1,00 1.00 1922 174.30 174+30 Dsgn, L = 5,75 R 3 01111 0.065 .47,78 47.78 479,17 43115 1 Z 1.00 11.32 174,30 174.30 +1, 20D+0.50L+1.60S+1.60H Dsgn, L = 5,76 ft 1 0.029 0,048 -12,68 12.68 479,17 431.25 1.00 1.00 8.33 174.30 174.30 Dsgn. L = 35.50 ft 2 0.133 0.053 57.36 -29,18 57.36 479.17 431.25 11.01) 1.00 9.26 174.30 174,30 Dsgn. L = 5,75 R 3 0.068 0.037 -29,18 29,18 479.17 431.25 1.00 1.00 6,50 174.30 174.30 +1.20D+l AS+0.50W+1.60H Dsgn. L = 5.75 ft 1 0.029 0.048 •12,68 12.68 479,17 431,26 1.00 1.00 8.33 174.30 174,30 Dsgn, L = 35.50 ft 2 0.133 0.053 57.36 -29.18 57.36 479.17 431.25 1,00 1,00 9.26 174,30 174.30 Dsgn. L = 5,75 ft 3 0.068 0.037 .29.18 29.18 479.17 431.25 1.00 1.00 6.50 174.30 174,30 +1.20D+0,50Lr+0.50L+W+1.60H Dsgn. L = 5.75 4 1 0,039 01065 -16.75 16.75 479.17 431.25 1,00 1.00 11.35 174.30 174.30 Dsgn. L = 35.50 ft 2 01185 0.071 79.57 -34.99 79.57 479,17 431.25 1.00 1.00 12.37 174.30 174.30 Dsgn. L = 5,75 ft 3 0.081 0.046 -34.99 34.99 479,17 431,25 1.00 1.00 8.01 174.30 174.30 ?0D+0.50L+0.50S+W+1,60H Dsgn. L = 5.75 ft 1 0,029 0.048 -12.68 1168 479.17 431.25 11.00 1.00 8.33 174.30 174,30 Dsgn. L = 35.50 ft 2 0.133 0.053 57.36 •29.18 57.36 479.17 431.25 1.00 1.00 9.26 174.30 174.30 Dsgn. L = 6.75 R 3 0.068 0,037 -29,18 29.18 479.17 43125 1.00 1,00 6.50 174.30 174.30 +1.20D+0,50L+0.20S+E+1.60H Dsgn, L = 5.75 ft 1 0.029 0.048 -12,68 12,68 479.17 431.25 1.00 1.00 8.33 174:30 174.30 Dsgn,L= 35.504 2 0,133 0,053 57.36 -29,18 57,36 479.17 431.25 1.00 1.00 9.26 174.30 174.30 Dsgn, L = 5.75 ft 3 U68 0.037 -29.18 29,19 479.17 431.25 1.00 1.00 6.50 174.30 174.30 +0,900+W+0.90H Dsgn, L= 5.75 ft 1 0,022 0.036 -9.51 9.51 479.17 431,25 1.00 1,00 6.25 174.30 174.30 Dsgn.L= 35.50ft 2 0.100 0.040 4102 -21,88 43.02 479.17 431.25 1.00 1.00 6,95 174.30 174.30 Dsgn. L = 5.75 R 3 0.051 0,028 -21.88 21,88 479.17 431.25 1.00 1,00 4.87 174,30 174.30 +0,901)+E+0.901-11 Dsgn. L = 5.75 ft 1 0.022 0,036 -9,51 9.51 479.17 431.25 1,00 1.00 6.25 174.30 174.30 Dsgn. L = 35.50 ft 2 0,100 0.040 43.02 -21.88 43.02 479.17 431,25 1.00 1.00 6.95 174.30 174,30 Dsgn. L = 5,75 ft 3 0.051 0,028 -21.88 21,88 479.17 431.25 1,00 1.00 4.87 174.30 174.30 Overall Maximum Deflections Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location In Span - . ..... --- - 1 0.0000 17.513 +D+Lr+H -0.4503 0,000 +D+Lr+H 2 O.9483 17,513 0.0000 0.000 3 0.0000 17.613 +D+Lr+H .0.3865 5,750 Vertical Reactions Support notation : Far left is #1 Values in KIPS - Load Combination Support 1 Support 2 JSupport 3 Support 4 Overall MO-irrium 13,493 15.069 Overall MINIMUM 5,981 SA80 +D+H 9,968 9.134 +D+L+H 9.968 9,134 +D+Lr+H 18.403 15,069 +D+S+H 9.968 9.134 +0+0.750Lr+0,750L+H 16,294 13.585 1)+0.750L+0.750S+H 9,968 9.44 ,D+-0.60W+H 9:968 9:134 +D+0.70E+H 9,968 9.134 +D+0.750Lr+0,750L+0.450W+H 16.294 13.585 +D+0,750L+0,750S+0.450W+H 9.968 9,134 +D+0,750L+0.750S+0,5250E+H 9.968 9,134 +0.600460W4.60H 5.981 5,480 +0,60D+0.70E+0.60H 5.981 5.480 D Only 9.968 9,134 Page 25 of 237 Lr Only 8.435 5.935 RA Structural Engineering, Inc. DESIGNED R.A, JOB NO. 1706130 gq1 PROJECT Lot 58B Madison CHECKER R.A. 5HT OF SUBJECT Custom Home DATE 10/2512017 Design Code: CBC 20161 NDS 2015 6ia) Beam ID: B21 Location, Roof I L-LeJ1' *13 Passed Beam length (ft): 13,46 Section Type: Douglas Fir - Larch No.2 Number of spans: 1 Section Name: 4xl2 Maximum span (ft): 13A6 Beam Thickness: 3.50 in. Left cantilever Lc (ft): 0.00 Beam Depth: 11.25 in. Right cantilever Lr (ft): 0.00 A: 39.38 W Ignore shear within (d)? False Sxx: 73.63 in3 Repetitive member? False SYY: 22,97 in3 Include own weight? True Fb Base Allowable: 900 psi Lu top (ft): 0.00 Fb Adiust Allowable (CD =1): 990 psi Lu bottom (ft): 0.00 Fv Allowable (CD = 1): 180 psi Slenderness Ratio: 1 Fc Allowable (CD =1): 1350 psi Adjustment factors: CF=1.100 E: 1600 ksi Reactions: Support lD Distance from Start (ft) Reactions (Ibs) I Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) f combination ID 1 P34 0.00 800 0 141 0 0 3.38 3 P38 13.46 717 0 658 0 0 3.01 3 Anal lys s_ SuMMary Load Combination Max. Bending Max. Shear Max Moment (k,N.) I Shear (Ibs) Location (ft.) Max Shear (abs) Location (Ibs) n 12.49 -57 1&35 1800 0.00 4.77 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max N (psi) Fv (psi) % Code Check D 090 404 891 162.7 45.3 30 162 18.8 D+Lr 1.25 776 1238 59 225 26.1 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P34-P38 0.232 0.67 6.73 Passed U697 D+Lr Iptal Live LoAd Deflection; 5paanlD Applied (in) Allowable (in) Location (ft) Deflection Check P34-P38 0.111 0.45 6.73 Passed U999+ Page 26 of 237 www.structuralsoft, com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 5RItTRAL PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10125/2017 Design Code - Beam —to: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom Slenderness Ratio. Adjustment factors: CSC 20161 NDS 2015 B22 19.57 1 19.57 0.00 0.00 False False True 0.00 0.00 1 Location: Roof ;0"41 Section Type: DF/DF 24F - V4 Section Name; 5.125x12 Beam Thickness: 5:12 in. Beam Depth: 12.00 in, A: 61.44 62 Sxx: 122.88 ins 5yy: 52.43 ins Fb Base Allowable: 1650 psi Fb Adiust Allowable (CD = 1): 2400 psi Fv Allowable (CD =1): 266 psi Fc Allowable (CD = 1): 1650 psi E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearinp Area Dead (Ibs) Live (lbs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (lbs) Snow (Ibs) inj) combination ID B36 0.00 1095 0 933 0 0 4.28 3 835 19.57 707 0 555 0 0 2.66 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (Ibs) Location (f1) Max Shear (Ibs) Location (Ibs) D 5.84 -231 7:52 1095 0.00 ❑tLr 10.46 -476 7.52 2029 0.00 Load Combination LDF Max. Bending Max. Shear Critical ft (psi) Fb (psi) I % Code Check Max fv (psi) FV (psi) % Code Check D 0.90 551 2160 25.5 27 238 11.2 D+Lr 1.25 1021 3000 34.0 s0 331 15,0 Total Load Defitgtionq Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID 836-835 0A82 0.98 9.17 Passed 1-1488 D+Lr Total Live Load Deflctton: Applied (in) Allowable (in) Location (ft) Deflection Check SpanlD B36-835 0.220 0.65 9.17 Passed L/999+ Page 27 of 237 www.structure Is6ft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1700130 RUUD. CWti 3%%.IN(. PROJECT Lot 58B Madison SUBJECT Custom Home CHECKED R:A. SHT OF W---- DATE 10/25/2017 Design Code: CBC 20161 NDS 2015 Beam ID: 823 Location: Roof ((Ajva/ D)71jny Passed Beam length (ft): 9.62 Section Type: Douglas Fir -Larch No.1 Number of spans: 1 Section Name: 6x8 Maximum span (ft): 9.62 Beam Thickness: 5.50 in. Left cantilever Lc (ft): 0.00 Beam Depth: 7.50 in, Right cantilever Lr (ft): 0.00 A: 41.25 1n2 Ignore shear within (d)? False Sxx: 51.56 in3 Repetitive member? False syy: 37.81 ln3- Include own weight? True Fb Base Allowable: 1350 psi Lu top (ft): 0.00 Fb Adiust Allowable (CD = 1): 1350 psi Lu bottom (ft): 0.00 Fv Allowable (CD = 1): 170 psi Slenderness Ratio: 1 Fc Allowable (CD -1): 925 psi Adjustment factors: E: 1600 ksi Support ID Distance from Start (ft) Reactions (ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow Obs) Snow (ibs) ins combination ID 822 0.00 557 0 1 513 0 0 2.34 3 834 9.62 634 0 590 0 0 2.68 3 Analysis Summary: Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (Ibs) ILocation (ft) Max Shear (lbs) I Location (Ibs; 1_&0 -1 4.44 1-634 1 9.62 -1 13.94 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) JPb (psi) % Code Check Max fv (psQ Fv (psi) % Code Check D 0.90 349 11215 28,8 23 153 116.1 D+Lr 1,95 674 1688 140,0 212 120.9 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID 1322-1334 0.158 0.48 4.68 Passed L1732 ❑+Lr Total Live Load Deflection: SpanlD Applied (in) Allowable (In) Location (ft) Deflection Check 822»634 0.076 0.32 4.68 Passed Ll999+ Page 28 of 237 www,structuralsoft.com RA Structural Engineering,. Inc. DESIGNED R.A. JOB NO, 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF F'UNEEE11ING,11C. SUBJECT Custom Nome DATE; 10/25/2017 Design Code: Beam —ID. - Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include awn weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors; Reactions: CBC 20161 ND5 2015 B24 Location: Roof (Vj� #3� 6.38 Section Type: Douglas Fir - Larch No.1 1 Section Name: 6x8 6,38 Beam Thickness: 5.50 in. 0.00 Beam Depth: 7.50 in. 0.00 X 41,25 W False Sxx: 51.56 10 False Syy: 37,81 in3 True Fb Base Allowable: 1350 psi 0.00 Fb Adjust Allowable (CD = 1): 1350 psi 0.00 Fv Allowable (CD = 1): 170 psi 1 Fc Allowable (CD = 1): 925 psi E: 1600 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (lbs) Snow (Ibs) ins combination ID P45 0.00 1016 0 986 0 0 4.39 3 P21 6.38 1112 0 1082 0 0 4.81 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf,) Shear (Ibs) LpCaUon (fi) Max Shear (Ibs) Location (Ibs) D 1,26 -14 2.i13 •1112 16.38 D+Lr 2,48 1454 2.D3 -2194 16.38 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 293 1215 24.1 40 153 26.4 D+Lr 1,25 576 1688 34.2 80 212 37:5 Total Load Qg-flactlon, Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P45-P21 0.058 0,32 3,19 Passed L/999+ D+Lr Total Live Load_Deflectlon: Applied (in) Allowable (in) Location (ft) Deflection Check 5panlD P45-1321 0.029 0.21 3,19 Passed L19994 Page 29 of 237 www. structuralsoft.cam RA Structural Engineering, Inc. DESIGNED R.A, JOB NO. 1708130 PROJECT Lot 588 Madison CHECKED R,A. SHT OF -NNIONG.INC. SUBJECT Custom Home DATE 1012512017 Design Code: Beam —ID - Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (it): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Reactions: CBC 2016 f NDS 2015 B25 29,49 1 29.49 0.00 0.00 False False True 0.00 0,00 1 +ve Cv=0,902 Location: Roof f 6✓`'-r�- 1140!�) Section Type. DF1DF 24F - V4 Section Name: 5.125x24 Beam Thickness: 6,12 in. Beam Depttt 24.00 in. A: 122,88 02 5xx: 491.52 iil3 Syy: 104.86 in3 Fb Base Allowable: 1850 psi Fb Adiust Allowable (CO = 1): 2165 psi Fv Allowable (CD = 1): 265 psi Fc Allowable (CD = 1): 1650 psi E: 1800 ksl Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Untaalanced Max Value Load (Ibs) Snow (Ibs Snow (lb!) irk combination ID UP13 0.00 1949 0 1323 0 0 7,17 3 P26 29.49 1271 0 527 0 0 3.94 3 Load Combination Max. Bending Max. Shear Max Moment ik.lt.) IShear (Ibs) Locatlon (ft) Max Shear (lbs) Location (Ibs) D 11-83 1.983 19.00 1949 0.00 [y+tr 17,36' 3 1B.75 3272 0.00 Load Combination LDF 1 Max. Bending Max. Shear Critical fb (psi) Fb (psli % Code Check Max fv (psi) Fv (psi) °<o Code Check D 0.90 289 11948 114.8 24 238 10.0 D+Lr 1.7j; 424 12706 115,7 40 331 12.1 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID UP13-1326 0.265 1.47 14.60 Passed L1999+ D+Lr Total Live Load Deflection: Applied (in) Allowable (in) Location (ft) DeRection Check SpanlD UP13-P26 0.090 0.98 14,25 Passed Lf999+ www.structuralsoft-com Page 30 of 237 RA Structural Engineering, Inc. DESIGNED R.A. 14 RIK PROJECT Lot 58B Madison CHECKED R.A. BORKUL SUBJECT Custom Horne DATE Design Code: Beare ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)7 Repetitive member? include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: CBC 20161 NDS 2015 B26 12,71 1 1271 0.00 0.00 False False True 0.00 0.00 1 1012512017 JOB NO. 1708130 SHT OF Location: Roof t btlo-5-� Section Type: Douglas Fir - Larch No.1 Section Name, 6x8 Beam Thickness: 5,50 in. Beam Depth: 7.50 in. A: 41,25 W Sxx: 51,56 in3 So: 37,81 in3 Fb Base Allowable: 1350 psi Fb Adiust Allowable (CD = 1): 1350 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi E: 1600 ksi Passed Support ID Distance from start (ft) Reactions (lbs) Requird Bearing Area Dead (lbs) Live (lbs) Roof Live Balanced Unbalanced Max Value Load (lbs) Snow (Ibs) Snow (lbs) ire combination ID P48 0..00 205 0 146 0 0 0.77 3 B25 12.71 204 0 146 0 0 077 5 Load Combination Max. Sending Max. Shear Max Moment (k.lf.) I Shear (lbs) Location (it) Max Shear (lbs) Location (lbs) D 0.65 14 16,23 205 0,00 D+Lr 1:11 17 16.23 351 0.00 Load Combination LDF I Max. Bending Max, Shear Critical fb (psi) Fb (Psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 151 1215 11688 112.5 7 153 4.9 D+Lr 1.25 259 115.4 13 212 6.0 Total Load QgEgQtion; Applied (In) Altowable (in) Location (ft) Deflection Check Load Combination Span ID P48-825 0.105 0.64 6.23 Passed U999+ D+Lr lgtal Live Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check SpanlD P48-B25 O.D44 0.42 6.23 Passed U999+ Page 31 of 237 www..s tructuralsoft, com Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (it): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors, RA Structural Engineering, Inc. DESIGNED R A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10125/2017 CBC 20161 NDS 2015 B27 5.00 1 5.00 0.00 0.00 False False True 0.00 0.00 1 Location: Roof ( bvej� 11" Section Type: Douglas Fir - Larch No.1 Section Name; 6x6 Beam Thickness: 5.50 in. Beam Depth: 5.50 in. A: 30.25 inz Sxx: 27.73 Ir13 Syy: 27.73 in3 Fb Base Allowable: 1350 psi Fb Ad.iust Allowable (CD - 1 }: 1350 psi Fv Allowable (CD = 1). 170 psi Fc Allowable (CD =1): 925 psi E: 1600 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (lbs) Live (lbs) Roof Live Balanced Unbalanced Max Value Load Qbs) Snow (lbs) Snow(lbs) ihz combination ID P23 0.00 412 0 395 0 0 1.77 3 UP28 5.00 371 0 354 0 0 1,59 3 Load Combination Max. Bending Max. Shear Max Moment (k.tf.) Shear (lbs) Location m) Max Shear (Ibs) Location (ibs) 0 0.60 -360 1337 412 0.00 D+Lr 1.17 1.715 13.37 807 0.00 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 258 1215: 11688:30.1 121,2 20 153 13A D+Lr 1.25 507 40 212 18.8 Testa[ Lead Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P23-UP28 0.044 0.25 2.50 Passed L1999+ D+Lr Iota! Live Load Deflection, Applied (in) Allowable (Inl Location (ft) Deflection Check Spanto P23-UP28 0.022 0.17 2.50 Passed L1999+ www.structuralsoft.com Page 32 of 237 S, w C]' K Design Code: Beam ID„ Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors. Raactions: RA Structural DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 68B Madison CHECKED R.A. SHT OF SUBJECT Custom Nome DATE 10/25/2017 CBC 20161 NDS 2015 828 Location: Roof 1 27.88 Section Type: DF{DF 24F - V8 2 Section Name: 5.125x12 14.12 Beam Thickness: 6,12 in. 9.25 Beam Depth: 12,00 in. 0,00 A: 61,44 tnz False Sxx: 122.88 in3 False Syy: 62,43 in3 True Fb Base Allowable: 2400 psi 0,00 Fb Adiusi Allowable (CD = 1): 2400 psi 9.25 Fv Allowable (CO = 1): 265 psi 10 Fc Allowable (CD = 1): 1650 Psi E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (ibs) Snow (Ibs) W combination ID P51 9.25 2344 0 2078 0 0 9.69 3 P52 23.37 1782 0 1696 0 0 8.04 3 P30 27.87 1 512 0 481 0 0 2-18 3 Load Combination Max. Bending Max. Shear Max Moment (k.if,) Shear (lbs) Location (h) Max Shear (lbs) Locatlon (Ibs) p 3.99 -131 1 17.06 1601 19.25 D+Lr 8.92 -483 17.06 3064 9.25 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) %o Code Check D 0,90 380 2160 17,6 39 238 16A D+Lr 1,25 871 3000 29.0 75 331 22,6 Applied (in) Allowable (In) Location (ft) Deflection Check Load Combination Span ID Left Cant. 0.204 0.92 0,00 Passed Lr999+ D+Lr P51-P52 0.227 0.71 16.43 Passed L1746 D+Lr P52-P30 0.003 0.22 25.63 Passed LJ999+ D+Lr Total Live Load Deflection: Applied (In) Allowable (in) Location (it) Deflection Check Spanii'] Left Cant. 0.228 0,62 0+00 Passed L1972 P51-P:52 0.136 0,47 16,43 Passed LJ999+ P52-P30 0.001 0.15 25.63 Passed U999+ Page 33 of 237 www.structuralsoft.com ORTURAL IK Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft): Leff cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Reactions: RA Structural Engineering, Inc. PROJECT Lot 58B Madison SUBJECT Custom Home CDC 2016 I NDS 2015 B29 30.44 1 27.16 3.27 0.00 False False True 0.00 3.27 6 +ve Cvw0.977 DESIGNED R.A. JOB NO. 1708130 CHECKED R.A. I SHT OF DATE 10/25/2017 Location: Roof t Lindy Room) Section Type: bF/DF 24F - V8 Section Name: 5.125x12 Beam Thickness: SA2 in. Beam Depth: 12.00 in. A: 61.44 ln2 Sxx: 122.88 ins Syy: 52.43 ins. Fh Base Allowable: 2400 psi Fb Adiust Allowable (CD = 1): 2344 psi Fv Allowable (CD = 1): 265 psi Fc Allowable (CD = 1): 1650 psi E: 1800 ksi Passed Support ID 11 Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (lbs) Roof Live I Balanced Unbalances! Max Value Load (Ibs) Snow (lbs) Snow (lbs) Inz combination ID 820 3.27 .648 0 414 0 0 2.24 3 B10 30.44 512 0 328 0 0 1.78 3 Analygjs Summary: Load Combination Max. Bending Max. Shear Max Moment (k. f.) I Shear (Ibs) Location (It) Max Shear (Ibs} I Location (Ibs) s AD 13 1 16.97 524 1 3.27 Load CombinaOon LDF Max. Bending Max. Shear Critical fb (psi) lFb (psi) % Code Check Max fv (psi) FV (psi) % Code Check D 0.90 333 121 D9 115.8 13 238 15.4 D+Lr 1.25 551 12930 118.8 21 331 163 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID 820-510 0.563 1.36 16.97 Passed U579 D+Lr Total Llye Load SpanlD Deflectton Applied (in) Allowable (in) Location (ft) Deflection Check Left Cant. 0.005 0.22 0.00 Passes! L1999+ B20-B10 0.224 0.91 16.97 Passed U999+ Page 34 of 237 www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO, 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF �IG�1GC�ti�, I1L, -- SUBJECT Custom Home DATE 10/25/2017 Design Code: Boam 1D; Beam length (it): Number of spans: Maximum span MY Left cantilever Lo (it): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottorn (ft): Slenderness Ratio: Adjustment factors: Re actlonsi CBC 2016 / NOS 2015 B30 15.44 1 15.44 0,00 0.00 False False True 0.00 0.00 1 Location: Roof f fovm L�ana/ Section Type: Douglas Fir - Larch No.1 Section Name: 6x12 Beam Thickness: 5.50 in. Beam Depth: 11.50 in. A: 63.25 in2 Sxx: 121.23 iris Syy: 57.98 in3 Fb Base Allowable; 1350 psi Fb Adjust Allowable (CD = 1): 1350 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi E: 1600 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (lbs) Live (lbs) Roof Live Balanced Unbalanced Max Value Load (lbs) Snow (lbs) Snow (lbs) (ins) combination ID B10 0.00 299 0 190 0 0 1,07 3 B 16 15.44 299 0 190 0 0 1.07 3 Load Combination Max. Bending Max. Shear Max Moment (k,C) Shear (bs) Location (ft) Max Shear (Ibs) Location (Ibs) D 1.15 0 17,72 299 1 0100 bfLr 1.89 10 17,72 -489 1 15.44 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) F.b (psi) °/a Gode Check Max fv (psi) Fv (psi) % Code Check D 0,90 114 1215 1 9A 7 153 14.6 D+Lr 1,25 187 11688 111.1 12 212 15.5 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID B10-B16 0.073 0.77 7.72 Passed L1999+ ❑+Lr Total Llve Load Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check B10.816 0.028 0.5i 7.72 Passed € /999* Page 35 of 237 www. s tru ct u ra i s oft. co m RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF I NGINEERING.INZ -- SUBJECT Custom Home DATE 10125/2017 Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Reactions: CBC 20161 ND5 2015 031 Location: Roof 27,12 Section Type: DFfDF 24F - V8 1 Section Name: 5,125x10.5 19,97 Beam Thickness: 5.12 in. 7.16 Beam Depth: 10.50 in. 0<00 A: 53,76 inz False Sxx: 94.08 ir13 False Syy: 45.88 ins True Fb Base Allowable: 2400 psi 0,00 Fb Adiust Allowable (CD = 1): 2379 psi 716 Fv Allowable (CD = 1) 265 psi 8 Fc Allowable (CD = 1) 1650 psi E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) Requird Searing Area dead (lbs) Live jibs) Roof Live Balanced Unbalanced Max Value Load Ohs Snow lbs Snow lbs in2 combination ID P16 7.16 2148 0 1786 0 0 8.62 3 B43 27.13 356 0 266 0 0 1.61 3 Load Combination Max. Banding Max. Shear Max Moment (k.11 Shear (Ibs} Location (It) Max Shear (lbs) I location (Ibs) p -3.61 11549 17,16 1549 17,16 D+kr 7.88 -239 111.43 2894 17.16 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) JFb (psi) % Code Chec181 Max fv (psi) Fv (psi) % Code Check D 0.90 :461 2141 216 43 236 18.1 DtLr 1,25 1002 3000: 314 331 24.4 Total Load Deflection., Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID Left Cant. 0,288 0,72 0.00 Passed L/597 D+Lr P16-1343 0.518 1.00 16:18 Passed U463 D+Lr 12tal Live Load Deflection; SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check Left Cant. 0.348 0.48 0A0 Passed U494 P16-1343 0.319 0.67 15.93 Passed U751 www.structoralsoft.corn Page 36 of 237 RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT of CN'r,RTING 1X_ SUBJECT Custom Home DATE, 10/25/2017 Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft). Ignore shear within (d)? Repetitive member? include own weight? Lu top (ft): Lu bottom MY Slenderness Ratio: Adjustment factors: Reactions: CRC 2016 I NDS 2015 832 Location: Roof 12.69 Section Type: 1 Section Name: 12.69 Beam Thickness: 0100 Beam Depth., 0.00 A: False Sxx: False SYY; True Fb Base Allowable: O.f30 Fb Adiust Allowable (CD = 1): 0.00 Fv Allowable (CD =1): 1 Fc Allowable (CD = 1): E: Douglas Fir - Larch No.1 6x10 5,50 in. 9.50 In, 52.25 ir1� 82.73 in3 47.90 in3 1350 psi 1350 psi 170 psi 925 psi 1600 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load Ibs Snow (Ibs) Snow (Ibs) inx combination ID 1 631 0.00 438 0 364 0 0 1 136 3 P119 12.69 291 0 217 0 0 1.11 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (Ibs) Location (it) Max Shear (Ibs) Location (Ibs) D 1.24 -5 16,06 438 0.00 D+Lr 226 -23 15,06 801 0.00 Load Combination LOF Max. Bending Max. Shear Critical fb (psi) JFb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0,90 180 1216 14.8 13 153 8.2 D+Lr 1.25 328 11688 119.4 23 212 10.8 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID B31-P119 0.102 0.63 612 Passed LI999+ D+Lr Total Live Load Defleclion: Applied (in) Allowable (in) Location (ft) Deflection Check SpanlD B31-P119 0,046 0.42 &22 Passed L1999+ www.structuralsofi.com Page 37 of 237 STRUCTURAL ENGINEERING G7VIl ANQ SYItUGTURat, PNOIN@£MiNQ Project Title: Lot 58B Madision Engineer: R.A. Proiect ID: 1708130 Project Descr: 17679 PfficnELA W4 WITB 0 DALE! pESEM CA Pt7BH-1"-"90 11:760-1160-990 C:76Q-HOB-9iaH FHA[L: R£Za1tRH5Draib'PpRAi.CiM ' Steel Beam Description ; 933 CODE REFERENCES _ Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method; Load Resistance Factor Design Beam Bracing: Completely Unbraced Bending Axis. Major Axis Bending W14x82 Span = 22.0 ft Applied Loads Beam self weight calculated and added to loadinq Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0,020 ksf, "tributary Width =1 A ft, ( Roof) Point Load : D = 2,30, Lr = 2.050 k (7a,18.0 ft, (B35) DESIGN SUMMARY Maximum Bending Stress Ratio 0.300, 1 Section used for this span W14x82 Mu : Applied 133.733 k-ft Mn ' Phi: Allowable 445.896 k-ft Load Combination +1.20D+1.6OLr+0.50L+1.60H Location of maximum on span 0.000ft Span # where maximum occurs Span # 2 Maximum Deflection PNW, 26 00 2017.102V$ File = k%emeAProJKIsu-0T588-I03-STR-1AMENG11708M..0 ENERCALC. INC 1981-2017, Budd 10.179la Verf AT9 Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi D(28) 0s) A. W 14x82 Span = 18.0 ft Service loads entered, Load tractors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied VnPhi : Allowable Load Combination Location of maximum on span Span # where maximum occurs A WN 0 .A 6.04D : 1 W14x82 8,819 k 218.790 k +1.20 D+1.60 Lr+0.50 L+1.60H 22.000 ft Span # 1 Max Downward Transient Deflection 0.645 in Ratio = 669>460 Max Upward Transient Deflection 0.645 in Ratio = 669 >=360 Max Downward Total Deflection 1.509 in Ratio = 286 >=240 Max Upward Total Deflection -0.191 in Ratio = 1386 n=240 Maximum Forces &_Stresses for Load Combinations a - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max -- Mnx - Phi`Mnx Cb Rm .... _................. VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn. L= 2200 It 1 0,156 0.026 -81,09 81.09 579,17 521.25 1.85 1,00 5,79 216.79 218.79 Dsgn, L = 18,00 ft 2 0,182 0.026 -81.09 81.09 495.44 445.90 1.00 1.00 5,79 218.79 218,79 +1, 20 N0. 50 L r+1.60 L+1.60 H Dsgn. L = 22,00 ft 1 0.172 0.028 -89.58 89.58 579,17 521,25 1.B0 1.00 6.17 218.79 218,79 Dsgn. L = 18.00 ft 2 0,201 0.028 -89,58 89.58 495.44 445.90 1,00 1.00 6,17 218.79 218.79 +1,20D+1.60L+0.50S+1.60H Dsgn. L = 22.00 ft 1 0.133 0.023 -69,51 W51 579.17 521.25 1.85 1.00 4.96 218.79 218,79 Dsgn, L = 18.00 ft 2 0.156 0.023 -69,51 69.51 495:44 445.90 1.00 1.00 4,96 218.79 218.79 +1.20D+1,60Lr+0,50L+i.60H Dsgn. L = 22.00 ft 1 0.257 0,040 -133.73 133.73 579.17 521.25 1,76 1,00 8.82 218.79 218.79 Dsgn. L = 18.00 ft 2 01300 0.040 -133.73 133.73 495.44 445,90 100 1.00 8.62 219.79 21R 79 +1.200+1.60Lr+0.50W+1.60H Dsgn. L = 22.00 ft 1 0,257 0.040 -133.73 133.73 579,17 521.25 1.76 1.00 8.82 218.79 9 Dsgn, L = 18.00 ft 2 0,300 0,040 •133.73 133.73 495.44 445.90 1,00 1,00 8.82 218,79 216.79 +1.200+0.50L+1.60S+1.60H Dsgn, L = 22.00 ft 1 0.133 0,023 -69.51 69.51 579,17 521.25 1.85 1.00 4.96 218,79 218.79 Dsgn. L = 18,00 ft 2 0.156 0.023 -69.51 69.51 495.44 446,90 1,00 1.00 4.96 216.79 21839 +1.200+1.60S+0,50W+1.60H Dsgn. L= 22.00 ft 1 0133 0.023 -69.51 69.51 579,17 521.25 1,85 1.00 4.96 218,79 218.79 Dsgn. L = 18.00 ft 2 0,156 0.023 -69,51 69.51 495.44 445.90 1.00 1.00 Page Mfbf 2918•19 218.79 +1.20D+0.50Lr+0.50L+W+1,60H Dsgrt, L = 22,00 It 1 0.172 0,028 -89.58 89.58 579.17 521,25 1,80 1.00 6J7 21819 216.79 Project Title: Lot 58B Madision �-; STRUCTURAL ENGINEERING Engineer: R.A. Project ID: 1708130 CIVIL AND STRNCi1AN4l EN61N0L'MIN6 Project Descr' 77570 5P0IMM ELD LANE, SUM 1)PALtl mum, Lh P:760-960.9999 F.760-36tl-H603 [: T4fl-60!•fis6 01 6IL: R=AJRw4r10=RnL.M Now. 26OCT 7017 1029AIA ,teel Beam - _ FRa=k%mv Pts1.GT56$-1►a3-srR-1u; ENQ170a»a.%6 ENERCA1C, INC. 10-2017. 8uUd-10,17.9.13. Ver.10.17A13 Description : 833 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 16.00 11 2 0.201 0.028 -89.58 89.58 495.44 445.90 1.00 1.00 6.17 218.79 218,79 +1.20 D+0.501.+0.50S+W+1,60H Dsgn, L = 22,00 ft 1 0.133 0,023 -69,51 6961 579.17 521,25 1.85 1.00 4,96 218,79 218;79 Dsgn, L = 18,00 ft 2 01156 0.023 -69.51 69.51 495.44 445.90 1.00 1.00 4.96 218.79 218.79 +1.20D+0.50L40.20S+E+1.60H Dsgn. L= 22.00 ft 1 0.133 0.023 -69.51 69.51 579,17 521.26 1.85 1.00 4.96 218.79 218.79 Dsgn, L = 18.00 ft 2 0156 0.023 -69.51 69.51 495.44 445.90 1.00 1,00 4,96 218,79 21879 +0.90D+W+0,90H Dsgn, L= 22.00 ft 1 0,100 0.017 752,13 52,13 579.17 521.25 1.85 1.00 3.72 218.79 218.79 Dsgn. L = 18,00 ft 2 0,117 0,017 -52.13 52,13 495,44 445.90 1.00 1.00 3.72 218,79 218,79 +0.90D+E+0.90H Dsgn. L = 2100 ft 1 0100 0.017 -52.13 52,13 579.17 521.25 1.85 1.00 3.72 218.79 218,79 Dsgn. L = 18,00 ft 2 0,117 0.017 •52.13 52.13 495,44 445,90 1,00 1.00 3,72 218.79 218,79 Overall Maximum_ Deflections _ Load Combination Span Max. =* Dail Location in Span Load Combination max,, Dell Location in Span 1 0.0000 18,000 +D+Lr+H -0,1905 12,936 +D+Lr+H 2 1.5094 18,000 0,0000 12,936 Vertical Reactions Support notation. Farleft is #1 Load Combination Support 1 Support 2 Support 3 Overail MAXimum 555 11,905 Overall Mlriltmum -1.039 4.235 +D+H -1,731 7.671 +D+L+H -1,731 7,671 '+D+t.r+H -3,555 11.905 +D+S+H •1.731 7,671 +D+0.750Lr+4.750L+H -3.099 10.847 +M.750L+0,7505+H -1.731 7.671 +0+0.60W+H •1.731 7,671 +D+0.70E+H -1.731 7,671 +D+0,750Lr+0.750L+0.450W+H .3.099 10.847 +D40.750L+0.750S+0,450W+H -1,731 7,671 +D+0,750L+0.750S+0.5250E+H -1731 7.671 +0.601)+0.60W+0.601-1 -1.D39 4,603 +0,60D+0.70E+0.60H -1.039 4,603 D Only •1.731 7.671 Lr Only •1,625 4,235 L Only S Only W Only E Only H Only Values in KIPS Page 39 of 237 STRUCTURAL ENGINEERING CIVIL AND STRUCTURAL ENGINEVRINs 77s7A spwianmr) wa, 5477E L PALN Dr5ewrl CA P:7fr0-.360-8999 P:7G0-#BO-990] C;7f9^R44-9[I6 ,MAIL; REZNP-%9rWt'fU9ALXa4 Steel Beam Description : 634 (k CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending Project Till a'. Lot 58B Madision Engineer: R.A. Project 10: 1708130 Project Descr: Punted: 26 OCT 2017.10,33m, File = IvservellProlaclslldT59B-ita3 STR�1klMIENG1170813a.eC ENERCALC. INC. 1%3-2017 Bulld:1017,913. Vev: 0 V.9.1v Licensee: RA STRUCTURAL ENGINEERING Fy ; Steel Yield 50.0 ksi E: Modulus: 29,000.0 ksi _._-Q(D,s4j D(2-1).Lr1.8) W 12x35 W 12x35 € Span = 16.50 ft Span = 10.750 ft Applies! Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load D = 0.020, Lr = 0.020 ksf, Extent = 0.0 ->> 7.50 ft, Tributary Width =10.50 ft, (Roof) Uniform Load: D = 0,020, Lr = 0.020 ksf, Extent = 7.50 ->> 16.50 ft, Tributary Width = 5.0 ft, (Roof) Point Load - D = 0.650, Lr = 0.60 k ()15.50 ft, (B23) Point Load: 0 =1.680, Lr =1,40 k (a- 7.50 ft, (B36) Load for Span Number 2 Uniform Load: D = 0,020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roofii Point Load, D = 2.10, Lr =1,80 k & 10,750 ft, (B35) DESIGN SUMMARY_ Maximum Bending Stress ROC16- - 6-424: 1 Maximum Shear Stress Ratio Section used for this span W1205 Section used for this span W12x35 Mu: Applied 66.948 k-ft Vu : Applied 10,808 k Mn ` Phi, Allowable 157.875 k-ft Vn' Phi: Allowable 112.50 k Load Combination +1:20D+1,60Lr+0.50L+1,60H Load Combination +1.20D+1.60Lr+0,50L+1,60H Location of maximum on span 0.000ft Location of maximum on span 16.500 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.320 in Ratio = 807 >=360 Max Upward Transient Deflection 0.320 in Ratio = 807 .>=360 Max Downward Total Deflection 0.717 in Ratio = 360 >=240 Max Upward Total Deflection -0,062 In Ratio = 3209 >=240 _ .- _._.. ......... - - - - - Forces & Stresses for Load Combinations - _Maximum Load Combination - Max Stress Ratios - Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn. L = 16.50 ft 1 0.196 0.054 3.31 -37.67 37,67 213.33 192.00 2.94 1.00 6.03 112.50 11250 Dsgn. L = 10.75 ft 2 0,239 0.036 -37.67 37.67 175.42 157,88 1.00 1.00 4-07 112.50 112.50 +1.20D+0,50Lr+1 A60L+1.601-1 Dsgn, L = 16.50 ft 1 0.225 0,062 3,91 -43.12 43.12 213.33 192.00 2.94 1.00 6.93 112.50 112,50 Dsgn, L = 10.75 It 2 0.273 0.041 A3.12 43,12 175.42 157.88 1.00 1.00 4.60 112.60 11250 +1.20 D+1.60 L+0.50 S+1.60 H Dsyn. L = 16.50 it 1 0,166 0.046 2,84 -32.29 32.29 213.33 192.00 2.94 1.00 5,17 112.50 Dsgn. L = 10,75 ft 2 0.205 0.031 -32,29 32.29 175.42 157.88 1,00 1Z 3,49 112,50 1- .� +1.200+1,60LOO:50L+1.60H Dsgn. L = M50 ft 1 0.349 0.096 6.27 -66.95 66.95 213,33 192.00 2.95 1.00 10.81 112.50 112.50 Dsgn. L = 10,75 ft 2 0.424 0,063 -66.95 66.95 175.42 157.88 1.00 1.00 7.06 112.50 112.50 +1.200+1.60Lr+0.50W*1.60H Dsgn. L = 16.50 it 1 0.349 0.096 6,27 -66,95 56.95 213,33 192,00 2,95 1.00 10.81 112,50 112,50 Dsgn. L = 10.75 ft 2 0,424 0.063 -66.95 66.95 175,42 157.88 1.00 1.00 7.06 112,50 112.50 +1.20D+0.50L+1.60S+1.60H Page 40 of 237 Dsgn. L = 16,50 ft 1 0.168 0,046 2.84 -32.29 32.29 213.33 192.00 2.94 1+00 5,17 112.50 112.50 Dsgn.L= 10.75ft 2 0.205 0.031 -32.29 32.29 175.42 157.88 1.00 1.00 3.49 112+50 112,50 - A STRUCTURAL ENGINEERING CIVIL ANDSri1xyoRm P-NOINEEmw MOO SPRINUMLD LW9, SU"S D FUR DS m, CA P;%Q-360-09$® t:76Q-7d0-990J C:760-000-SS16 WaLt AEZASMSTpICTOM.CC➢1 Description . 834 Project Tiue: Lot 58B Madision Engineer: R.A. ProiecllD: 1706130 Project Descr: Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi"Vnx +1.2QD+1,605 *0,50W+1,60H _.._.-._..... _ _� Dsgn. L= 16.50 ft 1 0,168 0.046 2.84 -32,29 32.29 213,33 192,00 2.94 1.00 5,17 112.50 112.50 Dsgn. L = 10,75 ft 2 0,205 0.031 32.29 32.29 175,42 157,88 1.00 1.00 3.49 112,50 112.50 +1.20D+0,50Lr+0.50L+W+1.60H Dsgn, L = 16.50 ft 1 0.225 0,062 3.91 43.12 43,12 213.33 192.00 2,94 1.00 6,93 112.50 112.50 Dsgn. L = 10.75 ft 2 0,273 0,041 43.12 43.12 175,42 157.88 1.00 1.00 4.60 112,50 112,50 +120D+0.50L+0,50S+W+1:60H Dsgn. L = 16.50 ft 1 0.168 0.046 2.84 •32.29 32.29 213,33 192,00 2.94 1.00 5.17 112.50 112,50 Dsgn. L = 10,75 ft 2 0,205 0,031 -32,29 32.29 175.42 157.88 1,00 1 Z 3,49 11.2,50 112.50 +1.20D+0,50L+0.20S+E+1.60H Dsgn. L = 16.50 ft 1 0.168 0.046 2.94 -32,29 32,29 213.33 192.00 2.94 1,00 5.17 112,50 112.50 Dsgn. L = 10.75 ft 2 0,205 0,031 -3229 32.29 175.42 157.88 1,00 1.00 3,49 112,50 112.50 +0.900+W+0.901-1 Dsgn, L= %50ft 1 0,126 0.034 2.13 -24.22 24,22 21133 192.00 2,94 1.00 3-88 112.50 112.50 Dsgn, L = 10.75 It 2 0.153 0.023 -24,22 24.22 175,42 157.88 1.00 1.00 2.62 112.60 112,50 +0.90D+E+0,90H Dsgn. L= 16.50 ft 1 0,126 0,034 2.13 -24.22 24.22 213.33 192.00 2,94 1,00 3.88 112,50 112,50 Dsgn, L = 10.75 ft 2 0.153 0,023 -24,22 2422 175,42 157,88 1.00 1.00 2.62 112,50 112.50 Overall Maximumoeflectlons Load Combination Span Max. "-" Defl Location In Span Load Combination Max, "} Dell Location In Span 1 0,0000 10.750 +D+Lr+H -0.0617 12,012 +{1+Lr+H 2 O.7166 10,750 0.0000 12,012 Vertical Reactions Support notation : Par left is_#1 Values in KIPS )ad Combination Support 1 SuppoR 2 _ Support 3 Overall MAXimum 2.026 12,968 Overall MlNimum 0.646 4.328 +O++i 1,076 7,213 +D+L+H 147.6 7,213 +D+Lr+H 2,026 12.968 +D+5+H 1.076 7.213 +D+0,750Lr+0,750L+H 1.788 11:529 +0+0.750L+0,750S+H 1,076 7,213 +D+0.60W+H 1.076 7.213 +D+0.70E+H 1,076 7.2.13 +0+0.750Lr+0.750L+0.450W+H 1.788 11,529 +D+0.750L+0.7505+0.450W+H 1.076 7.213 +D+0,75OL+0.750S+0,5250E+H 1,076 7.213 +0.60D+0,60W+0.60H 0.646 4,328 +0.60D+O 70E+0.60H 0.646 4.328 D Only 1,076 7,213 Lr Only 01950 6,755 L Only S Only W Only E Only H Only Page 41 of 237 RA Structural Engineering, Inc. I DESIGNED R.A. PROJECT Lot 58B Madison SUBJECT Custom Home Design Code: Beam iD: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors; Reactions �.upport ID Distance fs ,� Start (ft) Analvsls SuM11101 : Load Combination Code Check:_ Load Combination CHECKED R.A, DATE 10/26/2017 JOB NO, 1708130 SHT OF CBC 2046 f NDS 2015 Nual)� Passed B35 Location: Roof 23,16 Section Type: DF/DF 24F - V4 1 Section Name° 5,125x15 21.44 Beam Thickness: 5.12 in. 0,00 Beam Depth: 15.00 in. 1,71 A: 76,80 trig False Sxx: 192,00 in3 False Syy; 65.64 in3 True Fb Base Allowable: 1850 psi 0,00 Fb Adjust Allowable (CD =1): 2343 psi 1.71 Fv Allowable (CD =1): 265 psi 5 Fc Allowable (CD,-' 1): 1650 psi +ve Cv=0.976 E: 1800 ksi Reactions (abs) I Recuird Bearing Area Snow Max. Bending Max Moment (k.H, ) I Shear 0 S) b 1Z d? -1 1 DF _ Max. Bending Critical fb (psi) I Fb (psi) % Code on e:t4 12108 139.8 1101 Max, Shear Shear(]bs} I Location I 1 0,00 Max. Shear Max fv (psi) Fv (psi) % Code Check 45 238 118,8 84 1331 125.5 Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination B33-834 0.775 1,07 10.71 Passed U332 D+Lr lotal LIM9 Load Deflection, SpanlD Applied (In) Allowable (in) Location (ft) Deflection Check B33-834 0.361 0.71 10.71 Passed L/712 Page 42 of 237 www,struoturs isaf t.com Design Code: Beam_ID,, Beam length (ft): Number of spans; Maximum span (ft): Left cantilever Lc (ft); Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: RA Structural DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 5813 Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 1 1012512017 CBC 20161 NDS 2015 B36 20,64 1 20.54 0.00 0.00 False False True 0.00 0,00 1 +ve Cv=0.964 Location, Roof's J) Section Type: DF/DF 24F - V4 Section Name: 6.75xl3.6 Beam Thickness: 6.75 In. Beam Depth: 13.50 in. A: 91,12 in2 Sxx: 205,03 Ina Syy: 102.52 W Fb Base Allowable! 1850 psi Fb Adjust Allowable (CD =1); 2313 psi Fv Allowable (CD = 1). 266 psi Fc Allowable (CD = 1): 1650 psi E; 1800 ksi Passed Support ID Distance from Start (ft) Reactions (tbs) Repuird Bearing Area Dead (Ibs) Live (Ibs) I Roof Live Balanced unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) ins combination )D P31 0.00 2517 0 2230 0 0 10.41 3 P61 20.54 1670 0 1376 0 0 6.68 3 Load Combination Max. Bending Max. Shear Max Moment (k.lQ I Shear (Ibs) Location (rt) Max Shear (Ibs) Location (Ibs) 0 13,46 -1079 - 10.74 2517 0.t10 b+Lr 25.03 138 10,39 4747 0.00 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) 1Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check 0 0,90 789 12051 137.9 41 236 117.4 D+Lr 1,25 1465 12891 150.7 76 331 123,6 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check L*ad Combination Span ID P31-P61 0.711 1.03 9,90 Passed U347 D+Lr Total Live Load SpanlD Deflection: applied (in) Allowable (in) Location (ft) Deflection Check P31-P61 0.329 0.68 9.90 Passed U749 Page 43 of 237 www.structuralsoft.com RA Structural Engineering, Inc, DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Name DATE: 10/25/2017 Design Code:. CBC 2016 / NDS 2015 Lo..ye ) Passed Beare ID: 837 Location: Roof ('dYert'd Beare length (ft): 20.07 Section Type: DF/DF 24F - V4 Number of spans: 1 Section Name: 5,125x12 Maximum span (ft): 20.07 Beam Thickness: 5.12 in. Left cantilever Lc (ft): 0:00 Beam Depth: 12.00 in. Right cantilever Lr (ft): 0.00 A: 61.44 irg Ignore shear within (d)? False Sxx° 122,88 ins Repetitive member? False SYy: 52.43 in3 include own weight? True Fb Base Allowable: 1850 psi Lu top (ft): 0,00 Fb Adiust Allowable (CD = 1), 2400 psi Lu bottom (it): 0.00 Fv Allowable (CD = 1): 265 psi Slenderness Ratio: 1 Fe Allowable (CD = 1): 1650 psi Adjustment factors: E: 1800 ksi Raactlans: Support ID Distance from Start (ft) I Reactions (Ibs) ReQuird Bearing Area Dead (lbs) Live (Ibs) Roof Live Balanced unbalanced Max Value Load (Ibs) Snow (Ibs} Snow (Ibs) inx combination ID B56 0,00 864 0 690 0 0 3.27 3 UP56 20.07 573 0 420 0 0 2:18 3 Aaalysis Summary: Load Combination Max. Bending Max. Shear Max Moment (k.lQ I Shear (ft) Location (R) Max Shoat (Ibs) Location (Ibsl a 5R -78 1 6,01 1864 0.00 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D D+Lr 0,90 1,25 44s 817 12160 3000 703 127.2 21 38 238 331 8's 11.4 Tgtal Load Defles#LOM Span ID Applied (in) Allowable (In) Location (ft) Deflection Check Load Combination 8556-UP56 0,404 1.00 9A2 Passed L1596 D+Lr Total Llva Load Deflection-, Span1D Applied (in) Allowable (in) Location (f1;) Deflection Check 856•UP56 0.179 0.61 9.42 Passed L1999+ Page 44 of 237 www.structuralsoft.com cc RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 14- PROJECT Lot 58B Madison CHECKED R.A. 5HT SUBJECT Custom Home DATE Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Reactions: CBC 20161 NDS 2015 B36 7.32 1 7.32 000 0.00 False False True 0.00 0.00 1 10/25/2017 1706130 Location: Roof �ovp'd LA -)ye) Section Type: Douglas Fir - Larch No,1 Section Name: 6x12 Beam Thickness: 5:50 in. Beam Depth: 11.50 in. A: 63.25 in2 Sxx: 121.23 i ns syy: 57.98 ins Fb Base Allowable: 1360 psi Fb Adiust Allowable (CD = 1): 1350 psi Fv Allowable (CD w 1): 170 psi Fe Allowable (CD =1): 925 psi E: 1600 ksi OF Passed Support ID Distance from Start (ft) Reactions (Ibs) Raquird Bearing Area Dead (lbs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (lbs) in2 combination ID B55 0.00 855 0 803 0 0 3.83 3 B37 7.32 738 0 686 0 0 3.12 3 Load Combination Max. Bending Max. Shear Max Moment (k.n) I Shear (Ibs) Location (ft) Max Shear (Ibs) Location (lbs) Q . 1.66 -10 12,95 855 0.00 D+Lr 3.23 -25 12.95 1658 0.00 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) 14. Code Check D 0.90 164 11215 113.5 20 153 13.3 D+Lx 1.25 320 11688 118,9 39 212 18.5 Total Load Deflection,' Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination 955-637 0.028 0.37 3.66 Passed L/998+ D+Lr Total Live Load Span1D D211%ttoni Applied (In) Allowable (in) Location (ft] Deflection Check 1355-1337 0.014 0.24 3.86 Passed L1999+ Page 45 of 237 www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.R. JOB NO. 1708130 VErKrNENING. PROJECT Lot 58B Madison CHECKED R,A. SHT OF ISC. -A vw SUBJECT Custom Home DATE 10125/2017 Design Code: Bearrt_ID: CBC 20161 ND5 2015 839 Location: Roof JrLawdJJ M0110-09) Passed Beam length (ft): 5.00 Section Type: Douglas Fir - Larch No.1 Number of spans: 1 Section Name: 6x6 Maximum span (ft): 5100 Seam Thickness. 5.50 in. Left cantilever Lc (0): 0100 Beam Depth: 5,50 in. Right cantilever Lr (ft): 0.00 A: 30:25 W Ignore shear within (d)7 False Sxx: 27,73 Ina Repetitive member? False Syy: 27,73 ins Include own weight? True Fb Base Allowable: 1350 psi Lu top (ft): 0.00 Fb Adjust Allowable (CD = 1): 1350 PSI Lu bottom (ft): 0,00 Fv Allowable (CID = 1), 170 psi Slenderness Ratio: 1 Fc Allowable (CD =1): 925 psi Adjustment factors: E: 1600 ksi Support ID Distance from Start (ft) Reactions (ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) 2 combination ID P71 0.00 410 0 393 0 0 1,76 3 P72 5.00 494 0 477 0 0 2.13 3 Anal is Sy�anr Load Combination Max. Bending Max. Shear Max Moment (k.ff.) I Shear (Ibs) Location (ft) Max Shear (Ibs) Location (Ihs) D 0.71 -50 1,77 -494 5.09 ❑+Lr 1.41 -104 1 1.77 •971 5.0() ) Load Combination LOF Max. Bending Max. Shear Critical fb (psi) I Fb (psi) %Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 309 11215 125.5 24 153 1610 D+Lr 1,25 610 11688 136.2 48 212 22.7 Total Load LWlectlon; Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P71-P72 0,051 0.25 2,50 Passed LJ999+ C+Lr Total Live Load Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P71-P72 0.025 G17 2.50 Passed L1999+ Page 46 of 237 www . s trf 1 ctu ra I sof t, c o m Design Code: Beam 1D: Beam length (ft): Number of spans: Maximum span (it): Left cantilever Lc (it): Right cantilever Lr (it): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Reactions: RA Structural Engineering, Inc. DESIGNED R.A, JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. 5HT OF SUBJECT Custom Nome DATE 10/25/2017 CBC 20161 NDS 2016 840 Location: Roof 5.96 Section Type: 1 Section Name: 5.96 Beam Thickness: 0.00 Beam Depth; 0.00 & False S.xx: False Syy: True Fb Base Allowable: 0.00 Fb Adjust Allowable (CD » 1): 0.00 Fv Allowable (CD =1): 1 Fc Allowable (CD = 1): E; Douglas Fir • Larch No.1 6x6 5.50 in. 5.50 in. 30.25 W 27.73 ir>3 27.73 ins 1350 psi 1350 psi 170 psi 925 psi 1600 ksi Passed Support ID Distance from Start (it) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (lbs) in2 combination I❑ P72 0.00 369 0 349 0 0 1.57 3 P73 .96 631 0 611 0 0 2.72 3 Load Combination Max. Bending Max. Shear Max Moment (k.1r.) I Shear (Ibs) Location (ft)_ Max Shear (Ibs) Lncalion ¢ba) D 0.71 1 •295 13,79 -631 15,36 d+Lr 1.40 -587 13.79 -1242 1 5.96 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) IF,,b (psi) % Code Check Max fv (ps) FvA20,5 % Code Check D 0+90 308 1215 25�3 31 1S D+Lr 1.25 604 1688 35.8 62 2129.0 Total Load 29flectioni Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P72•P73 0,073 0.30 2.9B Passed L/986 D+Lr Total Live Load Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P72•P73 0,035 0.20 2.96 Passed L1999+ Page 47 of 237 www, stru ctu ra I sof t.com 'R RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A, SHT OF 11E1�, II"', SUBJECT Custom Home DATE 10/25/2017 Design Code: Beam ID: Beam length (4): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu tap (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Reactions: CBC 2016 / NDS 2015 B41 Location: Roof 5,00 Section Type: 1 Section Name: 5.00 Beam Thickness: 0.00 Beam Depth: 0.00 A: False Sxx:. False Syy: True Fb Base Allowable: 0.00 Fb Adiust Allowable (CD 1): 0.00 Fv Allowable (CD = 1); 1 Fc Allowable (CD = 1), E: Douglas Fir -Larch No.1 6xe 5,50 in. 5,50 in. 30.25 W 27.73 in3 27.73 in3 1350 psi 1350 psi 170 psi 925 psi 1600 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max value Load (Ibs) Snow .(Ibs Snow (Ibs) in2 combination ID_ 1 UP74 0.00 433 0 416 0 0 1.86 3 P73 5.00 744 0 727 0 0 3.22 3 Load Combination Max. Bending Max. Shear Max Moment (k.if.) I Shear (ibs) LacaOan (ft) Max Shear (Ibs) I Location (Ibs) D 0.85 -128 12,04 -744 1 5,00 D,tLr 1.68 -258 12.04 -1471 1 5.00 Load Combination L(JF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi)1212 Fv (psi) % Code Check p 0.90 368 1215 30A 37 153 24.1 n+Lr 125 729 1888 43.2 73 34.3 Total Load Deflection: Span ID Applied (in) Allowable (In) Location (ft) Deflection Check Load Combination UP74-P73 0.067 0.25 2.51) Passed L/999+ ❑+Lr Total Live Load Qeflegtmon: Applied (in) Allowable (in) Location (ft) Deflection Check SpanlD UP74-P73 0,028 0.17 2.50 Passed L1998+ www.structuralsoft.com Page 48 of 237 Design Code: Beare ID: Beam length (ft); Number of spans: Maximum span (ft): Left cantilever Le (ft): Right cantilever Lr (ft). ignore shear within (d)? Repetitive member? include' own weight? Lu fop (ft): Lu bottom (it): Slenderness Ratio: Adjustment factors: Reactions: RA Structural Engineering, Inc. DESIGNED R:A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R,A, SHT OF - SUBJECT Custom Home DATE 10125/2017 CBC 20161 NDS 2015 843 Location: hoof 30,00 Section Type: DF/DF 24F - V4 1 Section Name: 6.75x21 30.00 Beam Thickness: 6.75 in, 0,00 Beam Depth: 21,00 in. 0100 A: 141,75 in2 False Sxx: 496.12 ins False Syy: 159.47 Ina True Fb Base Allowable: 1850 psi 0.00 Fb Adjust Allowable (CC) = 1): 2130 psi 0.00 Fv Allowable (CD = 1): 265 psi 1 Fc Allowable (CD = 1): 1650 psi +ve Cv=0.888 E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (lbs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (lbs) Snow,(lbs) Snow (lbs) W combination ID UP55 0A0 3980 0 2717 0 0 14,68 3 1 P58 30.00 4127 0 2849 0 0 15,29 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf:) Shear (Ibsl Locatlon (it) Max Shear (Ibs) Location (Ibs) p 30,41 -9 1 14.83 -4127 30,00 0+1_r 51.08 -79 1 14,83 -6976 30.00 Load Combination LDF Max. Bending Max, Shear Critical tb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 736 11917 138A 44 38 18.3 l7+Lr 1.25 1235 2663 146A 74 331 122.3 Iota[ Load D-efigetion. Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination UP55-P58 0.881 1.50 15,00 Passed U408 D+Lr Tqtal Live Load DR(lectlon: Applied (in) Allowable (in) Location (ft) Deflection Check SpanlD t1P55-P58 0,357 1.00 15.00 Passed U999+ www.structuralsoft.com Page 49 of 237 RA Structural DESIGNED R.A. JOB NO. 1708130 44 � PROJECT Lot 58B Madison CHECKED R.A. SHT OF SRNFIRIWN,i. INC. SUBJECT Custom Home DATE 10/25/2017 Design Code: Beam_ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: CBC 20161 NDS 2015 846 Location: Roof s'$Rp ►s� j 16,00 Section Type: DF/DF 24F - V4 1 Section Name: 5A25x12 16.00 Beam Thjckness: 5.12 in. 0.00 Beam Depth: 12,00 in, 0.00 A: 61.44 1n2 False SXx: 122,88 i113 False Syy: 52,43 in3 True Fb Base Allowable: 1850 psi 0.00 Fb Adjust Allowable (CO =11: 2400 psi 0.00 Fv Allowable (CD = 1): 265 psi 1 Fc Allowable (CD = 1): 1650 psi E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (lbs) Live (lbs) Roof Live Balanced Unbalanced Max Value Load fibs) Snow (lbs)-_Snow (lbs) in2 combination ID UP133 0.00 1630 0 0 0 0 3.57 1 UP135 16,00 1630 0 Q 0 0 3,57 1 Load Combination Max. Bending Max, Shear Max Moment (kX) I Shear (lbs) I Location (ft) IMax Shear (lbs) I Location (Ibs) Load Combination LDF I Max. Bending Max. Shear Critical fb (psi) 1Fb (psi) °10 Code Check 140 Max fv (psi) Fv (psi) I % Code Check 0 0.90 1637 12160 129,5 M 1161 Total Load Deflection: Applied (In) Allowable (in) Location (ft) Deflection Check Load Combination Span ID UP133-UP135 0.226 0.80 8,00 Passed U848 D Page 50 of 237 www,structura lsoft.com Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top MY Lu bottom (ft): Slenderness Ratio; Adjustment factors: RA Structural DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE. 10/2512017 CBC 20161 NDS 2015 B47 30.00 1 30.00 0.o0 0.00 False False True 0.00 0.00 1 +ve Cv=0.944 Location: Roof Section Type: DFfDF 24F - V8 Section Name: 5.125x15 Beam Thickness: 6112 in. Beam Depth: 15.00 in. A: 76.80 inx Sxx: 192.00 ins Syy: 65.54 lna Fb Base Allowable: 2400 psi Flo Adjust Allowable (CD = 1): 2265 psi Fv Allowable (CD = 1), 265 psi Fc Allowable (CD : 1); 1650 psi E: 1800 ksi Passed Support 10 Distance from Start (ft) Reactions (lbs) Requirdl Bearing Area Dead (lbs) Live (lbs) Roof Live Balanced I Unbalanced Max Value Load (lbs) Snow (lbs) I Snow fibs) ins combination Ip P88 0.00 933 0 0 0 0 2.04 1 P85 30.00 933 0 fl Q 0 2.04 1 Load Combination Max. Bending Max. Shear Max Moment (k.lf.j Shear {lbs) location (ft) Max Shear (Ibs) 19.33 Location (lbs) D 7.00 0 116,00 0.00 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (ps} T Code Check Max fv (psi) Fv (psi) % Code Check 118 D 0.90 1437 12039 121.4 1238 17,6 Total Load Deflection, Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID Peg-P85 0.437 1.50 15.00 Passed U823 D Page 51 of 237 www. s truct tf ra lsoft. com STRUCTURAL 94GNMTk4 Pratecl 7ille: Lot 58B Mad'€lion Engineer, R.A. Protect ID: 1708130 Project Descr: PfMIW' 18 APR 2018. 2'44PV File v %tw rWrojvA%LOT5$5-1103-STR-IRA►04.17--IkEHGIl70 I&P Steel Beam ENERCALC, INC. 1983.2018, Bulid:14.18,1.31. Ver.10.18,1, Description : 848 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing: Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield E: Modulus: 50.0 ksi 29,000.0 ksi a of oal�a.oa� Qt��f ,0. 7% 1 (o.oa Lr�o.04 a{s.oz) Lrs.ss> W 14x193 W 14x193 Span = 27.750 ft - � Span = 17,250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations, Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) Point Load : [3 = 1.30, Lr =1,30 k @ 27.50 ft, (B49) Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0,020 ksf, Tributary Width = 2.0 ft, (Roof) Point Load: D = 9.020, Lr = 5.580 k @ 17,250 ft. (B16) Point Load : D = 9.50, Lr = 7.70 k @ 0.50 ft, (B 10) DESIGN SUMMARY Maximurn Bending Stress Ratio - 0.309: 1 Section used for this span W14x193 Mu : Applied 403,703k-ft Mn * Phi: Allowable 1,307.902 k-ft Load Combination +1.20D+1,6OLr+0.50L+1.60H Location of maximum on span 0.000ft Span # where maximum occurs Span # 2 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.651 in Ratio W 635 a=360 Max Upward Transient Deflection 0,651 in Ratio = 635 >=360 Max Downward Total Deflection 1.780 in Ratio = 233 >=180 Max Upward Total Deflection -0.319 in Ratio = 1042 >=180 Maximum Forces & Stresses for Load Combinations_ Load Combination Max Stress Ratios T Summary of Momenl Values Segment Length Span # M T V Max Mu + max Mu - Mu Max Mnx Phi'Mnx _ _..._ +1.4h]+1.d4H Dsgn. L = 27.75 ft 1 0.205 0,076 •273.02 273.02 1 A79.17 1,331.25 Dsgn. L = 17.25 4 2 0.209 0,076 -273.02 273.02 1,453.22 1,307,90 +1,20D+0.50Lr+1.60L+1.60H Dsgn. L - 27,75 ft 1 0,216 0.082 -287.04 28T.04 1,479.17 1,331.25 Dsgn. L = 17.26 ft 2 0,219 0,082 -287.04 287.04 1,453.22 1,30T90 * 1.20D+1.601-+0.50S+1.60H Dar. L = 27.75 ft 1 0.17E 0,065 •234.01 234+01 1.479.17 1.331.25 Dsgn. L = 17.25 ft 2 0.179 0,065 -234.01 234,01 1,453.22 1,307.90 +1.20D+1.60Lr+0.50L+1,60H 0.119 ; 1 W14x193 49.399 k 413.850 k +1.20D+1.60Lr+0.50L+1.60H 27.750 ft Span # 1 _5_ummary of Shea, Values Ch RM VuMax Vnx P� 'wx 1.92 1.00 31.55 d13.85 4,,..65 1+00 1.00 31.55 413.65 413.85 1.88 1.00 34.03 413.85 413.85 1.00 1.00 34.03 413.85 413.85 1.127.05 00 413.85 413.85 1.0000 1..00 Pagggof W85 413.85 Project Title: Lot 68B Madision Engineer: R.A. Proiect ID. 1708130 STRUG111RAL17JG1t+ tFtlH�r Project Descr, ,.y>, wu,unas vu owns x � fh> _.NTNYWUY PUN. RCa,.t.Y!¢Rw"K.Fo. Printed,18 APR 2818. 2,44PM reel Beam File R ltomAPr*ds�LOT589-1103STR-IMW4.17--IIENG1110813D,OC$ EN5RCALC, INC. 19B3-2018, 8uild:10.1B.1.31, Ver10.18.1.31 KW.06005737 Licensee. RA STRUCTURAL ENGINEERING Description: B48. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu . Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phl"Vnx Dsgn, L = 27.75 it 1 0.303 0.119 403.70 403.70 1;479.17 1,331,25 1.84 1.00 49,40 413.85 413.85 Osgn.L= 17,25 ft 2 0.309 0.119 403,70 403.70 1,453.22 1,307.90 1.00 1.00 49,40 413.65 413.85 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 27,75 It 1 0,303 0.119 403.70 403,70 1,479.17 1,331.26 1,84 1.00 49.40 413.85 413,85 Dsgn. L = 17.25 ft 2 0.309 0,119 403.70 403.70 1.453.22 1,307.90 1.00 1.00 49.40 413.85 413.85 +1.20D+0.60L+1.60S+1.60H Dsgn. L= 27.75ft 1 0.176 0.065 -234.01 234,01 1,479.17 1,331.25 1.92 1.00 27.05 413.85 413.85 Dsgn. L = 17.26 It 2 0.179 0.065 -234.01 234.01 1,453.22 1,307.90 1,00 1.00 27.05 413.85 413.85 +1,2QD+1.60S+0,50W+1.60H Dsgn.L= 27.75 ft 1 0,176 0.065 -234.01 2X01 1,479.17 1,331.25 1.92 1,00 27X5 413.85 413.85 Dsgn, L = 17.25 ft 2 0.179 0,066 -234,01 234.01 1,453.22 1.307.90 1.00 1.00 27,05 413,85 413.85 + 1,20D+0.50Lr+0.50L+W+1.60H Dsgn. L= 27.75 It 1 0.216 0.082 -287.04 287,04 1,479.17 1,331.25 1.88 1,00 34.03 413.85 413.65 Dsgn, L= 17.25 It 2 0,219 0,082 -287.04 287.04 1,453.22 007.90 1,00 1.00 34,03 413,85 413,85 +1,20D+0.50L+0.50S+W+1,601-1 Dsgn. L = 27.75 ft 1 0.176 0,065 -234.01 234,01 1,479.17 1,331,25 1.92 1.00 27.05 413.85 413,85 Dsgn, L= 17.25 ft 2 0,179 0.065 -234.01 234.01 1,453.22 1,307.90 1.00 1.00 27.05 413.85 413.65 +1,20D+0.50L+0.20S+E0.60H Dsgn. L = 27.75 It 1 0.176 0.065 -234.01 234,01 1,479.17 1,331.25 1.92 1,00 27.05 413.85 413.85 Dsgn, L= 17.25 It 2 0.179 01065 -234.01 234,01 1,453,22 1,307.90 1.00 1.00 27.05 413,85 413,85 +0.90D+W+0.90H Dsgn. L= 27.75 ft 1 0.132 0,049 -175.51 175.51 1,479,17 1,33115 1,92 1,00 20,29 413.85 413.85 Dsgn, L = 17,25 ft 2 0.134 0,049 -175.51 175,51 1,453.22 1,307.90 1.00 1:00 20.29 413.85 413.85 +0.90D+E+0.90H Dsgn. L = 27,75 ft 1 0.132 0.049 -175,51 175.51 1.479.17 1.331.25 1.92 1.00 20.29 413.85 413.85 )sgn, L = 17,25 it 2 0,134 0.049 -175.51 175.51 1,45122 1,307.90 1.00 1.00 20.29 413.85 413.85 Overall Maximum Deflections Load Combination Span Max. "-" Dell l Location in Span Load Comtthation Max. "+" Dell Location In Span 1 0,0000 17.250 -+D*Lr+H - - -0,3195 16.428 +D+Lr+H 2 1.7801 17.250 0.0000 16.428 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combinatlon Support 1 Support 2� Support 3 _ OverallWiinum -7,038 53.723 Overall MINlmum 4.270 19.635 +D+H -3.783 34.088 +D+L+H -3.783 34.088 +D+Lr+H •7,038 53,723 +D+S+H -3,783 34.088 +D+0.750Lr+0,750L+H -6,224 48.814 +D+0.750L+0.750S+H -3.783 34,088 +D+0.60W+H -5.783 34,088 +D+0:70E+H -3.783 34.088 +D+0.750Lr+0,750L+0.450W+H -6.224 48,814 +D+0,750L+0.750S+0,450W+H -3,763 34.088 +D+0.750L+0.7505+0.5250E+H -3.783 34.088 +0.60D+0:60W+0.60H -2.270 20.453 +0.60D+0.70E+0.60H -2,270 20.463 D Only -3,783 34.088 Lr Only -3.255 19.835 L Only S Only W Only E Only H Only Page 53 of 237 RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 MICRO. PROJECT Lot 588 Madison CHECKED R.X SHT OF KWIC IN", SUBJECT Custom Home DATE 10/2512017 Design Code: CBC 2016/ NDS 2015 Beam_ID: B49 Location: Roof 161MAY fpoam} Passed Beam length (ft): 5,33 Section Type: Douglas Fir - Larch No.1 Number of spans: 1 Section Name: 6x12 Maximum span (ft): 5.33 Beam Thickness: 5.50 in. Left cantilever Le (ft): 0.00 Beam Depth: 11,50 in. Right cantilever Lr (ft): 0,00 A: 63.25 in2 Ignore shear within (d)? False Sxx: 121.23 ir13 Repetitive member? False Syy: 57.98 ins Include own weight? True Fb Base Allowable, 1350 psi Lu top (ft): 0,00 Fb Adjust Allowable (CD = 1): 1350 psi Lu bottom (ft): 0.00 Fv Allowable (CD - 1): 170 psi Slenderness Ratio: 1 Fe Allowable (CD = 1): 925 psi Adjustment factors: E: 1600 ksi Support ID Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (lbs) Live (lbs) Roof Live Balanced Unbalanced Max Value Load (lbs) Snow (Ibs) Snow (Ibs) in2I combination ID 848 0,00 944 0 906 0 0 4.05 3 B15 5.33 1243 0 1206 0 0 5-37 3 Anajysls Summary Load Combination Max. Bendi Max Moment (k.tf.) I Shear (lbs) 1,60 -32 1,72 Max. Shear Max Shear (lbs) I Location Load Combination LDF Max. Bending Max. Shear Critical fb (psi) JFb (psi) % Code Check Max fv (psi) Fv (psi) °!o Code Check 0 0.90 159 11216 113.0 29 153 119,3 D+Lr 1.25 313 1688 118.5 58 212 127.3 Total Load Deflection; Applied (In) Allowable (in) Location (ft) Deflection Check Load Combination Span ID B48-B15 0.015 0.27 2.67 Passed L/999+ D? Lr Total Live Load Deflection: 5panlD Applied (in) Allowable (In) Location (it) beflection Check 848-B15 0,007 0.18 2-67 Passed L1999+ Page 54 of 237 www.structuralsoft.com K A STRUCTURAL ENGINEERING CIVIL NNG MUL'T11NFL £NWN@!RING Project Title: Lot 58B Madislon En R A. Project ID: 1708130 Pcl Descr: 77¢70 SFRIMPIELA LMM, 921TE A AAI.II 111*MT, C71 F776if-369�AA?8 1`:76f1-366-fl907 C:760-50RTA1AG IX71: L- RE22fRd5TPllCTNRAL.C�f Jeel Beam Description: 650 �(Ovosf CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Nitme 26OV20171, 9:51AM File merverlft dslLQT58B-1S0XM-1WIENG 170813U 6 ENERCRLC. INC. 1983.2017. aullfl'10.17,9.13. MAO 17.9.13 Analysis Method : Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Bracing., Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 1 1i W12x53 Span = 30,0 ft Applied Loads Service loads entered, Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load: 0 = 0.020, Lr = 0.020 ksf, Tributary Width = 17.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio 0.391 : 1 Maximum Shear Stress Ratio = 0.122 : 1 Section used for this span W12x53 Section used for this span W12x53 Mu ; Applied 114255 k-ft Vu : Applied 15.234 k Mn W Phi: Allowable 292.125 k-ft VnPhi: Allowable 125.235 k Load Combination +1,20D+1.60Lr+0.50L+1,60H Load Combination +1.20D+1.60Lr+0.50L+1.60H Location of maximum on span 15,000ft Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0,505 in Ratio = 712>=360 Max Upward Transient Deflection 0.505 in Ratio = 712 >=360 Max Downward Total Deflection 1.089 in Ratio = 331 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & for Load Combinations _Stresses Load Combination Max Suess Ralios Summary of Moment Values Summary bi Shear Values_ _ Segment Length Span M V max Mu + max Mu • Mu Max Mnx Phi'Mnx Cb Rm VuMax �Vrx Phi Vnx +1-40D+1.60H Dsgn. L = 30.00 R 1 0.212 0,066 61,90 61.90 324.58 292,13 1,00 1,00 8.25 125.24 125.24 +1.20D+0.50Lr+1.80L+1.60H Dsgn. L = 30.00 It 1 0,247 0,077 72.18 72+18 324.58 292A3 1,00 1 DD 9,62 125.24 125+24 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 30.00 fl 1 0.182 0.056 53.06 53.06 324.66 292.13 1.00 1.00 7.07 125.24 125.24 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 30,00 ft 1 0.391 0,122 114.26 114.26 324.58 292.13 !,GO 1,00 15,23 125.24 125,24 +1,20D+1.6OLr+0.50W+1,60H Dsgn. L= 30.00 it 1 0.391 0.122 114,26 114.26 324,58 292.13 1.00 1.00 15,23 125.24 125.24 +1.20D+0.50L+1.606+1.6OH Dsgn L= 30,00 It 1 0.182 0,056 53,06 53,06 324,58 292,13 1,00 1.00 7.07 125.24 125.24 +1.20D+1.60S+0.5OW+1.6OH Dsgn, L = 30,00 It 1 0,182 0.056 53.06 53.06 324.58 292,13 1.00 1.00 7,07 125,24 125,24 ?OD+0,5OLr-45OL+W+1.60H Jsgn. L = 30,00 ft 1 0,247 0,077 7218 72.18 324.58 292.13 1,00 1,00 9.62 125.24 125.24 +1.20D+O,50L+O,5OS+W+1.60H Dsgn. L = 30.00 ft 1 0.182 0.056 53.06 53,06 324.58 292.13 1.00 1.00 7.07 125,24 125.24 +1, 20D+0.50L+0.20S+E+1,6OH Dsgn. L = 30,00 ft 1 0.182 0.056 53.06 53,06 324.58 292,13 1.00 1+00 7.07 125,24 125424 +0.90D+W+O,90H Dsgn. L = 30.00 ft 1 0,136 0.042 39.79 39,79 324,58 292.13 1.00 1,00 5,31 125.24 12524 +0.90D+E+0.90H Page 5 f 2 Dsgn. L = 30 00 ft 1 0.136 0,042 39,79 39.79 324.58 292.13 1.00 1.00 s�3 i0 ? 5,24 125.24 Project iille; Lot 58B Madision STRUCTURAL ENGINEERING Engineer: RA Proiect ID: 1708130 _....-..._ Project Descr: AL GiviL Aa0 57auclu"L ENGimeco NG 77510 ®Pr3TArnam LANE. VTTZ V PALM DESMT, CA P.760-360-199a Y:76Q-38Q-996$ C060•60a-M6 �tA7Ls NGSMRA+J'1'NiCTtlRdd..Cc'N Premed: 26 OLT 2017. 1k61AP $t@@I Beam Fife =iurve��'roAMIOTM-11p3-$TR-IPMEN(Aln8136,e Ver,10.17.91. ENERCALC. INC. 1983.2017. Buifd-.1017A Q. RA STRUCTURAL ENGINEERING KW-06005737 Licensee: Description : 850 Overali MaximumDeflections Load Combination Span Max. ° " Deft Location In Span Load Cornbinaton Max_ "+" Defl Location in Span +0+Lr+H 1 1.0888 15+086 0.0000 0.000 Vertical Reactions Support natation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MRXlmurn 10.995 10.995 Coverall MINimum 3,537 3,537 +D+H 5,895 5.895 +D+L+H 5,895 5,895 +D+Lr+H 10,995 10.995 +O+S+H 5.895 5,895 +0+0.750Lr+0.750L+H 9,720 9.720 +D+0.750L+0.7505+H 5.895 5.895 +D+0,60W+H 5.895 5,895 +0+0.70E+H 5.895 5.895 +0+0,750Lr+0.750L+0.450W+H 9720 9.720 +D+0,750L+0,750S+0.450W+H 5.895 5.895 +D40:750L+0.750S+0.5250E+H 5,895 5.895 460D-0.60W+0.60H 3,537 3.537 40.600+0.70E+0,60H 3,537 3,537 0 Only 5.895 5,895 LrOnly 5100 5.100 L Only S only W Only E Only H Only Page 56 of 237 Design Code: Beam —ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear Within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF - SUBJECT Custom Home DATE 10/26/2017 CBC 20161 NDS 2015 851 20,00 2 14,77 0,00 0,00 False False True 0,00 0.00 1 Location: Root` (ON'0604J Section Type: OF/OF 24F - V8 Section Name: 5.125x12 Beam Thickness: 5.12 in. Beam Depth: 12,00 in. A: 61.44 ina Sxx: 122.88 ins Syy: 52,43 ins Fb Base Allowable! 2400 psi Fb Adjust Allowable (CD = 1): 2400 psi Fv Allowable (CD =1): 265 psi Fc Allowable (CD = 1): 1650 psi E; 1800 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live ((bs) Roof Live Balanced Unbalanced Max Value Load (ibs) Snow (Ibs) Snow (lbs) in combination ID UP99 0,00 317 0 281 0 0 1.31 3 UP89 5,23 1724 0 1586 0 0 7.26 3 UP90 20.00 1555 0 1453 0 0 6.59 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (Ibs) Location (fl) Max Shear (lbs) Location (Ibs) D 5.20 -18 11.83 -1555 20.00 D+Lr 10.03 -63 11.83 -3008 120,00 Load Combination LDF Max. Bending Max, Shear Critical ft) (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 6.90 508 2160 123.6 38 238 1519 D+Lr 1,25 980 3000 132.7 73 331 22.2 Total Load 120112gtlon: Span ID Applied (In) Allowable (in) Location (ft) deflection Check Load Combination UP99-UP89 0.002 0,26 250 Passed L/999+ D+Lr UP89-LIP90 0.296 0.74 12.50 Passed Lf598 D+Lr Total Llve LgAd Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check SpaniD UP99-UP89 0,001 0.17 2.50 Passed L/999+ UP89-UP90 0.143 0.49 12,50 Passed L/999+ Page 57 of 237 www. SvuGturaIsoft.00m RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 STRNTf°lilt. PROJECT Lot 58B Madison CHECKED R.A. SHT OF �,� O, IS6.IN(. SUBJECT Custom Home DATE 10/2612017 Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member7 Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Reactions: CBC 2016 ! NOS 2015 B52 17.56 1 13.00 4.56 0.00 False False True 0.00 4.56 6 -ve Cv=0.979 Location: Roof fejq,#4 L"fe) Passed Section Type: DF/DF 24F - V8 Section Name: 6.75x13.5 Beam Thickness: 6.75 in. Beam Depth: 13,50 In. A: 91.12 inx Sxx: 205.03 in3 gyy: 102.52 Ina Fb Base Allowable: 2400 psi Fb Adjust Allowable (CD = 1): 2349 psi Fv Allowable (CD = 1): 265 psi Fc Allowable (CO = 1): 1650 psi E: 1800 ksi Support ID Distance from Reactions (Ibs) Requird Bearing Area Start (ft) Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (lbs) Snow (ibs Snow [Ibs) W combination ID P91 4.56 3522 0 2736 0 0 13.72 3 tJP92 17.66 -591 0 -566 0 0 0.00 1 Analysis 5ummarZ Load Combination Max. Bending Max. Shear Max Moment (k.If,) Shear (Ibs) Location (ft) Max Shear (Ibs) Location (Ins} D •10.82 11,068 14.56 -2A55 14.56 n.61 r Check: -19.58 11845 14.56 -4414 14.56 Code Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check Ib 0.90 -633 114 28.9 40 238 16.9 p+L,r 1,25 •1146 2936 39.0 73 331 21.9 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID Left Cant. 0.351 0.46 0.00 Passed L1312 D+Lr P91-UP92 -0.138 0.65 9.89 Passed L/838t D+Lr Total Live Load Deflection: Applied (in) Allowable (in) Location (ft) Reflection Check 5pantD Left Cant. 0.162 0.30 0.00 Passed U675 P91-UP92 -0.066 0.43 10.14 Passed L/999+ Page 58 of 237 www.structuralsoft.com Design Code: Beam ID: Beam length (fl): Number of spans: Maximum span (ft): Lett cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio; Adjustment factors: RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R,A. SHT OF SUBJECT Custom Home DATE 10/25/2017 CEC 2016 I NDS 2016 B53 Location-, Roof 25.54 Section Type: DF/DF 24F - V8 1 Section Name: 5.125x15 23.18 Beam Thickness: 5.12 in. 2.36 Beam Depth: 16,00 in. 0.00 A-. 76,80 in2 False Sxx: 192.00 irt3 False Syy: 65:54 inp True Fb Base Allowable: 2400 psi 0.00 Fb Adjust Allowable (CD = 1): 2326 psi 2,36 Fv Allowable (CD = 1):; 265 psi 6 Fc Allowable (CD = 1): 1650 psi +ve Cv=0,969 E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (ibs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (lb ) Snow (ibs Snow Ibs W combination ID B 12 2.36 1615 0 1373 0 0 6.30 3 P14 25.54 1472 0 1275 0 0 6,04 3 Load Combination Max, Bending Max, Shear Max Moment (k.If.) I Shear (Iba) ILocation (ft) Max Shear (lbs) I Location (ibs) t3 8.54 -152 114.36 -1472 1 25:54 D+Lr 10.05 -307 1 14.36 -2757 125.54 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) I Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check G 0.90 534 12093 125.5 29 238 12.1 D+Lr 1.25 1003 12907. 134.5 54 331 1613 Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID B12-P14 0.596 1,16 13.89 Passed U467 I]+Lr Total Llye Load Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check Left Can(. 0,003 0 16 0.00 Passed L1999+ B12-P14 0.279 0.77 13.89 Passed U996 www.structuralsoft.com Page 59 of 237 - ASTRUC-MRAL ENGINEERING CIVIL AND STRUCTURAL ENGINEERING Project Title: Lot 58B Madision Engineer: RA, Project ID: 1708130 Project pescr: ?75?a aD UZITELD LMM, 5a11fTL P DAGM AEaEFT, GA F:?6k-7fik-9998 T:'9BG-Tfik-996T C: Tfik-BRB»91Cn enAl l: FszA9FAsr�alrrlsxu .ra+ Printed: 26OCT 2017. - -- �i1e = t�erv8rlPwlagslLDFi�89-11033TR-f1RAtENG11701313t1.9 Steel Beam ENERCALC. INC. 11302017.6uiW10.11.8:19.Ver.10.17.9.1, Description: 655 CODE REFERENCES Calculations per AI5C 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties T Analysis Method: Load Resistance Factor Design Beam Bracing ; Completely Unbraced Bending Axis: Major Axis Bending 100.2) Lrb.G) D(0.3)�Lt1[IC ){Lr0.8) - - i I W 14x26 i Span - 5,250 ft Imo► Applied Loads Beam self weight calculated and added to loadinq Load for Span Number 1 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi W 14x26 Span - 17.50 ft A* Service loads entered. Load Factors will be applied for calculations. Uniform toad : D = 0.020 Lr = 0,020 ksf, Extent = 0.0 -->> 5,250 ft, Tributary Width = 2.0 ft, (Rooi) I Point Load . D =1,20, Lr = 0,90 k (a), 0.0 ft, (B5) Point Load : D =1,70, Lr = 1.40 k 0 0,0 ft, (B56) Load(s) for Span Number 2 Point Load : D = 0.30, Lr = 0.30 k d) 0.0 ft, (859) Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) Point Load: D = 0,90, Lr = 0,60 k aA 1.50 ft, (B38) DESIGN SUMMARY Maximum Sending Stress Ratio F 0.401 : 1 Maximurn Shear Stress Ratio = 0.074 : 1 Section used for this span W14x26 Section used for this span W14x26 Mu: Applied 39.563 km-ft Vu : applied 7.912 k Mn " Phi: Allowable 98.607 k-ft VnPhi: Allowable 106.335 k j Load Combination +1.20D+1.60Lr-+0.50L+1.60H Load Combination +1.20D+1.60Lr+0.50L+1.60H Location of maximum on span 0.000ft Location of maximum on span 5.250 h Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.103 in Ratio = 1,225>=360 Max Upward Transient Deflection 0.103 in Ratio = 1,225 >=360 Max Downward Total Deflection 0.231 in Ratio = 545 0=240 Max Upward Total Deflection -0.096 in Ratio = 2182 >-240 Maximum Forces & Stresses for Load Combinations_ Load dombinatinri ^ - Max Stress Ratios 8ummary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx PhE Vnx +1.40D+1.60H Dsgn, L = 5,25 ft 1 0.162 0,043 -22.59 21% 154.75 139,27 1.00 1,00 4,55 106.34 106.34 Dsgn. L = 17.50 ft 2 0.224 0.031 -22.59 22.59 111.94 100.74 2.17 1.00 3.25 106-34 106.34 +1.20D+U.5OLr+1,60L+1.60H Dsgn, L = 5,25 ft 1 0,184 0.048 -25.67 25.67 154.75 139,27 1.00 1.00 5,15 106,34 106,34 Dsgn, L= 17.50 ft 2 0.258 0.035 -25.67 25.67 110.75 99.67 2,15 1.00 3.69 10634 106,34 +1, 20D+1.60L-0.50S+1,60H Dsgn.L= 5,25ft 1 0139 0,037 -19.36 19.36 154,75 139.27 1.00 1,00 3.90 106.34 Dsgn, L = 17.50 ft 2 0.192 0.026 •19.36 19.36 111.94 100.74 2,17 100 2.79 106.34 I. - 4 +1, 20D+1.60Lr+0.50L+1.60H Dsgn, L = 5,25 ft 1 0.264 0,074 -39.56 39,56 154,75 139.27 1,00 1.00 7,91 10634 106,34 0sgn, L = 17,50 It 2 0.401 0.053 -3946 39,56 109,56 98,61 2,12 100 567 106.34 106,34 +1.20D+1,60Lr450W+1.60H Dsgn. L = 5.25 It 1 0,284 0,074 -39.56 39.56 154.75 139,27 1,00 1,00 7.91 106.34 106.34 Dsgn. L = 17.50 ft 2 0A01 0.053 -39.56 39,56 109.56 98.61 2.12 1,00 5.67 106,34 106.34 +1.20-450L+1,60S+1,60H Page 60 of 237 Dsgn. L = 5.25 ft 1 0139 0,037 -19.36 19.36 154.75 139,27 1.00 100 3.90 106.34 106.34 Dsgn. L = 17.50 ft 2 0192 0,026 -19.36 19.36 111.94 100.74 2.17 1.00 2.79 106,34 10634 STRUGTIJR#1L ENGINEERING CIM AND 5TI%ucruNAL:rrsErnexies 17M s"D aMPTEL0 LAW, MUM 0 PAIN MCAT, Cl[ q[360.360.Me f[?66.960�9903 C: T6©-006.9Id8 ,KTr.- anun.+r,+rerrrr[n�[..r:s Description : 655 Load Combnation Max Strr Segment Length Span# M +1.20D+1,60S450W+1.60H _..._.. _-- Dsgn. L = 5.25 It 1 0,139 Dsgn. L = 17,50 ft 2 0.192 +1,20D+0.50Lr+0.50L+W+1,60H Dsgn. L = 5,25 ft 1 0.184 Dsgn. L = 17,50 ft 2 0.258 +1.20D+0, 50L+0.50S+W+1,60H Dsgn. L = 5.25 ft 1 0.139 Dsgn.L= 17,500 2 0,192 +1.20D+0.50L+0.20S+E+1.60H Dsgn, L = 5.25 h 1 0,139 Dsgn, L= 17,50 ft 2 0,192 +0.901)+W+0.901-1 Dsgn. L = 5.25 ft 1 0.104 Dsgn. L = 17,50 It 2 0.144 +0.900+E+0.90H Dsgn, L = 5.25 ft 1 0.104 Dsgn, L = 17,50 ft 2 0.144 Overall Maximum Deflections Project Title: Lot 58B Madision Engineer: R.A. Project Descr. s Ratios _ V max Mu + max Mu - Summary of Moment Values Mu Max Mnx Phl'Mnx _ _ _ Cis Rm 0,037 -19.36 %36 154.75 139.27 1.00 1.00 0.02E -19,36 19,36 111.94 10074 2.17 1,00 0,048 •25.67 25,67 154,75 139.27 1.00 1.00 0.035 -25,67 25,67 110.75 99,67 2.15 1,00 0,037 -19,36 19.36 154,75 139.27 1,00 1,00 0.026 -19,36 19.36 111,94 100.74 2,17 1.00 0,037 -19,36 19.36 154.75 139.27 1.00 1.00 0,026 -19,36 19.36 111.94 100,74 2.17 1.00 0,027 -14>52 14.52 154.75 139.27 1.00 1.00 0.020 -14,52 14.52 111,94 100.74 2.17 1,00 0.027 -14.52 14,52 154.75 139.27 1.00 1.00 0.020 .14.52 14.52 111,94 100.74 2.17 1.00 Load Combination Span Max, '- Deft Location in Span Load Combination +D+Lr+H 1 012310 0.000 2 HOW 0,000 +D+L[+H Vertical Reactions Support notation : Far left is #1 oad Combination Support 1 support 2 support 3 O+rerali MAXlmum 10.482 -0,570- Overall MINimum 3521 4160 +D+H 5.669 -0,267 +D+L+H 6.869 -0.267 +D+Lr+H 10.482 -0.570 +D+S+H 5.869 -0.267 +D+0,750Lr+0,750L+H 9,329 -0.495 +D+0.750L+0.750S+H 5.869 -0.267 +0+0.60W+H 5,869 -0.267 +0+0.70E+H 5.859 -0.267 +0+0.750Lr+0,750L{0.450W+H 9.329 -0,495 +D+0,750L+0.750S+0.450W+H 5-869 -0,267 +D4750L+0.750S+0.5250E+H 5169 -0.267 •0.60D+0.60W+0.60H 3.521 -0.160 +0,60D40.70E+0.60H 1521 0,160 D Only 5.869 -0,267 Lr Only 4,613 4303 L'Only S Only W Only E Only H Only Project ID, 1708130 Summary of Shear Values VuMax Vnx Phi"Vnx 3.90 106,34 106,34 2,79 106,34 106,34 5,15 106,34 10634 3.69 106.34 106.34 3,90 106.34 106,34 2,79 105.34 106.34 3.90 106.34 106.34 2.79 106.34 106.34 2.92 106.34 106.34 2.09 106,34 106.34 2-92 106:34 106.34 2.09 106,34 106,34 Max. "+K Defl Location in Span - - - 0.0000 6.930 �- •0.0962 6.930 Values In KIPS Page 61 of 237 RA Structural Engineering, Inc. DESIGNED R.A, JOB NO. 1708130 Sl'Cli'?ail. PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/25/2017 i Design Code. Bean _lD: Beam length (ft); Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu tap (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: Reactions: CBC 20161 NOS 2015 856 Location: Roof ( (ov?, ed Z'w 9e) 22,17 Section Type: DF/DF 24F - V8 1 Section Name: 5.125x13.5 20.39 Beam Thickness: 5.12 in. 0.00 Beam Depth: 13.50 in. 1,78 A: 69.12 in7 False Sxx: 155,52 in3 False Syy: 58,98 in3 True Fb Base Allowable: 2400 psi 0,00 Fb Adjust Allowable (CO = 1): 2383 psi 1,78 Fv Allowable (CD 1): 265 psi 5 Fc Allowable (CD = 1): 1650 psi +ve Cv=0.993 E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (IDS) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs) Snow (Ibs) Snow (Ibs) inz combination ID B55 0,00 1513 0 1358 0 0 6,30 3 B52 20.39 2286 0 1883 0 0 8.79 3 Load Combination Max. Bending Max Moment (k.lf.) Shear (lbs) Lotal 10,01 -252 19,54 1111.82 -437 19,54 Max. Shear (ft) IMax Shear (Ibs) F.—Cation B Load Combination LDF Max. Sending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D D+Lr 0,90 1.25 779 1452 12145 12979 136.0 148.B 41 76 236 331 170 123.0 Total Load Defigctian: Span ID Applied (In) Allowable (In) Location (ft) Deflection Check Load Combination B55-B52 0.718 1.02 10,21 Passed 1-1341 D+Lr T_gtal Live Load SpanlD Deflection: Applied (in) Allowable tin) Location (ft) Deflection Check B55-B52 0.338 0.68 10,21 Passed L1724 Right Cant, 0A05 0,12 22.17 Passed L/999+ Page 62 of 237 www.structura(soft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 588 Madison CHECKED? R.A. SHT OF RLI AEG, INC, - - SUBJECT Custom Home DATE 10/25/2017 Design Code: Beam ID- Beam length (ft): Number of spans; Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft); Ignore shear within (d)? Repetitive member? Include own weight? Lu top (it): Lu bottom (ft): Slenderness Ratio: Adjustment factors: CBC 20161 NDS 2015 057 19.97 1 19.97 0.00 0.00 False False True 0.00 0.00 1 Location: Roof frovP4 tAnr) Section Type: ti Douglas Fir - Larch NoA Section Name: 6x12 Beam Thickness: 5.50 in. Beam Depth; 11.50 in. A: 63.25 W Sxx: 121.23 in3 Syy: 57.98 in3 Fb Base Allowable: 1350 psi Fb Adiust Allowable f CD = 1): 1350 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi E; 1600 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) Live (lbs) Roof LNO Balanced Unbalanced Max Value Load {Ibs) Snow (Ibs) Snow fibs) in2 combination tD 1 B56 0.00 387 0 245 0 0 1.39 3 P32 19.97 391 0 248 0 0 1.39 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (lbs) Locatian (ft) Max Shear (Ibs) Locatlon (Ibs) D 1.93 10 9.98 -387 19.97 1 0+Lr 3.16 10 19,90 -632 19.97 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check Q 0.90 191 1215 '15.7 9 153 6.0 D+i_r 1.25 312 1688 18.5 15 212 171 Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID 1356•P32 0.203 1.00 9.98 Passed U999+ D+Lr Dotal Live Load _Deflection; SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check B56-P32 0.079 0.67 9.98 Passed Ll999+ Page 63 of 237 www. structu ralsoft.com Project Title: Lot 68B Madision -STRUCTURAL. I�IGINEERING Engineer: R.A. project ID; 1708130 AProject Descr: CIVIL ANo STRUCTURAL ENGINECOINC 17576 51°RTM?'tXL0 LINE, SUITS D 0ALM DISERt, CA Rs160-30-499E !;?66-360-9903 C;760-90E-91A6 DML6 RE27yRAS1'fE1CTi[0.AL.iQ1 ftnled.26OCT 201r-9,3110' File=11sa+V6s<PMOCUWOTUS-t143-5TR-11RA10NG117G8s30-& i Steel Beam ENERCALC INC. 1983.2017. Build: 10. 17-9 13, Ver 10.17.9.1, Description: 859 1 fV1(*5M►' &4� 1 } CODE REFERENCES __.•_ _•_- Calculations per AI5C 360-10, IBC 2015, ASCE 7-10 Load Combination Set ASCE 7.10 Material Properties Analysis Method: Load Resistance Factor Design Fy ; Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending C1(2.1 ) Lr fi 17[1Q.3) Lro5]pTO-:to r(0:2Q� D({0.0255} a W 14x61 W14x61 I Span 13,50 ft Span - 18.50 ft I I - - _. ------- AppliBd Loads - _ Service loads entered. Load Factors will be applied for calculations_ Beam sell weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0,020, Lr = 0 020 ksf, Extent = 0,0 --» 5.750 fl, Tributary Width -11.0 ft, (Roof) Uniform Load : 0 = 0.020, Lr = 0.020 ksf, Extent = 5.750 --» 13-50 ft, TTbutary Width = 14.50 ft, (Roof) Point Load : D = 2.10. Lr =1.50 k 0 0.0 ft, (B64) Point Load : D = 0.30, Lr = 0,250 k (dt 5.750 ft, (B60) Uniform Load : D = 0,0170 ksf, Extent = 5.750 ->a 13,50 ft, Tributary Width =1.5D ft, (Parapet) Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width =14.50 ft, (Roof) Uniform Load 0 = 0.0170 ksf, Tributary Width =1,50 ft, (parapet) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.371 ' 1 Maximum Shear Stress Ratio = 0.107 : 1 Section used for this span W14x61 Section used for this span W14x61 Mu : Applied 141.918 k-ft Vu : Applied 16.740 k Mn ' Phi: Allowable 382.500 k-ft Vn " Phi, Allowable 156.375 k Load Combination +1.200+1.60Lr+0.50L0.60H Load Combination +1.20❑+1.60Lr+0.50L+1.60N Location of maximum on span 13,500ft Location of maximum on span 13.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Maas Downward Transient Deflection 0,461 in Ratio = 702 >=360 . Max Upward Transient Deflection 0.461 in Ratio = 702 >=360 I Max Downward Total Deflection 1.082 in Ratio = 300 >=240 Max Upward Total Deflection -0,123 in Ratio = 1799 >=240 Maximum Forces & Stresses for Load Combinations _ Load Combinalion Max Stress Ratios Summary of Moment Values _Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu -� Mu Max Mnx Phi`Mnx Cb Rm VuMax Vnx Phi"Vnx *1.40D+1,60H Dsgn, L = 1150 ft 1 0.216 0,062 -82.81 82.81 425.00 382,50 1.00 1.00 9.71 156+38 156,38 Dsgn, L = 18.50 ft 2 0.216 0,060 0.15 -82,81 82.81 425,00 382,50 1,00 1,00 9.35 156.38 156.38 +1,20D+0.50Lr+1,60L+1,60H Dsgn. L = 13,50 ft 1 0,244 0.070 -93.15 93.16 425.00 382.50 1,00 1.00 10,95 156.38 156,38 Dsgn.L= 18,50 It 2 0.244 0.068 0.20 -93.15 93.15 425,00 :382.50 1,00 1.00 10,56 156.38 4- +1, 20D+1,60L+0,505+1,60H Dsgn. L = 13.50 ft 1 0,186 0.053 -70.98 70.98 425.00 382,50 1.00 1,00 8.32 156.38 d Dsgn. L= 18,50 ft 2 0,186 0,051 0,13 -70,98 70.98 425.00 382,50 100 1.00 8.02 156,38 156,38 +1.20D+1.60Lr+0.50L+1.60H Dsgn,L= 13.50ft 1 0,371 0,107-141,92 141,92 425.00 382,50 1,00 1,00 16,74 156.38 156,38 Dsgn. L = 18.50 ft 2 0,371 0,103 0.35-141.92 141.92 425.00 382,50 1.00 1.00 1614 156,38 156.38 +1.20D+1.60Lr+0.50W+1,60H Dsgn. L = 13,50 ft 1 0,371 0.107-141.92 141.92 425,00 382,50 1.00 1.00 16.74 156,38 156.38 Dsgn, L = 18,50 ft 2 0.371 01103 0.35-141.92 141.92 425,00 382,50 1,00 1.00 Page144of 2M,38 156,38 +1.20D+0.50L+1.60S+1,60H 0sgn, L = 13.50 ft 1 01186 0,053 -70.98 70.98 425,00 382.50 1,00 1.00 8,32 156.38 156,38 ----- ---- Project Title: Lot 58B Madision FIASTRUCTURAL ENGINEERING Engineer: R.A. Proiecl ID; 1708130 - _- Project Descr; CIVIL AAb 5TNU4YUAAA, E![G•XCEAlXG ".757R SPRY1RiPL ELD LAND. �fi7E D YhIM DESERT; C8 $;?dp-34tl-A99A T:78D-J6n•S9tlS G:76R-ERtl-V U8 t3lAE}.s RGChoRi..Sr�C7DRhL.Etlf 1�tIR1EG:z&gG'r74i7, 9;]R..At7 @@� Beam file = use�verwraiecratOTMB-IW-STa-1�ATNGo 1748130.ecs ENERCALC. INC.1933-2017. Buifd:10.17.9.13, Ver.10.17.9.13 Description : B59 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Maxi Mnx Phl"Mnx Cb fim V11Max Vnx Phi'Vnx Dsgn. L = 18,50 ft 2 0,186 0.051 0.13 -70.98 70,98 425,00 382.50 1.50 56 8.02 156,38 156,38 +1.20D+1.605+0.50W+1.60H Dsgn. L = 13,50 ft 1 0,186 0.053 -70.98 70,98 425.00 382,50 1,00 1.00 8.32 156.38 15638 Dsgn, L = 16.50 ft 2 0.186 0,051 0.13 -70.98 70,98 425.00 382.50 1.00 1.00 8.02 156.38 156,38 +1.20D+0,50Lr*0.50L+W+1,60H Dsgn, L= 13.501t 1 0,244 0.070 •93,15 93.15 425.00 382.50 1,00 1.00 10.95 156.38 156,38 Dsgn, L= 18.50ft 2 0,244 0,068 0.20 -93,15 93.15 428.00 362.50 1,00 1.00 10,56 156,36 156,38 +1,20D+0.50L+0.508+W+1,60H Dsgn. L = 13,50 ft 1 0.186 0A53 -70.98 70.98 425,00 382.50 1.00 1.00 8,32 156.38 156.38 Dsgn. L= 18.50ft 2 01186 0,051 0.13 -70.98 70.98 425,00 352.50 1.00 1.00 8.02 156.38 156.38 +1.20D+0,50L+0.205+E+1.60H Dsgn. L = 13.50 ft 1 0,186 0.053 -70,98 70,98 425,00 382.50 1.00 1.00 8,32 156.38 156.38 Dsgn. L = 16.50 ft 2 0.186 0,051 0.13 -70.98 70.98 425,00 382.50 1,00 1.00 8,02 156,38 156,38 +0.90D+W;0,90H Dsgn, L= 1150 ft 1 0.139 0,040 -53.23 53.23 425,00 382,50 1,00 1,00 6.24 156,38 156.38 Dsgn, L= 18.50ft 2 0,139 0,038 0,10 -53,23 53,23 425,00 382,50 1.00 1.00 6.01 156,38 156.38 40.900+E+0.90H Dsgn: L = 13.50 ft 1 0.139 0,040 >53.23 53.23 42500 382.50 1.00 1.00 6.24 156.36 156.38 Dsgn, L = 18.50 ft 2 0,139 0.038 0,10 -53.23 53.23 425.00 382,50 1.00 1,00 6,01 156.38 156.38 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+• Dell Location in Span +D+U+H 1 1.0817 0.000 0.0000 6,734 2 0.0000 0,000 +D+Lr+H •0,1234 6.734 fertical Reactions support notation : For left is41 Values In KIPS ,cad Comhinafion Support i Support 2 Support 3 i5verali MAXImum 23,955 0.571 Overall MINimum 8.168 0,171 +D+H 13.613 0.285 +O+L+H 13.613 0.285 +D+Lr+H 23,955 0,571 +D+S+H 13.613 0185 +D+0.750Lr+0.750L+H 21,370 0,500 +13+0.7501-+0,750S+4q 13,613 0.285 +0+0,60W+H 13,613 0.285 +D+0.70E+H 13.613 0.285 +D+0.750Lr+0,750L+0.450W+H 21,370 0,500 40+0,750L+0,750S40A50W+H 13,613 0.285 +0+0.750L+0,750S+0,5250E+H 13,613 0.285 +0.60D+0.60W+0.60H 8.168 0,171 40,60D+0,70E+0,60H 6.168 0,171 D Only 13.613 0.285 Lr Only 10.342 0,286 L Only S Only W Only E Only H Only Page 65 of 237 RA Structural DESIGNED R.A. JOB NO. 1708130 IN1ffNN .IN", CHECKED RA, DATE 10/25/2017 SHT OF PROJECT Lot 588 Madison Custom Home :SUBJECT Design Code: CBC 20161 NOS 2015 S � ) 7_ID: Passed Beam B60 Location: Roof L+l/1a 7e.-A Beam length (ft): 12.44 Section Type: Douglas Fir - Larch No,1 Number of spans: 1 Section Name: 6x8 Maximum span (fit): 12.44 Beam Thickness: 5.60 in. Left cantilever Lc (ft): 0100 Seam Depth: 7.50 in. Right cantilever Lr (ft): 0.00 A: 41,25 iT12 Ignore shear within (d)? False Sxx! 51,56 W Repetitive member? False Syy: 37.81 01 Include own weight? True Fb Base Allowable: 1350 psi Lu top (ft)! 0.00 Fb Adjust Allowable (CD =1): 1350 psi Lu bottom MY 0.00 Fv Allowable (CD =1): 170 psi Slenderness Ratio: 1 Fc Allowable (CD = 1): 925 psi Adjustment factors: E: 1600 ksi Reactions: Load Combination Max. Bending Max, Shear Max Moment (k,Ef.) I Shear IEbs} location (fS) Max Shear (Ihs) location tlhs) it-, 0.95 10 _ 6.22 -305 1 12.44 Code Qqok. Load Combination Max. Bend ,i) rFb (psi) 6,22 Max. Shear 73 12 Total Laad Def12rt1f21 Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination t359-P103 0.155 0.62 TO Passed 963 D+Lr Total Live Load Daflogtion., Span[D Applied (In) Allowable IN Location (ft) Deflection Check B59-P103 0.069 0.41 8.22 Passed L1999+ Page 66 of 237 www. structura I soft. co m RA Structural PROJECT Lot 58B Madison [TINI%' Ist Design Code: Beam_ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)7 Repetitive member? Include own weight? Lu top (ft)-. Lu bottom (ft): Slenderness Ratio: Adjustment factors: DESIGNED R.A. JOB NO, 1708130 CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/26/2017 CBC 20161 NDS 2015 862 5.96 1 5.96 0.00 0.00 False False True 0.00 0.00 1 Location: Roof 1;, IA&o 'R.-t / Section Type: Douglas Fir - Larch No,I Section Name: 6x.12 Beam Thickness: 5.50 in. Beam Depth: 11.50 in. A: 63.25 in2 Sxx: 121.23 in3 Syy: 57.98 €ns Fb Base Allowable: 1350 psi Fb Adiust Allowable (CD =1): 1350 psi Fv Allowable (CD =1): 170 psi Fc Allowable (CD = 1): 925 psi E: 1600 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (Ibs), Snow (lbs) Snow (ibs) 0n7 combination ID P105 0.00 330 0 277 0 0 1.33 3 P33 5.96 401 0 359 0 0 1.67 3 Analy,;is Sumsnary. Load Combination Max. Bending Max. Shear Max Moment (k,lf.) Shear ;Ibs) Localion (ft) Max Shear (Ibs) Location (ons) 0 0.74 -7 2.20 -401 15,96 ❑+Lr 1.42 -19 12,20 -760 5.96 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) jFb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D 0,90 73 1216 6.0 10 153 1212 62 D+Lr 1.25 140 11688 8.3 18 8.5 Total Load _De ectlon: Applied (in) Allowable (€n) Location (ft) Deflection Check Load Combination Span 10 P105•P33 0.008 0.30 2.98 Passed U999+ D+Lr Total Live Load_Deflectio Applied (in) Allowable (in) Location (ft) Deflection Check 5panlD P105•P33 0.004 020 2.98 Passed L1999+ Page 67 of 237 www.structuralsoft.com RA Structural 5TM 111 PROJECT Lot 58B Madison W%MG, LXC. SUBJECT Custom Home DESIGNED R.A. CHECKED R.A. DATE 10/25/2017 JOB NO. 1708130 SHT OF --- Design Code: CBC 20161 NDS 2015 � Passed Beam ID: B64 Location, Roof (At Beam length (ft): 21.75 Section Type: OF/OF 24F - V8 Number of spans: 1 Section Name: 5.125xl3.5 Maximum span (ft): 16.48 Seam Thickness: 5,12 in. Left cantilever Lc (ft): 5.28 Beam Depth: 13.50 in. Right cantilever Lr (ft): 0,00 A: 69.12 Ind Ignore shear within (d)7 False Sxx: 155.52 in3 Repetitive member? False Syy: 58,98 in, Include own weight? True Fb Base Allowable: 2400 psi Lu top (ft): 0.00 Fb Adiust Allowable (CD = 1): 2364 psi Lu bottom (fi): 5.28 Fv Allowable (CD = 1): 265 psi Slenderness Ratio: 8 Fc Allowable (CD : 1): 1650 psi Adjustment factors: -ve Cv=0.985 E: 1800 ksi $@.ribs: Support ID Distance from Reactions (Ibs) Requird Bearing Area Start (ft) Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load (lbsl Snow (Ibs) Snow (Ibs) (ins combination ID B59 5.28 1 2044 1 0 1 1429 0 0 7.32 13 Anatysil 5urnmart: Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (Ibs) Location (ft) Max Shear (ibs) Location (!bs) D •623 1710 15.28 •1334 5.27 D+Lr -10.73 11188 1 5.28 4286 527 Code Cftek: Load Combination LDF Max. Bedding Max. Shear Critical fb (psi) Fb (psi) % Code Check Max tv (psi) Fv (psi) % Code Check 0 0,90 481 E127 122,6 29 238 12.1 D+Lr 1.25 -828 12955 128,0 50 331 15.0 Applied (In) Allowable (in) Location Oil) Deflection Check Load Combination Span ID Lett Cant. 0,335 0.53 0.00 Passed LI377 D+Lr B59-P105 -0.137 0.82 11.75 Passed L/999+ D+Lr Total Live Load SpanlD 12gfiR6tion, Applied (in) Allowable (In) Location (ft) Deflection Check Left Cant. 0.156 0.35 0.00 massed U812 B59-P105 -0,072 0.55 12.25 Passed U999+ Page 68 of 237 www.structuralsoft, com -- - -- Project Title: ENGINEERING Engineer: ASTRUCTURAL _ _ . Project Descr; A EL CIVIL AND STRUCTURAL EM MNCERING 11510S,FRtW?4r,D L&M. SUITE ti MR MSMT, CA C:760-%a-9994 T:1a0�1Ea-94D3 CF?Ea-Sae-91[6 MIL- H8'UM3r10,'C"U2ALXCM ,teel Beam Description: B63 /p1hS�r 8.0d've"") CODE REFERENCES Calculations per A1SC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis., Major Axis Bending �to,a7?aLrt0.37) W 1 ox33 Span = 20.50 rt Lot 58B Madision R.A. File =11mvelPro*t&1L0T588-1% ENERCALC. INC.1983.2017 Project 10: 1708130 Fy : Steel Yield 50.0 ksi E: Modulus: 29,000.0 ksi 7-9-13. Ver-161 Applied Loads -„ Service loads entered. Load Factors will be applied for calculations. Seam self weight calculated and added to loading Uniform Load: D = 0.020, Lr= 0,020 ksf, Tributary Width =18.50 ft, (Roof) DESIGN SUMMARY ' • Maximum Bending Stress Ratio = 0.388: 1 Maximum Shear Stress Ratio = 0.130 : 1 Section used for this span W10x33 Section used for this span VV10x33 Mu : Applied 56,503 k-ft Vu : Applied 11.025 k Mn ' Phi : Allowable 145.500 k-ft Vn ' Phi: Allowable 84,651 k Load Combination +1.20D+1.60Lr+0..50L+1.60H Load Combination +1,20D+1,60Lr-*0.50L+1.60H Location of maximum on span 10.250ft Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 ` Maximum Deflection Max Downward Transient Deflection 0,298 in Ratio = 825>=360 j Max upward Transient Deflection 0.298 in Ratio = 825 >=360 I Max Downward Total Deflection 0,622 in Ratio = 395 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 ~ Maximum Forces & Stresses for Load Combinations -Summary Load Combination _ Max Stress Ratios _ Summary. of Moment Values of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max JMnx Phi"Mnx W Cb Rm VuMax _Vnx Phi'Vnx +1.40D+1,60H Dsgn, L = 20,50 ft 1 0.204 0.068 29.64 29.64 161,67 145.50 1.00 1.00 5,78 84.65 84.65 +1.20D+0.50Lr+1.60L-1,60H Dsgn: L = 20.50 ft 1 0.241 0,081 35.12 35.12 161.67 145.50 1,00 1.00 6.85 84.65 8445 +1.20D+1.60L+0.50S+1,60H Dsgn. L= 20.50ft 1 0.175 0,059 25.40 26,40 161.67 145.50 1.00 1,00 4-96 84.65 84,65 +1.20D+1.6OLr+0.50L+1.60H Dsgn. L = 20,50 It 1 0.388 0,130 56.50 56,50 161.67 145.50 1,00 1,00 11.02 84.65 84.65 +1.20 D+1.60 L r+0 , 50W+1.60 H Dsgn. L = 2040 ft 1 0-388 0,130 56,50 56.50 161.67 145.50 1.00 1,00 11.02 84.65 84,65 +1.20D+0, 50 L+1.60S+1,60H Dsgn, L = 20.50 ft 1 0,175 0.059 25,40 25,40 161.67 145.50 1.00 1.00 4.96 84,65. 84,65 +1,20D+1,60S+0.50W+1,60H Dsgn. L = 20.50 ft 1 0.175 0.059 25A0 25A0 161 N 145.50 1.00 1.00 4,96 84,65 84,65 20 D+0,50Lr+0.50L+W+1.60H Jsgn. L = 20,50 ft 1 0,241 0,081 35.12 35A 2 161.67 145.50 1.00 1.00 6.85 84.65 84,65 +1,20D+0.50L+0.50S+W+1.60H Dsgn, L = 20.50 ft 1 0.175 0.059 25.40 25.40 161.67 145.50 1,00 1,00 4.96 84,65 84,65 +1, 20 D+0.50 L+0, 20 S+E+1, 60 H Dsgn. L = 20,50 ft 1 0,175 0,059 25.40 25.40 161.67 145.50 1.00 1,00 4.96 84.65 84.65 +0,90D+W+0.90H Dsgn. L = 20.50 ft 1 0,131 0.044 19.05 19,05 161,67 145.50 1.00 1,00 3,72 84,65 84.65 +0.90D+E+0:90H Dsgn. L = 20.50 ft 1 0.131 0.044 19.05 19.05 161.67 145.50 1,00 1,00 Page ��f 23�4 65 84.65 Project Title*. Lot 58B Madision STRUCTURAL ENGINEERING Engineer: R.A. Project ID: 1708130 CIVILANO SrfeUCiVAARroject Descr:L BNQrNBCNIN6 7i570 SDA WMELA Lm. WrT[ A FALL 13m r, CA PL760-360-9DaBB-�60-990 Cr7G0»OOn•13ifi ZNhIL: P=?J NYrJIIV RAL.C411 Beam r�rea:2GOCr 2oia, &54Ae' 5}1e@! ger�t11 Fwa%womAPmjmtB%OT$66-,1Q3STR-tRAeNG11i08130,ec ENERCALC. INC, 19(3.2017. Build: 10.17.9.t3. Ver:1017.9.15 KW-06005M Licensee, RA STRUCTURAL ENGINEEMN101 Description: 963 Overall Maximum Deflections Load CombinaWn Span iutax. -* Defl Location in Span Load Combination Max. '+• Del) Location In Span +D+Lr+H 1 0.6222 10.309 0.0000 0.000 Vertical Reactions Support natation ; Far left is#1 Values in KIPS Lead Combinaation Support I Support 2 v�AXimum 7.923 7,923 Overall MlNimum 2A78 2,478 +D+H 4,131 4,131 +D+L+H 4.131 4,131 +D+Lr+H 7.923 7,923 +D+S+H 4,131 4.131 +D+0,750Lr+0.750L+H 6,975 6,975 +047501-+0.750S+H 4.131 4.131 +D+0.60W+H 4,131 4,131 +0+0,70E+H 4,131 4,131 +0+0,7501-r+0.750L+0:450W+H 6.975 6,975 +D+0.750L+0.750S+0,450W+H 4.131 4,131 +D+0,750L+0,750S+0.5250E+H 4,131 4,131 460D+0.60W+0.60H 2,478 2,478 +0.600+0,70E+0.60H 2,478 2.476 0 Only 031 4,131 LrOnly 3.793 3,793 L Only S Only W Only E Only H Only Page 70 of 237 ��sraucrv�RL F.rlcii�reRlwc .w wxia e. r.. art; .••.. •.�. �n..s. wi:ixrme+or.a.cw .00d Beam i.rs. Description : Cantilever Beam @ Master Bedroom 1B63A] CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination f BC 2015 Wood Species : DFIDF Wood Grade ; 24F - V8 Beam Bracing : Completely Unbraced M � 5.125x15 5.125x15 Project Title: Lot 58B Madision Engineer R.A. Protect iD: 1708130 Project Ueser: Printed: 20 APR W 8, ! V37AM File =1lzw eriatgWlsrLOTW9-JW.5TR-11RA104.17--11¢NL±11708130.0a ENERCALC. INC.1983-2018. BM:10.18,1,31. Ver:10.18.1.31 I Fb + 2400 psi E : Modulus of Elasticity - Fb . 2400 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend . xx 950 ksi Fc - Perp 650 psi Ebend- yy 1600ksi Fv 265 psi Eminbend . yy 850 ksi Ft 1100 psi Density 31.2pcf Span = 2.50 ft Applied Loads Beam self weight calculated and added to loads Load for Span Humber 2 Uniform Load : D = 0,0370, Lr = 0.020 , Tributary Width =1.0 It Point Load : Lr = 0.250 k @ 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual 1=B : Allowable - Load Combination Location of maximum on span - Span # where maximum occurs - Maximum Deflection Max Downward Transient Deflection Max Upward 'Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Lr(0.25) span = 8.0 ft _ Service loads entered. Load Factors will be applied for calculations. 0.093 1 Maximum Shear Stress Ratio - 0.103 5.125x15 Section used for this span 5.125x15 272.05psi tv, : Actual _ 34.01 psi 2,929.67psi Fv :Allowable = 331.25 psi +0+Lr+H Load Combination +D+Lr+H 0.000ft Location of maximum on span = 1.267 ft Span # 2 Span # where maximum occurs - Span # 1 0,047 in Ratio = 4100>=360 0.000 in Ratio = 0 �360 0,073 in Ratio = 2644 >=240 0.000 in Ratio = 0 -c240 _Maximum Forces & Stresses for Load Combinations _ ' ^ad Combination Max Stress Ratios- . _ _ Moment Values Shear Values agment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fy Fv W-rH 1,000 1.00 1.00 1,00 1,00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 It 1 0.050 0.056 0.90 1.000 1,00 1,00 1>00 1.00 1.00 1,72 107.21 2151.35 0.69 13AO 238.50 Length = 8.0 it 2 0.050 0,056 0.90 1 NO 1.00 1-00 1.00 1,00 0.98 1,72 107.21 2127,23 0.36 13A0 238.50 +O+L+H 1.000 1.00 1.00 1,00 1-00 0.98 0.00 0.00 0.o0 0.00 Length =2,50 ft 1 0.045 0.051 1.00 1.000 1:00 1.00 1,00 1,00 1,00 1.12 107.21 2369.23 0.69 13.40 265.00 Page 71 of 237 ��STRUCTURAL IaINa man i wa wnr r tl+u li IxiwH9PItrnNc w�fn I rt> �+ffe�Sx4I+FI Project Titie: Lot 585 Madisiort Engineer: RA Project Descr: Protect ID: 1708130 Prnr+tad- M AN 2R$8, 11 A?AN - FIle=llserverlP intsl OTS8B-1703•STR�-1%RA104•17--iWMi708130.& Wood Beam ENERCALC. INC. IM-20%eUiW.10,16131,Ver:V-18.14 KW4600573f Licensee: Description: Cantilever Beam Q Master Bedroom [B63A] Load Combina8on Max Stress Ratios Moment Values 5hearValues Segment Length Span # M V Cd C FIV C i C r C m C t C L M fb F'b V fv F'v Length = 8,0 ft 2 0.045 0.05l 1.00 1.000 1,00 1,00 1.00 1.00 0.98 1.72 107,2.1 2358.33 0.36 13.40 265.00 +D+Lr+H 1,000 1.00 1.00 1.00 1.00 0.98 0100 0100 0.00 0.00 Length = 2,50 ft 1 0,091 0.103 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.36 272.05 2982,84 1,74 34.01 331,25 Length = 8.0 ft 2 0.093 0.103 1.25 1,000 1.00 1,00 1,00 1.00 0.98 436 272,05 2929.67 0.75 34,01 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0,98 0.00 0.00 0,00 0.00 Length = 2.50 ft 1 0,039 0.044 115 1,000 1,00 1,00 1,00 1.00 0.99 1,72 107,21 2745.59 0.69 13.40 304.75 Length = 8.0 ft 2 0.040 0.044 1,15 1.000 1.00 1.00 1;00 1.00 0,98 1 J2 107.21 2702.31 0.36 13.40 30475 +D+0+750Lr+0,750L+H 1,000 1.00 1.00 100 1.00 0.98 040 0.00 0,00 0.00 Length = 2,50 ft 1 0.077 0.087 1,25 1.000 1,00 1,00 1.00 1.00 0.99 3,70 230.84 2982.84 1 A8 28,86 331,25 Length = 8.0 ft 2 0.079 0,087 1,25 1.000 1.00 1.00 1.00 1.00 0.98 3,70 230.84 2929.67 0.65 28.86 331,25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0,98 0,00 0,00 0,00 0.00 Length = 2.50 ft 1 0.039 0.044 1,15 1,000 1.00 1.00 1.00 1.00 0.99 1.72 107.21 2745.59 0.69 13.40 304.75 Length = 8.0 ft 2 0,040 0,044 1.15 1,000 1.00 1.00 1.00 1.00 0.98 1.72 107.21 2702.31 0.36 13,40 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1,00 0,98 0,00 0.00 0.00 0100 Length = 2.50 ft 1 0028 0.032 1,60 1000 1.00 1 Z 1.00 1.00 0.99 1.72 107,21 3811.06 0.69 13.40 42400 Length = 8.0 ft 2 0.029 0032 1,60 1.000 1,00 1,00 100 1.00 0,97 1.72 107,21 3710.62 0.36 13.40 424,00 +D+OJOE+H 1.ODO 1.00 1.00 1,00 1,00 0.97 0,00 0.00 0,00 0.00 Length = 2,50 ft 1 0028 0.032 1,60 1.000 1.00 1.00 1,00 1.00 0,99 1.72 107.21 381146 0.69 13.40 424.00 Length = 8.0 ft 2 0029 0.032 1SO 1.000 1.00 1.00 100 1,00 0.97 1.72 107.21 3710462 0.36 13AD 424.00 +D+0,75OLr+0,760L+0,450W+H 1,000 1.00 1.00 1.00 1.00 0,97 0,00 0.00 0.00 0,00 Length = 2.50 It 1 0.061 0.068 1.60 1.000 1100 1.00 1,00 1.00 0.99 3.70 230,84 3811.06 1,48 28.86 424,00 Length = 8,0 R 2 0.062 0,068 1,60 1.000 1.00 1.00 1.00 1.00 ON 3.70 230.84 3710.62 0.65 28.86 424.00 +D+0+750L+0,750S+0A50W+H 1000 100 1.00 1.00 1.00 0.97 0.00 U0 0.00 Orin Length = 150 ft 1 0028 0032 1.60 1,000 1,00 1,00 1.00 1A 0.99 1,72 107.21 381106 0.69 13.40 47 Length = 8.0 ft 2 0.029 0,032 1,60 1000 100 100 10 1.00 0.97 1.72 107.21 3710.62 0,36 13.40 4 +D+0.750L+0.750S+0.5250E+H 1.000 1,00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =2.50it 1 0.028 0.032 1,60 1,000 1,00 1A 1.00 1.00 0,99 1,72 107.21 3811.06 0.69 13,40 424,00 Length = 8.0 R 2 0.029 0,032 1.60 1.000 100 1.00 1.00 1,00 0,97 1.72 107.21 3710,62 0.36 13,40 424.00 +0,60D+0f60W+0.60H 1,000 1.00 100 1.00 1,00 0.97 0,00 0.00 0.00 0.00 Length = 2.50 ft 1 0017 0.019 1,60 1,000 100 1 A 1.00 1.00 0.99 1.03 64,32 3811.06 0.41 8,04 424.00 Length = 8.0 ft 2 0.017 0,019 1.60 1,000 1.00 1.00 1.00 100 0.97 1,03 6432 3710.62 0,22 8.04 42400 +0.60D+0.70E+0+60H 1,000 1,00 1,00 1.00 1.00 0.97 0.00 0.00 0.00 0,00 Length = 2.50 ft 1 0.017 O.019 1,60 1.000 1,00 1,00 1.00 1 N 0.99 1.03 64.32 3811.06 0.41 8,04 424.00 Length = 8,0 R 2 0:017 0,019 1,60 1,000 1,00 1.00 1,00 1.00 0.97 1.03 64.32 3710.62 0.22 8,04 424.00 Overall Maximum Deflections Load Combination Span Max. "•" Defl Location in Span Load Combination Max,'+" Dell Location in Span 1 0.0000 8.000 +D+Lr+H-0.0012 1.453 +D+Lr+H 2 O.0726 8.000 0.0000 IA53 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination - Support t Support 2 Support 3 Overall MAXImum .1.722 7.603 Overall MINimum -0.666 1,466 +D+H -0.666 1.137 +D+L+H -0.666 1.137 +D+Lr+H -1,722 2.603 +D+S+H -0,666 1.137 *D+0.75OLr+0.750L+H -1.458 2,236 +0+0.750L+0,7508+H .0.666 1.137 +D+0,60W+H -0.666 1137 +D+0.70E+H -0,666 1,137 +D+0.75OLr+0,750L+OA50W+H -1.458 2.236 +D+0.750L+0.750S+0.450W+H -0.666 1,137 +0+0,750L+0.750S+0.5250E+H -01666 1,137 +0,60D+0.60W+0.60H -0.400 0.682 +0.60D+0.70E+0.60H -0,400 0,682 D Only -0.666 1,137 Lr Only -1.056 1,466 L Only Page 72 of 237 e'eRvR.wMlM.-ffa.wc; a..5C.f8f.ftf. ae1.c: ,c.RfAaPat'C2aI:Sa[ Project Title: Lot 58B Madision Engineer: R.A. Protect ID: 1708130 Project Descr: PmIW: 20 APR 2018.11,4MM )ood Beam �iie=Hsary AftiulsltOT588-f103•STR-1V�Aa-17.-1lENMI708130,8C6 ENERCALC, INC.1983.2018, Bulid:10.18.1.31, Ver.10.18.1.31 KW-116006737 Licensee, RA STRUCTURAL ENGINEERING Description: Cantilever Beam @ Master Bedroom j863Bj CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties _ _ Analysis Method. Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Easficify Load Combination JBC 2015 Fbw 2,400.0psi Ebend-xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DFIDF Fc -Perp 650,0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V8 Fv 265,0 psi Erninbend -yy 050.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced -- - _ Lr(0.25) i t7 0.037 Lr(0,02 5.12502 - 1 5.125x12 1. Span =3.0ft Span =6.0ft �AAplied Loads Service loads entered, Load Factors will be applied for calculations_ Beam self weight calculated and added to loads Load for Span Number 2 Uniform Load : D = 0.0370, Lr = 0.020, Tributary Width =1.0 ft Point Load : Lr = 0.250 k @ 6.0 ft DESIGN_SUAIMA ; y_„-.._._ Maximum Bending Stress Ratio = a.f)91' 1 Maximum Shear Stress Ratio - ;11.86$ :1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb : Actual _ 269.84 psi fv : Actual _ 22.65 psi FIB: Allowable - 2,963.S7psi Fv :Allowable _ 331.25 psi Load Combination +D4Lr+H Load Combination +D+Lr+H Location of maximum on span - 0.000 fl Location of maximum on span = 2.011 it Span # where maximum occurs - Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflecbon 0.042 in Ratio = 3424 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max [Downward Total Deflection 0.060 in Ratio = 2418 i=240 Max Upward Total DefleCtidn 0,000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations i gad Combination Max Stress Ratios - _ Moment Values _ _ Shear Values .gment Length span # M V Cd C FIV C I Cr C m C t C b fb F,b V fV F'v - " _ _ H -- 1,000 1.00 1.00 1.00 1.00 0.98 0.00 0,00 0.000,00 Length = 3.0 ft 1 0.041 0,032 0.90 1,000 1.00 1.00 1.00 1.00 1.00 0.91 88.38 2151.72 0.31 7.53 238,50 Length = 6.0 It 2 0,041 0,032 0,90 1.000 1.00 1.00 1,00 1,00 0,99 0.91 88,38 2142.23 0.25 7,53 238.50 +D+L+H 1.000 1.00 1.00 1,00 1,00 0.99 0.00 .0.00 0.00 0.00 Length = 3.0 ft 1 0.037 0.028 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.91 88.38 2389.70 0.31 7.53 265.00 Page 73 of 237 �XrtJRatF �M R,...s��:.��.�..A... T!+6 %i6]MnR:R talR! >%fYR R ae. A. r..W.aIY p`s.�m MLaraM1>M4.XY • Woad Beam Project Till e: Lot 58B Madlsion R,A. Project ID: 7708130 fojectcl DP.$Cir• Project Po,dw, 20APR 2015,11-AW File ■ Ila"rlPr*ctal OT589-1WCiSTR-1WN104-17--11 NMI7001W.w ENERCAM INC.1963.2018, t3ubd:10.1&1.81 V9rf0.18.1.3. Description: Cantilever Beam @ Master Bedroom [96313] Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V E d C FN C I Cr C m C t C L M fb F'b V fv F'v Length = 6.0 ft 2 0,037 0.028 1,00 1,000 1.00 1.00 1,00 1.00 0.99 0.91 88.38 2377.70 0.25 7.53 265,00 +D+Lr+H 1.000 1m 1.00 1100 1.00 0.99 0.00 0.00 0.00 0,00 Length = 3.0 ft 1 0.090 0.068 1,25 1,000 1.00 1.00 1.00 1.00 0,99 2.77 269.84 2983.59 0.93 22.65 331.25 Length =6.0ft 2 0.091 0,068 1,25 1,000 1,00 1.00 1.00 1,00 0.99 2,77 269.84 2963.67 0.60 22.65 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0,00 0.00 0100 Length = 3.0 ft 1 0,032 0.025 1.15 1,000 1.00 1.00 1,00 1.00 1.00 0.91 88.38 2746.22 0.31 7.53 304.75 Length = 6.0 ft 2 0.032 0,025 1.15 1,000 1,00 1.00 1,00 1.00 0.99 0.91 88.38 2729.76 0.25 7.53 304.75 +D+0,750Lr+0,750L+H 1,000 1,00 1.00 1.00 1.00 0.99 0100 0,00 0.00 0.00 Length = 3:0 ft 1 0.075 0.057 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.30 224.47 2983.59 0.77 18.87 3314 Length = 6.0 ft 2 0,076 0.057 1,25 1.000 1.00 1.00 1.00 1.00 0.99 2.30 224.47 2963,67 0.52 18.87 331.25 +D+0,750L+0.750S+H 1.000 1.00 1100 1Z 1.00 0,99 0.00 0.00 0.00 0,00 Length = 3.0 ft 1 0.032 0.025 1.15 1.000 1.00 1.00 1.00 1.00 1,00 0.91 88.38 2746,22 0.31 7.63 304.75 Length = 6.0 ft 2 0.032 0.025 1.15 1.000 1.00 1.00 1.00 1.00 0.99 0.91 88.38 2729.76 0.25 7,53 304,75 +0+0.80W+H 1,000 1.00 1,00 1.00 1.00 0,99 0.00 0,00 0.00 0.00 Length = 3,0 ft 1 0:023 0,018 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.91 88.38 3812.36 0.31 7.53 424.00 Length = 6.0 ft 2 0.023 0,018 1,60 1.000 1,00 1.00 1.00 1.00 0,98 0.91 88.38 3776.75 0,25 7.53 4200 +D+0:70E+H 1,000 1.00 1.00 1.00 1,00 0.98 0.00 0.00 0.00 0.00 Length = 10 ft 1 0.023 0.018 1.60 1.000 1.00 1,00 1,00 1.00 0.99 0.91 88.38 3812.36 0.31 7.53 424.00 Length = 6.0 It 2 0.023 0.018 1,60 1.000 1.00 1.00 1.00 1.00 0.98 0.91 88,38 3776.75 0.25 7.53 424,00 +0+0750Lr+0.750L+0.450W+H 1.000 1.00 1,00 1.00 1.00 0.98 0.00 0.00 0.00 0100 Length = 3.0 ft 1 0A59 0,045 1,60 1.000 1.00 1,00 1,00 1.00 0.99 2,30 224,47 3812.36 0.77 18.87 4200 Length = 6.0 ft 2 0,059 0,045 1.60 1.000 1,00 1.00 1,00 1.00 0.96 2,30 224,47 3776.75 0.52 18.87 424.00 +0+0,750L+0,750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 U0 0,on Length =3.0It 1 0,023 0,018 1.60 1,000 1A 1,00 1,00 1,00 0,99 0,91 88,38 3812.36 0.31 7.53 42 Length = 6:0 ft 2 0,023 0.018 1,60 1.000 1.00 1,00 1.00 1.00 0,98 0.91 88.38 3776.75 0.25 7,53 42&. +0+0,750L+0.750S+0.5250E+H 1.000 1.00 1.00 1,00 1DO 0.98 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.023 0,018 1.60 1,000 1 A 1.00 1.00 1100 0,99 0.91 88.38 3812.36 0,31 7.53 424.00 Length = 6.0 ft 2 0,023 0,018 1.60 1.000 1.00 1 Z 1.00 1.00 0.98 0.91 88,38 3776.75 0.25 7.53 424.00 +0.60D+0.60W+0,60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.014 0.011 130 1,000 1.00 1,00 1,00 1,00 0.99 0.54 53.03 3812.36 0,19 4.52 424.00 Length = 6.0 ft 2 0.014 0,011 1.60 1,000 1.00 1.00 1,00 1.00 0.98 0.54 53.03 3776.75 0.15 4.52 424.00 +0.60D+0.70E+0.60H 1.000 1,00 1.00 1.00 1,00 0.98 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.014 0.011 1,60 1,000 1.00 1.00 1.00 1.00 0,99 0.54 53,03 3812.36 0,19 4.52 424.00 Length =6.0 ft 2 0,014 0,011 1.60 1.000 1.00 1,00 1.00 1,00 0.98 0.54 53.03 3776.75 0.15 4.52 424.00 Overall Maximum Deflections Load Combination Span Max, 'VDell Location in Span Load Combination Max. W Dell Location in Span 1 0.0000 6.000 +D+Lt+H -0,0021 1.743 +D+Lr+H 2 0,0596 6.000 0,0000 1,743 Reactions Support notation : Far left is #1 Values in KIPS _Vertical Loo-d Combination Support 1 Support 2 Support 3 Overall N}A rn -p.902 1.614 Overall MINimum -0.282 0.990 +D+H -0.282 0,624 +D+L+H -0,282 0.624 +D+Lr+H 4902 1,614 +D+S+H -0.282 0.624 +D+0,750Lr+0.750L+H -0.747 1.366 +D+0.750L+0,750S+H -0.282 0.624 +D+0.60W+H -0.282 0.624 +0+0.70E+H -0.282 0.624 +D+0,750Lr+0,750L+0.450W+H -0,747 1,366 +D+0,750L+0.750S+0.450W+H -0.282 0,624 +D+0,750L+0.750S+0,5250E+H -0,282 0,624 +0,60D+0.60W+0.60H -0.169 0,374 +0,60D+0:70E+0.60H -01169 0,374 D Only A282 0,624 Lr Only -0.620 0.990 L Only Page 74 of 237 RA Structural Engineering, Inc. DESIGNED R.A, JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A, SHT OF N NEFYEIG"k. SUBJECT Custom Home DATE 10/25/2017 Design Code: BeamLID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio. Adjustment factors: Reactions: CBC 20161 NOS 2015 BBs 14,98 1 14,98 0,00 0.00 False False True 0.00 0.00 1 Location: Roof (mffsk" NrrVn Section Type: DF/DF 24F - V4 Section Name; 5,125x12 Beam Thickness: 5.12 in, Beam Depth; 12.00 in. A: 61 A4 i1`12 Sxx; 122.88 ins Sm 52,43 in3 Fb Base Allowable: 1850 psi Fb Adlust Allowable (CD = 1): 2400 psi Fv Allowable (CD = 1): 265 psi Fe Allowable (CD = 1): 1650 psi E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) ReQuird Bearing Area Dead (lbs) Live (lbs) i Roof Livia Balanced Unbalanced Max Value Load fibs) Snow (lbs) Snow (lbs) inz combination ID P47 0.00 1517 0 1414 0 0 6.18 3 UP43 14.98 1530 0 1427 0 0 6,48 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (Ihs) Location (ft) Max Shear (lbs) Location (lbs) D 5.37 -4 17.24 -1530 1498 D+Lr 10.35 15 16,99 •2957 14,98 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) % Code Check Max fV (psi) Fv (psi) % Code Check D 0.90 524 2160 13000 243 37 238 1157 D+Lr 1.25 1011 33.7 72 331 12111 Total Load i Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID P47•UP43 0.317 0,75 7.49 Passed U568 D+Lr SpanlD Applied (in) Ailowable (in) Location (ft) Deflection Check P47-UP43 0.152 0.50 7,49 Passed L/989+ Page 75 of 237 www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT of SUBJECT Custom Home DATE 10/25/2017 Design Code: CSC 2016 / NDS 2015 opening ID: 01 Location: Roof Passed Center span Ls (ft): 18<00 Section Type: DF(DF 24F - V4 Left Cantilever Lc (ft): 0 Section Name: 5.125x16.5 Right Cantilever Lr (ft): 0 Opening Thickness: 6.12 in. Ignore shear within (d)? False Opening Depth: 16.50 in. Include own weight? False A' 84,48 lnz Lu tap (ft): 18.00 Sxx: 232.32 in3 Lu bottom (ft): 18.00 Syy: 72.09 in3 Slenderness Ratio: 16 Fb Soso Aliowable: 1850 psi Adjustment factors: +ve Cv=0.984 Fb Adjust Allowable (CO =1): 2277 psi Fv Allowable (CD =1); 265 psi Fc Allowable (CD = 1). 1650 psi E; 1800 ksi Analysis Summary: Load Combination Max. Bending Max. Shear Reaction (Ibs) Max ear (Ibs) Location Sh Max Shear Location (If) I Left Right Moment (k.lt.) (ft) (Ibs) Qode Check: Load Combination LDF Max. Bending Max. Shear Required bearing area (ir?) Critical Fb (psi) % Code Max fv Fv (psi) % Code Left Right fb(psi) Check si Check D 0.90 1017 12049 1496 80 238 33.6 9.52 8.82 n l r 1.25 1819 12704 167.3 144 331 43.6 17.09 15Z8 Total Load Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check: Load Combination Span 10 P1-P2 0.592 0.90 &88 Passed U366 D+Lr Total i De SpanlD Applied (in) Allowable (In) Location (ft) Deflection Check PI-P2 0.261 0.60 8.88 Passed U828 www, s tructura lsoft. co m Page 76 of 237 RA Structural Engineering, Inc. DESIGNED R.A. JOB N0, 1708130 STEIN, PROJECT Lot 688 Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10125/2017 Design Code: Opening ID: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: CBC 2016 / NDS 2015 03 ) Location: Roof irw'tdwjw 5.00 Section Type: Douglas Fir - Larch No.1 0 Section Name: 6x8 0 Opening Thickness 5.50 in. False Opening Depth: 7.50 in. True A: 41.25 inx 5.00 Sxx: 51.56 in3 5.00 Syy: 37.81 Ina 5 Fb Base Allowable: 1350 psi Fb Adjust Allowable (CD = 1): 1346 psi Fv Allowable (CD =1): 170 psi Fe Allowable (CD = 1):. 925 psi E: 1600 ksi Passed Load Combination Max. Bending Max. Shear Reaction (Ibs) Max Moment (k if.) shear (Ibs) Location (ft) Max Shear (Ibs) Location (ft) Left Right 0 1.79 -946 3.23 1290 0.00 1290 1074 a+Lr 3.37 -1839 3.23 2400 0.00 2400 1968 Load Combination LDF Max. Bending Max. Shear Required bearing area (irr ) Critical fb(psi) Fb (psi) I % Code Check(psi) Max fv I Fv (psi) % Code Check Left Right D 0.90 418 11212 134.3 47 1153 130.7 2,83 12,35 p+Lt 1.25 764 11681 146,15 187 1212 1 41.1 1526 14,31 Total Load Deflection, Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span 1D UP83•1386 0.049 0.25 2.60 Passed L1999+ D+Lr Total Live -Load Defiection: Allowable (in) Location (ft) Deflection Check Spanla Applied (In) UP83-1386 0.023 0.17 2.50 Passed L1999+ www.structuralsofit.com Page 77 of 237 Design Code; Opening ID: Center span Ls (ft); Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors_ RA Structural PROJECT Lot 588 Madison SUBJECT Custom Home CSC 20161 NOS 2015 DESIGNED R,A: JOB NO. 1708130 CHECKED R.A. SHT OF DATE 10/25/2017 04 Location: Roof 5.00 Section Type: Douglas Fir- Larch No.1 0 Section Name: 6x8 0 Opening Thickness:. 6,50 in. False Opening Depth: 7.50 in. True A: 41.25 M2 5.00 Sxx: 51,56 in3 5.00 Syy: 37.81 ins 5 Fb Base Allowable: 1350 psi Fb Adjust Allowable (CD = 1): 1346 psi Fv Allowable (CD =1): 170 psi Fc Allowable (CD = 1): 925 psi E: 1600 ksi Passed Load Combination Max. Bending Max. Shear Rsaction(lbs) Max Moment (k.lf.) Shear (Ibs) Location (ft) Max Shear (Iba) Location (ft) Left Right D 1.41 -374 13,15 1023 10,00 1023 872 D+Lr 2,61 -702 1375 1865 10,00 1865 1562 Load Combination LDF Max. Bending Max. Shear Required bearing area (in?) Critical Fb (psi)% Code Max fv Fv (psi.) % Code Left Right fb(psi) Check(psi) Check I) 0.90 328 11212 127,1 37 1153 124,3 2.24 1.91 D+Lr 11.25 1607 1681 .36.1 68 212 131.9 14.09 3.42 span 10 Applied (in) Allowable (in) Location (tt) Deflection Check Load Combination P22-P27 SpanlD 0.038 Applied (in) 0.25 Allowable (in) 2.50 Location (ft) Passed L1999+ D+Lr Deflection Check P22-P27 0.017 0.17 2.50 Passed L/999+ Page 78 of 237 www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO, 1708130 STMI, Re PROJECT Lot 58B Madison CHECKED R.A. SHT OF ENGIN1FIXG.INC . SUBJECT Custom Home DATE 10/25/2017 Design Code: Opening ID: Center span Ls (ft): Left Cantilever Lc (it): Right Cantilever Lr (It): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio. Adjustment factors: Analysism CBC 20161 NDS 2015 05 Location: Roof �E'1 8,00 Section Type: Douglas Fir- Larch No.1 0 Section Name: 6x8 0 Opening Thickness: 5.50 in. False Opening Depth: 7.50 in. True A: 41.25 in2 8.00 Sxx: 51,56 ins 8,00 Syy: 37.81 M3 7 Fb Base Allowable: 1350 psi Fb Adjust Allowable (CD = 1): 1344 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi E: 1600 ksi Passed Load Combination Max. Bending Max. Shear Reaction (Ibs) Max Moment (k.lf.) Shear (Ibs) Location 04 Max Shear (Ibs) Location (ft) Left Right 12360 D 2,32 -166 3.83 -1325 8.00 968 1325 D+Lr 4.07 -345 3.83 -2360 8.00 1646 Load Combination LDF Max. Bending Max. Shear Required bearing area (i62) Critical fb(psi) I Fb (psi) % Code Check Max fv si Fv (psi) % Code Check Left Right D 0.90 540 1210 44.7 48 153 131.5 2.12 2.00 D+Lr 1.25 946 11677 156.4 186 212 140A 3.61 5.17 Total Load -Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span ID UP39-UP64 0.146 DA0 4.00 PassedU659 ❑*Lr Tail[ Live Load Deflection: Allowable (in) Location (ft) Deflection Check SpanlD Applied (in) UP39-UP64 0,062 0,27 4,00 Passed U999+ www.structuralsoft.com Page 79 of 237 RA Structural Engineering, Inc. DESIGNED R.A. JOB NO, 1708130 .MaIRE PROJECT Lot.58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/25/2017 Design Code: Opening ID: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: CBC 2016 J NDS 2015 Roof(-qv"rpd i4na 07 Location. 1100 Section Type: DFIDF 24F - V4 0 Section Name: 5.125x12 0 Opening Thickness: 5,12 in. False Opening Depth: 12.00 in. True A: 61.44 in2 12.00 5xx: 122,88 in3 12.00 Syy: 52.43 Ina 11 Fb Base Allowable: 1850 psi Fb Adjust Allowable (CC = 1): 2358 psi Fv Allowable (CD = 1) 265 psi Fc Allowable (CD = 1): 1650 psi E: 1800 ksi Passed Load Combination Max, Bending Max. Shear Reaction (Ibs) Max Moment (kJf.) Shear (Ibs) Location (ft) Max Shear (Ibs) Location (ft) Leh Right D 6.48 0 6100 2160 0.00 2160 2160 DwLr 6.71 0 6,00 -2237 12,00 2237 2237 Load Combination LDF Max. Bending Max. Shear Required bearing area (inn) Critical fb(psi)_Check Fb (psi) % Code Max fv si Fv (psi) % Code Check Left Right D 0,90 633 2122 29.8 53 238 1221 4.55 4,55 D+Lr 1.25 655 2917 22.$ 55 331 116.6 4,71 4,71 Total Load Daflec#ign: Span ID Applied fin) Allowable (in) Location (ft} Deflection Check Load Combination P106-P130 0.131 0.60 6.00 Passed U999+ O+Lr fetal Live Load Deflection: 5panlD Applied (in) Allowable (in) Location (ft) Deflection Check P106-PI30 0.005 0.40 6.00 Passed Ll999+ www.strur-turalsoft.com Page 80 of 237 RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/25/2017 Design Code: CBC 2016 i NDS 2015 Opening ID. 08 Location: Roof tL rein) Pop M) Passed Center span Ls (ft): 12,00 Section Type: DF/DF 24F - V4 Left Cantilever Lc (ft): 0 Section Flame: 5.125x12 Right Cantilever Lr (ft). 0 Opening Thickness: 5A2 in. Ignore shear within (d)? False Opening Depth: 12.00 in. Include own weight? True A: 61.44 inz Lu top (ft): 12,00 Sxx: 122.88 in3 Lu bottom (ft): 12.00 Syy: 52,43 ins Slenderness Ratio: 11 Fb Base Allowable: 1850 psi Adjustment factors: Fb Adjust Allowable (CD = 1): 2358 psi Fv Allowable (CD = 1): 265 psi Fc Allowable (CD = 1): 1650 psi Analysis SummaCM: E: 1800 ksi Load Combination Max, Bending Max, Shear Reaction (Ibs) Max Moment (k:lt.) Shear (Ibs) Location 1 00 Max Shear (Its) Location (4) Left Right 6,78 -15 16.00 - 275 12.00 2245 2275 D+Lr 7.31 -30 6.00 -2467 12.00 2407 2467 Load Combination LDF Max. Bending Max. Shear Required bearing area (in2) Critical fb(psi) Fb (psi) % Code Check(psi) Max fv Fv (psi) % Code Check Left Right D 0.90 662 2122 131.2 58 1238 123,3 4.73 15.07 4,79 D+Lr 1,25 714 12917 24.5 60 1331 118.2 5,20 Total Load DVflgctlon7 Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Span 1D UP54-UP59 0.143 0.60 6.00 Passed L/999+ D+-Lr Total Live Load Qe,�ection: Allowable (In) Location (ft) Deflection Check Spanll) Applied (in) UP54•UP59 0.010 0.40 6.00 Passed L/999+ www,structuralsoft.com Page 81 of 237 RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 STEMN' PROJECT Lot 58B Madison CHECKED R.A. 5HT OF SUBJECT Custom Home DATE 10125/2017 Design Code: Opening ID: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: CBC 2016 / NDS 2015 012 Location: Roof 1,eyhAn, ) 16.00 Section Type; DFIDF 24F - V4 0 Section Name: 5.125x13.5 0 Opening Thickness: 5.12 in. False Opening Depth: 13.50 in. True A: 69.12 ir12 16.00 Sxx: 155.52 ins 16.00 Syy: 58.98 ins 13 Fb Base Allowable: 1850 psi Fb Adjust Allowable (CD =1): 2326 psi Fv Allowable (CD = 1). 265 psi Fc Allowable (CD = 1); 1650 psi E: 1800 ksi Passed Load Combination Max. Bending Max. Shear Reaction (Ibs) Max Moment (U.) Shear (Ibs) Location 00 Max Shear (Ibs) Location (ft) Left Right D 14,31 -140 T83 -3749 16.00 3392 3749 D+Lr 21.21 -319 7.83 -5645 16.00 4930 5645 Load Combination LDF Max. Bending Max. Shear Required bearing area (ink) Critical fb si Fb (psi) % Code Check Max fv si Fv (psi) % Code Check Left Right 0 0.90 1104 2095 521 81 238 34.1 7.15 7.90 D+Lr 11.25 11636 2846 157,5 1123 1331 t 37.0 10.39 11.90 Total Lead Deflection: Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination UP136-UP15E 0.513 Total Live Load Deflection, SpanlD Applied (in) 0.80 Allowable (in) 8.00 Location (ft) Passed L/374 D+Lr Deflection Check 7138-UP15: 0.166 0.53 8.00 Passed L/999+ www.structuralsoft.com Page 82 of 237 RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 ' PROJECT Lot 58B Madison CHECKED R.A. SHT OF EMMING.Its. SUBJECT Custom Home DATE 10f2512017 Design Code. Opening ID: Center span Ls (it): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio-, Adjustment factors: CBC 20161 NDS 2015 013 Location: Roof��l;�-'':1��G'rtj�i 7.89 Section Type: Douglas Fir - Larch No.1 0 Section Name: 6x12 0 Opening Thickness: 5.50 in. False Opening Depth: 11:50 in. True A: 63.25 in2 12.00 Sxx: 121,23 in3 12.00 Syy: 57.98 03 10 Fb Base Allowable: 1350 psi Fb Adjust Allowable (CD = 1): 1336 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 926 psi E: 1600 ksi Passed Load Combination Max. Bending Max. Shear Reaction (ibs) Max Moment (kk) Shear (!ba) Location (h) Max Shear (ibs) Location (h) Leh Right Q 3.08 11 3.45 -1586 7.89 1480 1586 D+Lr 4,61 -63 3.38 -2376 7,89 2162 2376 Load Combination LDF Max. Bending Max. Shear Required bearing area (in2) Critical fb Si Fb (psi) % Code Check Max fv (2511 Fv (psi) 1 % Code Check Leh Right 0 0,90 304 11202 25.3 38 153 24.6 3,24 3.48 D+Lr 1,25 456 11661 27,5 56 1212 26,5 4,74 5,21 Total Load Deflection: Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P177-P178 0,046 0.39 3.95 Passed L/999+ D+Lr Total Live Load Deflection* SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P177-P178 0.015 0.26 3.95 Passed L/999+ www.Structuralsoft.co171 Page 83 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 176$130 _ PROJECT Lot SBS Madison CHECKED R.A. SHT OF G'tfil�£I:4i"4 t SUBJECT Custom 140me DATE 1012612017 BEAM LOAD REPORT Beam ID: B1 363 229 7 356 222 Length :5'-5" Floor: Roof Dead Load Roof Live Load Page 84 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF B NI MIG. INC. 7. SUBJECT gust m Home DATE 1012512047 BEAM LOAD REPORT Beam ID: 82 Length :17'4' Floor: Roof 314 rs 85 55 Dead Load Roof Live Load 10, P53 Page 85 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 STRC RM. PROJECT Lot 58B Madison CHECKED RA, SHT UP SUBJECT Cugtoffl Home DATE BEAM LOAD REPORT Beam ID: B3 Length :23'-0" Floor: Roof 248 219 WT 225 196 Dead Load Roof Live Load r� Q N Page 86 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot 608 Madison CHECKED R.A. SHT OF SUBJECT Cug1grn Home DATE 1012512017 BEAM LOAD REPORT Beam ID. B4 Length :V-V Floor: Roof 68 14 S4 Dead Load Roof Live Load MC7 Page 87 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot 588 Madison CHECKER R.A. 5HT OF - - SUBJECT CustpM Home DATE .1(2=1 17 BEAM LOAD REPORT Beam ID: B5 Lengfih ;31'4' Floor: Roof 70 55 55 39 Dead Load Roof Live Load i, f Page 88 of 237 _ RA Structi PROJECT CI IR.IFCT BEAM LOAD REPORT Beam ID: B6 84 68 70 $4 :nginsering, DESIGNED R.A. JOB No 1708130 Lot 58B Madison CHECKED R.A ISHT OF Custom Hoare JDATE 9/2512017 Length :20'-1" Floor: Roof Dead Load Roof Live Load Beam ID : B7 Length .26'-11" Floor: Roof z 9 Dead Load Roof Live Load cd�T �7 www.Structural$oft.com Page 89 of 237 RA Structural Engineering, DESIGNED R.A. JOB No 1708130 Min RN. PROJECT Lot SOB Madison CHECKED R.A. SHT OF ENGINES NO, 1!C. SUBJECT Custom Home DATE 10/2512017 BEAM LOAD REPORT Beam ID: BS Length :20'-1" Floor: Roof 328 232 313 216 Dead Load Roof Live Load w Page 90 of 237 RA Structural Engineering, PROJECT Lot SOB Madison =-KVuRtalu. ��, SUBJECT Custom Home IGNED R.A. BEAM LOAD REPORT Beam ID: B9 Length :4'-11" Floor: Roof 291 173 I 282 163 Dead Load Jab NO R.A. ISHT 10lM12U17 Roof Live Load 1708130 OF Page 91 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot SOB Madison CHECKED R.A. SHT _OF SUBJECT Custom Home DATE 10125/2017 BEAM LOAD REPORT Beam ID: 611 Length :15'-5" Floor: Roof I 250 219 Dead Load Roof Live Load Page 92 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot SBB Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 1012512017 BEAM LOAD REPORT Beam ID: B12 80 I!, 60 1 13 25 Beam ID: B13 145 24 129 9 Length ,34`-O" Floor: Roof Length :25'-6" Dead Load Roof Live Load Floor: Roof Dead Load Roof Live Load 15 iS Fi4 ;4 www.Structura]Soft.com Page 93 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 STRIMR ' PROJECT Lot 68B Madison CHECKED R.A. SHT OF Py&`LL ANG, M — — SUBJECT Cq9tom Home DATE 1,0/21LI2017 BEAM LOAD REPORT Beam ID: B14 Length :14'-6" Floor: Roof 315 14 344 Dead Load Roof Live Load Page 94 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 AM UR PROJECT Lot 588 Madison CHECKED R.A. 5HT OF EINHINN NC, SUBJECT !9l 9m_Home. DATE 1012512017 BEAM LOAD REPORT Bewn ID: B17 92 73 54 35 24 9 8� Cvt 45 It, 14 Length :19*-8" Floor Roof Dead Load Roof Live Load Page 95 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1709130 PROJECT Lot SOB Madison CHECKED R.A. SHT OF E 6I'NEEM.%.INL SUBJECT Custom Fiume DATE 10TW2017 BEAM LOAD REPORT Beam ID: B18 Length :10'-2" Floor: Roof 32 l8 I i I i 1 i 0' 3S 1()' 3e Dead Load Beam ID: B19 1,18 97 775g6 3Z III 1 35 i6 Roof Live Lead Length :33'-10" Floor: Roof Dead Load Roof Live Load 8 8 www.StructuralSoft.com Page 96 of 237 RA Structural Engineering, 13ESI1 STIRKrl'f " PROJECT Lot SOB Madison CHEC SUBJECT Cullom Home ...._ DATE R.A. JOB NO R.A. S HT 10125/2017 BEAM LOAD REPORT Beam ID: B21 Length :1V-5" Floor: Roof 160 108 9 151 100 Beam ID: B24 496 367 Z06 487 359 197 Ueacl Load Roof Live Load Length H-4" Floor: Roof Dead Load Roof Live Load 1708130 OF 8 P2i �21 Page 97 of 237 www,StructuralSoft.com RA Structural Engineering: DESIGNED R.A. JOB NO 1708130 PROJECT Lot 88B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 1012512017 BEAM LOAD REPORT Beam ID: B22 Length :19'-6" Floor: Roof 114 AS 40 100 71 26 r I I � l f 1 I { I V35 �� Dead Load �� ;n l 36 Roof Live Load Beam ID: B23 Length :9'-7" Floor: Roof 112 4 123 www.SttucturalSoft.com Page 98 of 237 RA Structural Engineering, DESIGNED R.A. JOB No 1708130 PROJECT Lot 58B Madison CHECKED RA SHT OF SUBJECT Custom Nome DATE 1012612017 BEAM LOAD REPORT Seam ID: B25 Length :29'-5" Floor: Roof 169 119 21 $6 149 98 Beam ID: 826 32 23 Length :12'-8" Dead Load 1 Roof Live Load Floor: Roof Dead Load Roof Live Load I'6 'if2: Page 99 of 237 RA Structural Engineering, DESIGNED R,A. JOB NO 1708130 ` PROJECT Lot 588 Madison CHECKED R.A. SHT OF �191N X. SUBJECT Cullom Home DATE 1012512017__ BEAM LOAD REPORT Beam ID: B27 196 189 Length :A'-11" Floor Hoof Dead Load � l ! 23 I'2k Roof Live Load Page 100 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot 58B Madison CHECKED R.A. 5HT OF I SUBJECT Custom Horne DATE 1012612017 BEAM LOAD REPORT Beam ID: B28 715 Gd 3H .52 Length :27'-10" Floor: Roof Dead Load Roof Live Load �3b Page 101 of 237 RA Structural Engineering, SARI lif l'ft��' PROJECT Lot 5818 Madison �1i{iSl.�f{E1G. ilk. SUBJECT Cu5torn Home DESIGNED R.A, JOB NO CHECKED R.A. SHT DATE 1012512Q17 BEAM LOAD REPORT Beam ID: B29 Length :30'-5" Floor: Roof 62 38 49 24 1708130 OF I i � t1' 211 1C1' 20' 3[1 11A Beam ID., B30 3.9 25 Length :15'-5' Dead Load Roof Live Load Floor: Roof Roof Live Load 10 116 www.StructuralSoft.com Page 102 of 237 RA Structural Engineering, DESIGNED R.A, JOB NO 17€18130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF C;1GINUMlk�' IR. SUBJECT j�-Ust rn H*me DATE 10/2512017 BEAM LOAD REPORT Beam ID: B31 90 l 23 1.1 Length :27'-1" Floor Roof d Dead Load Roof Live Load Page 103 of 237 RA Structural Engineering, 'RA7 DESIGNED R.A. JOB NO 1708130 1?k101VI, PROJECT Lot 58B Madison CHECKED R.A, SHT OF SUBJECT Custom Home DATE 10I25101T BEAM LOAD REPORT Beam ID: B32 Length :12'-8" Floor: Roof 79 69 58 48 25 12 67 57 47 36 14 Dead Load ! I I i l I 1i 119 Roof Live Load Page 104 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 �iTiiCii'�I' PROJECT Lot 58B Madison CHECKED R.A. SHT OF KN91RX6.; +C SUBJECT Custom Home DATE 10/2612017 BEAM LOAD REPORT Beam ID: B35 222 2n55 151 128 A Length :23'-1" Floor: Roof Dead Load Roof Live Load Page 105 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 ti1(.tl`jkq. PROJECT Lot 58B Madison CHECKED R.A. SHT OF NAVIN. iNc. SUBJECT Custom Home DATE 10 2017 BEAM LOAD REPORT Beam ID: B36 231 111 58 213 413 40 Beam IC ""' 207 7 201 Length :201-6" Floor: Roof In a_ f i I 20' "Ff11 Dead Load Roof Live Load 1 . --s.l. .At 4411 Cl--- 0—f p www.StructuralSoft.com Page 106 of 237 -- RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custam Home DATE 10125L017 BEAM LOAD REPORT Beam ID: GT-B39 220 192 213 185 Length :14'-6" Floor: Roof Dead Load Roof Live Load Page 107 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 '{ d{ PROJECT Lot 58B Madison CHECKED R.A. SHT OF DOW.IM SUBJECT Custom Horne DATE 10/25/2017 BEAM LOAD REPORT Beam ID : B37 Length :20'-0" Floor: Roof 34 20 Beam ID: B38 313 215 68 14 299 200 54 0 b i Dead Load Roof Live Load Length :7'-3" Floor: Roof I (1' SS 37 Dead Load Roof Live Load www. Structural5oft.com Page 108 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1108130 tfilil PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 1Qf2S12017 BEAM LOAD REPORT Beam ID: B40 Length :V-11" Floor: Roof 281 167 274 160 Dead Load Roof Live Load Page 109 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot 588 Madison CHECKED R.A. SHT OF SUBJECT C m Homg DATE 10125/2017 BEAM LOAD REPORT Beam ID: B41 Length :4'-11" 341 280 0 335 274 s Floor: Roof Dead Load Roof Live Load Page 110 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE. 1 ?&2p47- - BEAM LOAD REPORT Beam ID : GT-842 a fM_ 89 1 48 82 41 d. ra Length :23`-11" Floor: Roof Dead Load 171 I I I f I I i I UPI Roof Live load Page 111 of 237 RAStruatural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot SOB Madison CHECKED R.A. SHTi OF SUBJECT Custom Home DATE 1012§2917 BEAM LOAD REPORT Beam ID: B43 RiA 208 82 41 161 126 Length :29'-11" Floor: Roof Dead Load Roof Live Load m Page 112 of 237 RA Structural Engineering, DESIGNED R,A. JOB NO 1748130 �jUTME PROJECT Lot 588 Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE J¢12$12017 _ BEAM LOAD REPORT Beam ID: B46 Length :16'-G" Floor: Roof 204 Dead Load Beam ID: B47 Length :29'-11" Floor: Roof 59 1 i I I i i I I I 1 b8 10' 20' I $$ Dead Load Beam ID: B49 Length :5'-3" Floor: Roof 446 14 431 Dead Load Roof Live Load Page 113 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot 686 Madison CHECKED RA SHT OF SUBJECT CustQM Home _ DATE 10/2512017 BEAM LOAD REPORT Beam ID: B51 315 214 153 83 302 201 140 70 Length :19`-11" Floor: Roof Dead Load Roof Live Load Beam ID: B52 Length :17'-6" Floor: Roof 10 h! F7 37 27 17 6 1 Dead Load Roof Live Load 10 '92 www. Structu ralSoft. co m Page 114 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 OEM, PROJECT Lot 586 Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10,17$12017 BEAM LOAD REPORT Beam ID: B53 Length :25'-6" Floor: Roof 128 17 III 0 Dead Load ___ Roof Live Load i4 1 1j 4 ..„..,.. 04.,...+..r..10-4 .,-- Page 115 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot 56B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/2612017 BEAM LOAD REPORT Beam ID: B56 Length ;22'-V i4.6 90 52 22 }it 74 36 7 Floor. Roof Dead Load 41 b ri Jr Roof Live Load Page 116 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot 688 Madison CHECKED R.A. SHT OF DG1\VMI. f 1'C, SUBJECT Custom Home DATE 7Qj=017 BEAM LOAD REPORT Beam ID: B57 Length :20'-0" Floor: Roof 39 25 Beam ID: B60 47 40 Length :12'-5" Dead Load Roof Live Load Floor: Roof Dead Load Roof Live Load 103 103 www.Structura[Soft.com Page 117 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot SOB Madison CHECKED R.A. SHT OF SUBJECT ,Custom Home DATE 1p/25/2017 BEAM LOAD REPORT Beam ID: B62 Length :6-11" Floor: Roof 136 119 ON N r Dead Load Roof Live Load Beam ID: B64 Length :21'-9" Floor: Roof 39 25 Dead Load Roof Live Load k r£S14 --^0r 04rs o-+—r 10eN 4 ^^r Page 118 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT C u5tom Home DATE 10125r2017 BEAM LOAD REPORT Beam ID: B65 Length :15'-0" Floor: Roof 244 192 230 178 Dead Load Roof Live Load Page 119 of 237 RA Structi PROJECT SUBJECT Header Load Diagram Meader ID: 01 550 444 63 487 380 Header ID: 04 624 442 280 554 372 210 inginaering; DESIGNED R.A. JOB NO Lot 58B Madison CHECKED RA SHT Custom Home DATE 10125!2017 Length :18'40 Length W-11" Floor :Roof Dead Load Roof Live Load Floor :Roof Dead Load Roof Live Load 1708130 OF www.StructuralSoft. coat Page 120 of 237 RA Structural Engineering, DESK PROJECT Lot 588 Madison CHEC SUBJECT Custom Home DATE Header Load Diagram Header I : 08 Length :12'.0" 40 30 0 Header ID, 03 573 72 501 Length :5'-0" R.A. JOB R.A. 8HT 1MS/2017 Floor :Roof Dead Load Roof Live Load Floor :Roof Dead Load Roof Live Load NO 1708M OF a www.StructuralSoft.com Page 121 of 237 RA Structural Engineering, DESIGNED R.A. JAB NO 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF - SUBJECT Custom Horne DATE 10/2512017 Header Load Diagram Header ID: 012 Length :16'-0" Floor :Roof 600 446 232 368 215 0 Dead Load Roof Lave Load Header ID : 05 Length :8'-0" Floor :Roof 440 287 72 167 21.4 Dead Load Roof Live Load 55 1155 www.StructuralSoft.com Page 122 of 237 RA Structural Engineering, DESIGNED R.A. JOB NO 1708130 PROJECT lot SOB Madison CHECKED R.A. SHT OF EGEF \& M. SUBJECT Custom Home DATE 10/2612017 Header Load Diagram Header ID: 07 Length :12'-O" Floor :Roof 360 13 Dead Load Roof Live Load Page 123 of 237 RA Structural Engineering, DESIGNED R,A. JOB NO 1708130 MUM PROJECT Lot 598 Madison CHECKED R.A. SHT OF EIM" ' NZ SUBJECT —custom H!2MR DATE 101 512017 Header Load Diagram Header ID: 013 Length :7'-10" Floor :Roof 395 202 193 Dead Load Roof Live Load Page 124 of 237 PROJECT: Lot 58B Madison PAGE: �' CLIENT: McClure Homes DESIGN BY: RA JOB NO.: 1708130 DATE: 1012612017 REVIEW BY: RA Rables for Wood Post Desion Based on ND5 2015 DURATION FACTOR (1.0, 1.15, 1.25, 1,6) CD = 1,00 , (NDS 2.3.2) COMMERCIAL GRADE (# 1 or # 2) # 2 Post Axial Canacity far Dnunlas Fir -Larch # 2_ ikin%l Height Section Size ft 4 x 4 4 x 6 4 x 8 4x10 4x12 6 x 6 6x8 6x10 6x12 axe 8x70 6 10.89 16.85 21.84 27,34 33.25 19.59 26.72 33.85 40,97 37.92 418.03 7 8.68 13,51 17.62 22.21 27.01 18.89 2576 32.63 39,49 37.33 47.28 8 6.96 10.87 14,22 18.00 21.89 17,99 24,54 31,08 37.63 36.59 46.34 9 5.66 8.85 1 11.60 14,72 17,90 16,91 23.06 29,21 35,35 35.69 45.21 10 4,67 7.31 9.69 12.19 14,82 15,66 21.35 27,05 32.74 34,61 43,84 11 3,90 6,12 6.04 10.23 12.44 14.32 19.52 24.73 29,93 33.34 42.23 12 3,31 5.19 6.83 8.69 M57 12,96 17.67 22,39 27.10 31,87 40.37 13 2,84 4.46 5.86 7,46 9.08 11.67 15.91 20.15 24,39 30,23 38.30 14 2,46 3.86 6.08 6.47 7.87 10A7 14.28 18.09 21190 28.46 36,05 15 2.15 3,38 4,45 5.67 6.89 9.41 12,03 16.25 19.67 26.62 33,72 16 1.90 2.98 1 3.92 5.00 6.08 8.46 11.54 1 14.62 17.70 24.76 31.37 17 1,69 2.65 3,49 4,44 5,40 7.63 10.41 13.19 15.96 2296 29.08 18 1.51 2.37 3.12 3.97 4.83 6.91 9.42 11.93 14,44 21.23 26.59 19 1.36 2.13 2.80 3.57 4.35 6.27 8.55 10.83 13.12 1962 24.85 20 1.23 1.92 253 3.23 3.93 5.72 7.79 9.87 11.95 18.13 22,96 21 1,11 1.75 2.30 2,94 3.57 5.22 7.12 9,02 10.92 16.76 21,23 22 1.02 1,59 2.10 2.68 3.26 4.79 6.53 8.28 10.02 15.52 19.66 23 0.93 1.46 1.92 2,46 2.98 4,41 6,01 7.62 9.22 14,39 18,23 24 0,85 1,34 1,77 2.26 2.74 4.07 5.55 7.03 8,51 13,36 16.93 25 0,79 1.24 1,63 2.08 2,53 3,77 5.13 6.50 7,87 12A3 15.75 26 0.73 1.15 1.51 1.92 2.34 149 4.76 6,03 1 7.30 11.59 14.68 27 0.68 106 1.40 1,79 2.17 3,25 4.43 5,61 IBM 10.82 13.71 28 0.63 0.99 1.30 1,66 1 2,02 3.03 1 4.13 5.23 6.34 10,13 12.83 29 0,59 1 0.92 1.22 1,55 1 1,89 1 2.83 1 3,66 4.89 5.92 1 949 12,02 30 0.55 1 0:86 1.14 1,45 1 1.76 1 2.65 1 3.62 4.58 5.54 1 8,91 1 11.29 iynet Awh3l rnnnrltu fnr Anjitharn Pina !f i_ [kind Height Section Size (fit 4x4 4x6 4x8 4x10 4x12 6x6 6 x 8 6x10 6x12 8x8 8x10 6 9.75 15.18 19.81 24.99 30.03 13.15 17.93 2212 27.56 25.20 31,92 7 7.72 12,06 15.80 20.01 24,15 12,80 17.46 22.11 26.77 24.90 31,54 8 6.17 9.85 12.67 16,015 19A6 12.,35 116.86 21.36 25.85 24.53 31,07 9 5,00 7,83 10,29 13.09 15,86 11.82 16.12 20,42 24,72 24,08 30.51 10 4,12 6,46 8.49 10.81 13.11 1 11,18 15.25 1 19,32 23,38 23,55 t 29,84 11 3.44 5.40 1 7,11 9.05 10,98 10.45 114-25 118.06 21,86 22.93 29,04 12 2.92 4.58 6,03 7,68 9.32 9,67 13.18 16,70 20.21 22.20 28.12 13 2.50 3.03 5.17 6.59 8.00 8,86 12.09 15.31 18.54 21.37 27,07 14 2.17 3.40 4,48 6.71 6,94 8,08 11.02 1196 16.90 20,45 25,90 15 1.90 2,98 3.92 5.00 6.07 7,34 10.02 12.69 15.36 19,44 24,62 16 1.67 2.62 3.46 4.41 5,35 6.67 9.09 11.52 1 13,94 18.37 23.27 17 1.48 2.33 3.07 3.91 4.76 6.06 8.26 10.47 12,67 1728 1 21 89 f8 1.33 2.08 1 2,74 3.50 4,25 5.51 7.52 9,52 11.63 16.19 20,50 19 1.19 1.87 1 2,47 3115 3.82 6,03 6.86 8.69 10,51 15,12 1916 20 1.08 1.69 2.23 2,154 3.46 4.60 6.27 7.94 9.61 1410 17,86 21 0.98 1.54 2.03 2.58 3,14 4,22 5:75 7.28 9,81 13,14 15,64 22 0,89 1,40 1.85 2.36 2,86 3,88 5,28 6,69 1 8.10 12,24 15.51 23 0.82 1.28 1.69 2.16 2,62 3.57 4.87 6.17 7.47 11.41 M.45 24 0.75 1.18 1.56 1,98 2,41 1 3,30 4,50 5,70 6190 10,64 13,48 25 0.69 1.09 1.43 1,83 2.22 3.06 4.17 5.29 5,40 9.94 12,59 26 0,64 1,01 1.33 1,69 2.06 2.64 3,88 4,91 5,94 9,29 11,77 27 0.59 0.93 1,23 1.57 1.91 2,155 3.61 4.57 5.53 8.70 11.02 28 1 0.55 0.87 1,15 1,46 1.78 4.47 3.37 1 4,27 5.16 8.16 10.34 23 1 0.52 0.81 1.07 1.36 1.66 2.31 1 3.15 1 3.99 1 4.83 7.66 9.71 30 1 0,4.8 0,76 1.00 117 1.55 2.16 1 2.95 1 3.74 1 4,53 7.21 9.13 Note: 1. The bold values require steel bearing plate based on, F.1, 625 psi. 2. The table values are from Wood Column software at www.Engineeringl-international.com . Page 125 of 237 _ STRUCTURAL ENGINEERING_ CIVIL AND ST44JCTUNAL E"GINQC111NG 1709) SpFawrrnn'LAW, SUM; 0 FALN' 0999". GA p11760-360-995a ►2.760-360-9909 Si760-909-9116 .@lAi L• Al2A6PA3TSi3Cr0AAL.Ga1 Description : HSS 5x5x114° (834) Code References __...__........_- .......... Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Project Title: Engineer; Project Descr: Lot 58B Madision R.A. Project ID: 1708130 Steel Section Name: HSSSxSx114 Analysis Method: Load Resistance Factor Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads Overall Column Height 10.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-X (width) axis, Unbraced Length for X-X Axis buckling =1010 ft. K =1,0 Y-Y (depth) axis: Un raced Length for Y-Y Axis buckling = %0 k K =1,0 Service loads entered. Load Factors will be applied for calculations. Column self weight included :156,20 lbs' Dead Load Factor — — - - — — AXIAL LOADS . , . B34: Axial Load at 10.0 ft, D = 7.30, LR = 5.80 k DESIGN SUMMARY Bending & Shear Check Results — — PASS Max. Axial+Bending Stress Ratio = 0,1328 ;1 Maximum Load Reactions_ Load Combination +1.20D+1.60Lr Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0,0 k Pu 18.227 k Bottom along Y-Y 0.0 k 0.9' Pn 137,256 k Mu-x 0.0 k-ft Maximum Load Deflections ... 0.9' Mn-x : 26.255 k_ft Along Y-Y 0.0 in at 0.0ft above base for load combination : Mu-Y 0.0 k•fI 0.9' Mn-y: 26.255 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio = 0.0 ; 1 Load Combination Location of max.above base 0.0 ft At maximum location values are. . Vu : Applied 0.0 k Vn' Phi: Allowable 0.0 k Load Combination Results Maximum Axi I+ ftW_1ng StressRelio5 Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.076 PASS 0.004 0.000 PASS 0.00 ft +1.20D+0.50Lr 0.086 PASS 0.00 ft 0,000 PASS 0.00 ft +1.20D 0.065 PASS 0.00 ft 0,000 PASS 0.00 ft +1.20D+1.60Lr 0.133 PASS 0,00 ft 0.000 PASS 0.00 ft +0.90D 0.049 PASS 0.00 ft 0.000 PASS 0,00 fit Maximum Reactions _ Axial Reaction X-X Axis Reaction k Load Combination @ Base @ Base @ Top D Only 7,456 +D+Lr 13,256 +D+0.750Lr 11,806 +0.60D 4.474 Lr Only 5.800 Extreme Reactions _ Note: Only non -zero reactions are listed._ Y.Y Axis Reaction Mx . End Moments k ft My - End Moments @ Base @ Top @ Base @ Top @ Base @ Top Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 13,256 Page 126 of 237 STRUCTURAL ENGINEERING Civic Amu STRucru*At EN6131eE1u NG 71S7a SPIPaWrIELE LANE, 911TE D PAtH DESM ra reT�a-lea-ssss r:Ten-lea-ssa� csTsa-eos-s1�s ENA1La REaASR"ErWCMAAL.rCH Aeel Column Description : HSS 5x5x114" IB34y Extreme Reactions Project Title: Lot 58B Madision Engineer: R.A. Protect U 1708130 Project Descr: Axial Reaction X•X Axis Reaction k Y-Y Axis Reaction Mx - End Moments loft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Minimum 4,474 Reaction, X-X Axis Base Maximum 7,456 " Minimum 7,456 Reactions, Y-Y Axis Base Maximum 7A56 " Minimum 7,456 Reaction, X-X Axis Top Maximum 7.456 Minimum 7,456 Reaction, Y-Y Axis Tap Maximum 7.456 " Minimum 7,456 Moment, X-X Axis Base Maximum 7.456 " Minimum 7.456 Moment, Y-Y Axis Base Maximum 7A56 " Minimum 7,456 Moment, X-X Axis Top Maximum 7.456 " Minimum 7.456 Moment, Y-Y Axis Top Maximum 7,456 " Minimum 7,456 Maximum Deflections for Load Combinations Load Combination Max, X•X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft -D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr 0,0000 in 0,000 it 0.000 to 0.000 ft +0.60D 0.0000 in 0,000 It 0.000 in 0.000 ft Lr Only 0.0wo in 0,000 It 0.000 in 0.000 It Steel Section Properties : HSSS_x5xil4 Depth = 5.000 in I xx 25.800 in"4 Design Thick = 0.233 in S xx - 6.41 103 Width - 5.000 In R xx = 1.930 In Wall Thick - 0.250 in Zx - 7.610 inA3 Area - 4,300 In"2 I yy - 16,000 in,14 C W 10.500 in43 Weight - 15.620 plf S yy = 6A10 inA3 R yy - 1.930 in Ycg - 0.000 in Page 127 of 237 STRUCTURAL ENGINEERING �- GIYIL AND 5-TRUCL'yRAL 1:NGINEERING Project Title, Lot 588 Madision Engineer. R.A. Project ID; 1708130 Protect Descr: 77570 aSNOMIIELD LAKE, SUM 4 11IIM Mwr. ca 9BP-999E 1:7E0-J69-p999 C.7dtF-90@-91lS o1u Ls .REEAFAA9CiSICruRAL:cQ7 Primed 2 NOV 2017,10:37P' Steel Column File=1>serveAPro!eclsILOT566-1103-STR-1iRMEWMI708130A ENERCALC. INC. 1983.2017. Build:10.17.913, Ver 1017.91 Id KVV-06005737 Licensee: RA STRUCTURAL ENGINEERINCR Description: H55 5x5xtl4" (834) Sketches I load 1 . LO Y is I I .L 5..00in X Page 128 of 237 _ STRUCTURAL ENGINEERING CIVIL AND SYRUCFUIMI, EN41warRINa 77570 WRIMMILC LmmF ZUTTC a P41K C7 em, Ch P.160-]fill-999B r;760-360-9g09 WO-400-9146 OWL[ AKL'A9AA5 KICMhL.CCl1 steel Column Description : HSS 54018° (859) Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS5x5x3/8 Analysis Method: Load Resistance Factor Steel Stress Grade Fy Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads - Column self weight included: 223.70 Ibs' Dead Load Factor AXIAL LOADS .. . 859: Axial Load at 10.0 ft, D=13,70, LR =10.40 k DESIGN SUMMARY Bending & Shear Check Results Project Title: Lot 58B Madision Engineer: R.A. Proiect ID: 1708130 Project Descr: f pled 2NOV7017. Overall Column Height 10.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-X (width) axis Unbraced Length for X-X Axis buckling =10,0 ft, K =1.0 Y-Y {depth) axis ; Unbraced Length for Y-Y Axis buckling =10.0 ft, K =1,0 PASS Max, Axial+Bending Stress Ratio = 0.1719 :1 Load Combination +1.20D+1.60Lr Location of max.above base 0.0 ft At maximum location values are Pu 33.348 k 0•a"Pn 193.949 k Mu-x 0.0 k-ft 0.9'Mn-x: 36.570 k-ft Mu-y 0.0 left 0.9 " Mn-y : 36.570 k-ft PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are. . Vu : Applied Vn ° Phi: Allowable Load Combination Results 0.0 :1 0.0 ft 0.0 k 0.0 k Service loads entered: Load Factors will be applied for calculations. Maximum Load Reactions.. Tap along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections... Along Y Y 0.0 in at O.Oft above base for load combination., Along X-X 0.0 in at O.Oft above base for load combination: Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.400 01101 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20M.50Lr 0.113 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D 0.086 PASS 0.00 it 0.000 PASS 0.00 ft +1,20D+1.60Lr 0.172 PASS 0.00 ft 0.000 PASS 0,00 ft +0.90D 0,065 PASS 0.00 ft 0.000 PASS 0,00 ft Maximum Reactions mote: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k•ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 13.924 +D+Lr 24.324 +D+0.750Lr 21,724 4600 8.354 Lr Only 10A00 Extreme Reactions Axial Reaction XA Axis Reaction k Y-Y Axis Reaction Mx - End Moments kaft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 24,324 u Page 129 of 237 ® Project Title: Lot 58B Madision TRUCTURAL ENGINEERING Engineer; R.A. Project IU; 1708130 Project Descr: CIVIL AND STRDCTUNAL ENGINEERING 775TD SPRINUnLLO LANE. SUITS b WAS MUT, CA P:Tdd-38U-D9SB !•:764-1&pe9ADd C:'160-b0A�4146 MAIL.- AIMMRAWRICTVRAL.am RrinW: 2F1W2W. X:nAP Steel Column File = MerveAPrpjagetsiLOTSaB-1WSTR-11ftIENQ1708130.e+ ENERCALc. lNc-199 -2017, euild-1a 17.9.13, ver1U,17,9.11 KW-06005737 Licensee * RA STRUCTURAL ENGINEERING Description: HSS UU318" (B59) Extreme Reactions_ _ Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Minimum 8,354 Reaction, X-X Axis Base Maximum 13.924 " Minimum 13.924 Reaction, Y-Y Axis Use Maximum 13,924 " Minimum 13.924 Reaction, X-X Axis Top Maximum 13,924 W Minimum 13,924 Reaction, Y-Y Axis Top Maximum 13.924 " Minimum 13.924 Moment, X-X Axis Base Maximum 13.924 Minimum 13,924 Moment, Y-Y Axis Base Maximum 13.924 " Minimum 13,924 Moment, X-X Axis Top Maximum 13.924 " Minimum 13.924 Moment, Y-Y Axis Top Maximum 13,924 " Minimum 13,924 Maximum Deflections for Load Combinations Load Combination Max, X-X Deflection Distance Max, Y•Y Deflection Distance D Only 0.0000 In 0.000 ft 0.000 in 0.000 ft - +D+Lr 0.D000 In 0.000 ft 0.000 in 0.000 ft +0+0.750Lr 0.0DOD in 0.000 ft 0.000 in 0.000 ft +0,60D 0.0000 in 0.000 ft 0.000 in 0,000 ft LrOnly 0.0000 In 0,000 ft 0.000 in 0,000 4 Steel Section Properties : HS55x5x318 Depth - 5,000 in I.xx Design Thick = 0.349 in S xx Width = 5.000 In R xx Wall Thick - 0.375 in 7rc Area 6.180 InA2 I yy Weight = 22.370 plf S YY R. yy Ycg 0,000 in - 21.70 in"4 - J = 8.68 in"3 1,870 in 10.600 in43 = 21.700 in44 C 8.680 in43 - 1.870 in - 36.100 014 14:900 in^3 Page 130 of 237 STRUCTURAL ENGINEERING CIVIL Amu Sr9ut-ruwAt Oa:N[. ims 17SU SPawrl"D we, SUM a PATH MIAT, CA 1176 0 -969-9999 f:Tb9-]99-9Ptt1 COOD-999-3116 MAX Lv BSaA9 RA9C�'GYURAI:.GfM ;tec Column Description : HSS 5x5x318" (B59) Sketches i Load 1 r i Y 5.00in X Project Title: Lot 58B Madision Engineer: R.A. Project ID; 1708130 Proiect Descr: Pdnled,, 2 NOY W17,1It3W Flee= ileawsAP;opc%1LAr588—,W:3-STR-"RAIENctitW3o wA ENERCAM INC. 19020%7. Bulk#:10.17.9.13. Ver:10.11,9;13 ei i Page 131 of 237 ® Project Title: Lot 58B Madision GTRUCTURAL ENGINEERING Engineer: R.A. Proiect ID: 1708130 _ __-- __ Project Descr (;rY1L KNC 571:4CTYNf�I ENOlNE681NG "S70 5'RfiTM.n= Lhw. �ITTE G MR MEW, Ch Y:760-360-9999 N:7Ftl-36A-A9 A) C1760-0Ab-9 Li6 E!!&La IXEZd#MfiKILTVRhL.C:7a F'rin[g{1 2 NOV 1611, I015' Steel Column r++e-�rvenrnoieels>t0�sa��tU3srs-�vrarri irass�i.� ENERCALC. iNC 1%3-2017. t 0d10,17.9.1a, Ver.14.17A j r.rr — Licensee: RA .r'aR Description: HSS 5x5xlt2" (848) Code References Calculations per A1SC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS5x5x112 Analysis Method: Load Resistance Factor Steel Stress Grade Fy ; Steel Yield 46 -0 ksi E : Elastic Bending Modulus 29,000.0 ksi _Applied Loads Column self weight included: 412.235lbs * Dead Load Factor AXIAL LOADS , . . NVAxial Load at 14.50 ft, D = 31,30, LR =18,10 k Overall Column Height 14Z0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis : Unbraced Length for X-X Axis buckling = 14.50 ft, K =1.0 Y-Y {depth) axis: Un raced Length for Y-Y Axis buckling = 14.50 ft, K =1,0 Service loads entered. Load Factors will be applied for calculations, DESIGN SUMMARY _ Bending & Shear Check Results PASS Max, Axial+Bending Stress Ratio = 0.3799 :1 Maximum Load Reactions . . Load Combination +1,20D+1.60Lr Top along X-X Location of max.above base 0.0 ft Bottom along X-X At maximum location values are ... Top along Y-Y Pu 67,015 k Bottom along Y-Y 0,9`Pn 176,402 k Mu•x 0.0 k-ft Maximum Load Deflections— .. 0,9 * Mn•x : 45,195 k-it Along Y-Y 0.0 in at far load combination Mu-y 0.0 k-it 0,9' Mn-y: 45.195 k-fl Along X-X 0.0 in at for load combination, PASS Maximum Shear Stress Ratio = 0.0 ; 1 Load Combination Location of max,above base 0.0 ft At maximum location values are .. . Vu : Applied 0.0 k Vn ' Phi,. Allowable 0.0 k Load Combination Results Load Combination +1.401) +1.20D+0.5OLr +1.20D +1.200+1.fi0Lr +0.90D 0.0 k 0.0 k 0'0 k 0.0 k O,Oft above base O.Oft above base Ma im m Axial + Sending StLess Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.252 PASS 0.00 ft 0,000 PASS 0.00 ft 0,267 PASS 0,00 ft 0.000 PASS 0.00 ft 0.216 PASS 0+00 ft 0,000 PASS 0,00 ft 0.380 PASS 0.00 ft 0.000 PASS 0.00 ft 0,162 PASS 0+00 ft 0.000 PASS 0:00 ft Maximum Reactions _ Axial Reaction X-X Axis Reaction k Y Y Axis Reaction Load Combination @ Base @ Base @ Top @ Base @ Top D Only 31.712 +D+Lr 49,812 +0,�0.750t.r 45.287 •0,80D 19.027 Lr Only 18.100 Extreme Reactions Note: Only non -zero reactions are listed. Mx - End Moments k-ft My- End Moments @ Base @ Top @ Base @ Top Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Buse @ Top Axial @ Base Maxfmum 49.812 Page 132 of 237 STRUCTURAL ENGINEERING w Dal CIVIL AND STNUCTURRL ENBINRESRINC 77S78 SPAIXTULQ LANE, SUNE i] PAIN WMAT, CA p:780-380-9998 Pf78C-S80+9989 Ci75Q-8f18-71rd MAIL. REZAMRASTPUCPNRAL.Cm ,tees Column Description : HSS 5x502" (648) Extreme Reactions Project "title: Engineer: Project Descr, Lot 58B Madision R,A. Project ID: 1708130 P6nm..2 NOV 2017 File = mervan plopotsu.0 I bill- 11i1.3-b I X-1 VWllY ENERCALC. INC 19M2017. BNIId,10.17.9.1 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx > End Moments k"ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @a Top " - - Minimum 18,100 Reaction, X-X Axis Base Maximum 31,712 0 Minimum 31.712 Reaction, Y-Y Axis Base Maximum 31.712 " Minimum 31,712 Reaction, X-X Axis Top Maximum 31.712 " Minimum 31.712 Reactlon, Y-Y Axis Top Maximum 31.712 " Minimum 31.712 Moment, X-X Axis Base Maximum 31,712 Minimum 31,712 Moment, Y-Y Axis Base Maximum 31,712 " Minimum 31,712 Moment, X-X Axis Top Maximum 31,712 " Minimum 31,712 Moment, Y•Y Axis Top Maximum 31,712 " Minimum 31,712 Maximum Deflections for Load Combinations Load Combination Max, X-X Deflection Distance Max, Y-Y Deflection Distance D Only 0.0000 in U00 ft 0.000 in 0.000 it +D+Lr 0.0000 In 0400 R 0.000 in 0.000 ft +0+07501-r 0,0000 in 0,000 it- 0.000 to 0,000 It +0,60D 0,0000 in 0.000 It 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 It 0.000 in 0,000 it Steel Section Properties : HSS5x5x1f2 t3apth = 5,000 in I xx - 26-00 m"4 d W 44.600 inA4 Design Thick - OA65 in 5 xx = 10.40 in"3 Width - 5.000 in R xx = 1,820 in Wall Thick - 0.500 in ZX - 13.100 in13 Area - 7.880 inA2 I yy - 26,000 inA4 C - 16.700 in9 Weight = 28,430 pit S yy - 10.400 in"3 R yy - 1.820 in Ycg = 0,000 in Page 133 of 237 STRUCTURAL ENGINEERING Lift ANO S7RUCIVRAL ERQIRF[RIRG 71570 54RUbr'ina LMM, s1rrs a MA Gl ERT, to ;760-360-Y999 r;760�300-990� C060-B00-9146 II WLx REWRA9Tl71C1'RRA6-CCH Steel Column KW-66005737 Descr€ptlon : N8S UU1J2" (648) Sketches Project TitleL Lot 58B Madision Engineer: R.R. Project ID: 170$130 Pro*1 Nscr: Pnod. 2 WN 2017. Whw' Fjie = WarvaAftieeisILOT58IR-143-STR-1kPAkENG11706130.a EHERCALC, INC- 1963-2017, 804:10.17.913 Ver:10-17-9-1 I j I i X i ,M 'Load 1 -Y 5-pain i { Page 134 of 237 STRUCTURAL ENGINEERING -- CIVIL II040 STMIXTUHAL ENGINEEMIN6 77 r,70 "JPAINCrIELL9 LAw, wiTz Ct PALE VeSLIrr, CA P:780-)60-9400 T:700-9A0-4903 f:?B4-Btl B�911E EEAILe HE2hiFtAS!"A: CftlP.AL.C6M ,feel Column Description : HSS 6x6xIN* (812) _Code References_ Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name: Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS6x6x1/a Load Resistance Factor 46,0 ksi 29,000.0 ksi Project Title: Lot 58B Madision Engineer; R.A. Project Descr, He = Prolect ID: 1708130 17 Overall Column Height 10,0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-X (width) axis : Unbraced Length for X-X Axis buckling -10.0 k K = t:0 Y-Y {depth) axis : Unbraced Length for Y-Y Axis buckling 10.0 ft, K =1.0 Xec!S t7.9.13 Applied Loads _ _ _ Service loads entered. Load Factors will be applied for calculations_ Column self weight included : 190.20 Ibs ` Dead Load Factor AXIAL LOADS_ , , B12: Axial Load at 10.0 ft, D = 00, LR = 4,002 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axiaf+Bending Stress Ratio = 0.06883 :1 Maximum Load Reactions_ Load Combination +1.20D+1.6OLr Top along X-X 0.0 k Location of max,above base 0.0 ft Bottom along X-X 0,0 k At maximum location values are ... Top along Y-Y 0.0 k Pu 12,511 k Bottom along Y-Y 0.0 k 0.9 ` Pn 181.762 k Mu-x 0.0 k ft Maximum Load Deflections... 0.9 ' Mn x : 38.640 k-ft Along Y-Y 0.0 in at O.Off above base for load combination : Mu�y 0.0 k•if 0.9 " Mn-y : 38.640 k•ft Along X-X 0.0 in at 0.0 ft above base for load combination; PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination Location of max.above base 0.0 ft , . At maximum location values are_ Vu : Applied 0.0 k Vn ` Phi : Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D 0,039 PASS 0.00 ft 0,000 PASS 0.00 ft +1,20D+0+50Lr 0,046 PASS 0.00 ft 0.000 PASS 0,00 ft +1.20D 0.034 PASS 0.00 ft 0.000 PASS 0,00 ft +1,20D+1.6OLr 0.069 PASS 0.00 ft 0.000 PASS 0.00 ft 4901) 0,025 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note: Only non -zero reactions are listen. u - - Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k•ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 51090 +D+Lr 9.092 +13+0.750Lr 8.092 +0.60❑ 3,054 Lr Only 4,002 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 9.092 Page 135 of 237 Project Title; Lot 58B Madisi©n ::ERAL ENGINEERING Engineer; R.A. Project ID: 1708130 Project t]escr M IL rJVJL ANO STMOCTURM. ENBfNkki�IN6 71510 SCIDICPI kLD Un. MITY D BALM DWKT, cA ➢z740-36o-999a P:760-380r9403 C060-W-9146 311AI L: a6aAkw�r9uerDn u..cw PoNd 2NOV2017. lo-3f!- Steel Column He=kLzafvenPmjecl ioT59B-np3.STR-1kwEwki708130X ENERCALC.INC. 19B3-2017, BOMB 17.9.9. VSf 1Q.S7,$.! 1"9i : R Description ; HSS6x6x1J4" (1312) Extreme Reactions_ ^ Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx -End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top ' Minimum 3,054 Reaction, X-X Axis Base Maximum 5.090 " Minimum 5.090 Reaction, Y-Y Axis Base Maximum 5.090 " Minimum 5.090 Reaction, X-X Axis Top Maximum 5.090 " Minimum 5.090 Reaction, Y-Y Axis Top Maximum 5.090 " Minimum 5,090 Moment, X-X Axis Base Maximum 51090 " Minimum 5.090 Moment, Y-Y Axis Base Maximum 5.090 " Minimum 5.090 Moment, X-XAxis Top Maximum 5.090 " Minimum 5.090 Moment, Y-Y Axis Top Maximum 5,090 " Minimum 5.090 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only O.OD00 In 0,000 ft 0.000 in 0.000 It �- +D+Lr 0.0000 In 0.000 ft 0.000 in 0.000 R +0+0.150Lr 0.0000 in 0.000 R 0.000 in 0,000 ft 4.60D- 0,0000 in 0.000 It 0.000 in 0.000 ft Lr Only 0A000 in 0.DD0 ff 0.000 in 0.000 ft Steel Section Properties - HSS6x6x114 Depth - 6.000 In I xx = 28.60 in*4 J = 45.600 inA4 Design Thick - 0.233 In S xx = 9,54 in" 3 Width - 6.000 In R xx - 2.340 in Wall Thick - 0.250 In Zx - 11200 in"3 Area - 5.240 in"2 I yy - 28.600 in"4 C - 15.400 in"3 Weight - 19.020 pif 8 yy m 9.540 in^3 R yy = 2.340 in Yog 0.000 in Page 136 of 237 —STRUCTURAL ENGINEERING CJVIL AND STRUCTURAL $NIi1NNBN1N6 P.760.360-9996 tt960-7604965 tF760'006-9SA6 6fU Lt M=A*P=IICVM.Ca4 .teel Column KW-06005737 Descriplion : HSS 6x6x114' (B12) Sketches i �6•0Oin - Project Title: Lot 58.B Madision Enoineer: R.A. Project Descr: File - POW ID, 1708130 IMR17. Build. 10.17. 17.9.13 Page 137 of 237 Project Title: Lot 58B Madision � STRUCTURAL ENGINEERING Engineer, R.A. Project ID' 1708130 C/V�Ji AMp STIrpGTIJRL �E!!4l+fECR,N6 Proect Descr: P;760-W-Wo /:.TbR�76Q-99QF Cs T6 Q-909-9116 HIML: AEZkOUS RICMRAL.COM F'Aeltexl 2 NOV Zn1T, Ift3M Steel Column r,3Q=1%9rver1PFD*CML0Tsae-1103-s1R-IWIE GWDSIXOL ENERGALC, INC- IW-2017. Bull& 10. 17 9.13. W10-17.9.1a KVV-06005737 Licensee: RA STRUCTURAL ENGINEERINW Description: Vv 1499 (B10) Code References Calculations per AISC 36.0-10, IBC 2015,-CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: W1449 Analysis Method: Load Resistance Factor Steel Stress Grade A-992, High Strength, Low Alloy, Fy = Fy : Steel Yield 50.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Overall Column Height 14.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-X (width) axis; Unbraced Length for X-X Axis buckling =100 ft, K =1,0 Y-Y (depth) axis Unbramd Length for Y-Y Axis buckling =14,50 ft, K z.1.0 Applied Loads — — Service loads entered, Load Factors will be applied for calculations. Column self weight included :1,435.60 lbs " Dead Load Factor AXIAL LOADS .. . B104 Axial Load at 14.50 ft, D=14.10, LR =11.20 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.03279 :1 Maximum Load Reactions . , Load Combination +1.200+1,60Lr Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are, , Top along Y-Y 0.0 k Pu 36.563 k Bottom along Y-Y 0.0 k 0.9 "Pn 1.114,96 k Mu.x 0.0 k-ft Maximum Load Deflections ... 0,9"Mn-x : 538.48 k-ft Along Y-Y 0,0 in at O.Oft above base for load combination : Mu-y 0.0 k-ft 0.9' Mn-y : 311.159 k-ft Along X-X 0.0 in at O.Oft above base for load combination; PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are . , - Vu : Applied 0.0 k Vn " Phi : Allowable 0.0 k Load Combination Results ~ MaximUm Axial Bending &e§si Maxim m Shur R;�.Jios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.400 0.020 PASS 0.00 ft 0,000 PASS 0.00 ft +1.20D+0.60Lr 0.022 PASS 0,00 ft 0,000 PASS 0.00 ft +1.20D 0.017 PASS 0.00 f1 0.000 PASS 0,00 It +1.20D+1,60Lr 0.033 PASS 0100 ft 0,000 PASS 0.00 ft -+0.90D 0,013 PASS 0,00 ft 0.000 PASS 0.00 ft Maximum Readons Note: Only non --zero reactions are listed. Axial Reaction Tx -Axis Reaction k Y-Y Axis Reaction Mx -lend Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top 0 Only 15-536 +-0-I.r 26,736 +0-0,75oLr 23.936 +0.60D 9.321 Lr Only 11,200 Extreme Remotions _ Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @: Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 26336 Page 138 of 237 STRUCTURAL ENGINEERING CIVIL AND ST041MRA6 EX6[MEEgIN6 "S10 SHAIMPIILD LM, WrTE D 9A6A MERT, CA P-M-366-99R6 /zsy0-30tl-4.909 Gs76U�l3tl$«9i+ld FRAIL: REZLRA.rFV T9RAL.CCH Description : W 1499 t610; Project Title: Lot 58B Madision Engineer: R.A. Project ID: 1708130 Project DesLT: Extreme Reactions Axial Reaction X«X Axis Reaction It Y-Y Axis Reaction Mx - End Moments k ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Minimum 9.321 Reaction, X-X Axis Base Maximum 15,536 " Minimum 15.536 Reaction, Y-Y Axis Base Maximum 15,536 " Minimum 15.536 Reaction, X-X Axis Top Maximum 15.536 " Minimum 15.536 Reaction, Y Y Axis Top Maximum 15,536 " Minimum 15.536 Moment, X-X Axis Base Maximum 15,536 " Minimum 15,536 Moment, Y Y Axis Base Maximum 15.536 " Minimum 15.536 Moment, X-X Axis Top Maximum 15.536 " Minimum 15.536 Moment, Y«Y Axis Top Maximum 15,536 " Minimum 15.536 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max, Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr 0.0000 in 0,000 ft 0,000 in 0.000 it +D+0,750Lr 0,0000 in 0.000 ft U00 in 0.000 tt +0:801) 0.0000 in 0,000 ft 0.000 in 0.000 ft LrOnly 0.0000 in 0,000 ft 0,000 in 0.000 ft Steel Section Properties : W1499 Depth - 14,200 in lxx - 1,110.00 inA4 d - _ 5370 inA4 Web Thick - 0,485 in S xx = 157.00 inA3 Gw = 18000,00 01 Flange Width - 14.600 in R xx - 6.170 in Flange Thick - 0,780 In Zx - 173,000 inA3 Area - 29.100 inA2 1 yy = 402.000 inA4 Weight = 99.000 plf S yy = 55.200 in43 Wno - 49.000 inA2 Kdeson - 1.380 in R yy - 3.710 in Sw = 139 000 inA4 K1 - 1.438 in Zy - 83,600 in43 Of - 16.900 103 its - 4,140 in rT = 0,000 in Ow - 86.100 in13 Ycg - 0.000 in Page 139 of 237 Project Title: Lot 588 Madision -A 5TRU i1RAL ENGlNEER1NG Engineer: R.F. ProiectID: 1708130 _ . _ Project Descr: CiYlL AN@ $TRI1CsTVNAL EN@IN6ERIN@ MI) VArm►IELC LANE, SUM 0 FALN ➢muff, CA 9P760-9e0-4998 5:760-9e0-99@7 C.760-906-9166 OWL: AMMRAV;VCf VM.COt PM!ed, 2 NOV 2017. *0 f Steel Column �R E�le=,lserverlF7rojeetsU.0T58B-11p3•S7R-1tF2A1i=NN01170813D.� ENERCALC, INC. 1983.2017. Bultd.10.17,9.13. Ver.1017.9.1 Lie. # : KW-06005737 Licensee: RA STRUCTURAL ENGINEERING Description : W 1449 (1310) Sketches c N go .- x Page 140 of 237 PROJECT: `r�ai .: '• .; ,,- CLIENT: .;::. ,Ir:I-t:i•;`. JOB NO.: Max Load on 112" THK Plate Lot 585 1708130 DATE: 1=5/2017 PAGE DESIGN BY: R.A. REVIEW BY: R,A, Tube Base Plate Design Based on AISC Manual 14th Edition AISC 360-10 INPUT DATA & DESIGN SUMMARY AXIAL LOAD OF COMPRESSION Pe = 29 kips, ASD STEEL PLATE YIELD STRESS F v = 36 ksi CONCRETE STRENGTH f,' = 2.5 ksi � COLUMN SIZE => HSS5X5X1i4 I BASE PLATE SIZE N = 12 in B = 12 in AREA OF CONCRETE SUPPORT A s = 1156 ins 1 -�- _-- (geometrically similar to and concentric with the loaded area.) n i USE 12 X 12 112 In thick plate ANALYSIS CHECK BEARING PRESSURE (AISC 360-10 J8) , pP I nG = Af,,V 0,8 ,WX ' 1 F t .7] = 244,80 kips Where A, - 144 in2, actual area of base plate. n, — 2.50 DETERMINE VALUES OF m, n, n', X, and I (AISC 14th Page 14-5) m = 0.5 (N - 0.95 d) = 3,63 In n=0.5(B-0.95b) = 3.63 in n'=0.25(db )°$ = 1.25 in X = A9IN 4d6 SZrP„ 1 = 0,12 2,r a = AWN � I•,• 7I-X i� - 0,36 Where d - 5,00 in, depth of column section. b 5,00 in, width of column section. DETERMINE REQUIRED THICKNESS OF BASE PLATE (AISC 14th Page 14-6) 3 33p�, _ + min = r �N - F, 0,49 In Where I = MAX (m, n, An') = 3.63 in Pa [Satisfactory] Page 141 of 237 —R PROJECT: Max Load on 5/9" THK Plate PAGE At-TRU T'i rNAt> CLIENT: Lot sn DESIGN BY: R.R. -1?N<*'jNr't-'W�G JOB NO.: 1708130 DATE : 10/25/2017 REVIEW BY: R.A. Tube Base Plate Design Based on RISC Manual 14th Edition RISC 360-10 INPUT DATA 8, DESIGN SUMMARY_ AXIAL LOAD OF COMPRESSION Pa = 46 kips, ASD STEEL PLATE YIELD STRESS Fy = 36 ksi E CONCRETE STRENGTH fc' = 2.5 ksi COLUMN SIZE _> HSS5X5X1A n BASE PLATE SIZE N = 12 in B = 12 in AREA OF CONCRETE SUPPORT A 2 = 1156 in 2I ` (geometrically similar to and concentric with the loaded area,) _ I USE 12 x 12 618 In thick plate ANALYSIS CHECK BEARING PRESSURE (AISC 360-10 J8) P"/n,= M11v 0.85AL4�C�++= l� 1.7]= p Q" Y �t 2d4.80 kips Where A, = 144 in2, actual area of base. plate. 0, - 2.50 INE VALUES OF m, n, n', X , and I (AISC 14th Page 14-5) m = 0.5 (N - 0.95 d) = 3,63 in n=0,5(B-0.95b) = 3.63 in ►7' = 0,25 (d b ) ° a = 1.25 in X = MIN 4rlb R(d+1,)2) 01P. I 0.19 .Pr ' � A = X lry � 1 1� J I = 0,46 Where d - 5,00 In, depth of column section_ b = 5,00 in, width of column section, DETERMINE REQUIRED THICKNESS OF BASE PLATE (AISC 14th Page 14-6) 3.3 3 P,+ 0.62 in r BN Where / = MAX (m, n, ;t n') = 3.63 in Pa (Satisfactory] Page 142 of 237 -R PROJECT: Max Load on 3i4" THt Plate PAGE: rRUCTlreAL CLIENT. LOWS DESIGN BY : R.A. JOB NO.: 1708130 LATE : 1012512017 REVIEW BY'-. R.A. Tube Base Plate Design Based on AISC Manual 14th Edition (AISC 360-10) INPUT DATA & DESIGN SUMMARY AXIAL LOAD OF COMPRESSION Paw fib kips, ASD (STEEL PLATE YIELD STRESS i F y = 36 ksi !CONCRETE STRENGTH 2.5 ksi COLUMN SIZE => HSS5X5X1/2 !BASE PLATE SIZE N = 12 in ; 8 = 12 in AREA OF CONCRETE SUPPORT A,, = 1156 in' I ;. (geometrically similar to and concentric with the loaded area.) _ •- J 4- € w b r, USE 12 x 12 314 In thick plate ALYSIS ECK BEARING PRESSURE (AISC 360-10 JS) Fj /C2, _ .1, r[] "WIN( 0.85AItI '�� 1 I 1.7� - 244.80 kips S2. L lY.41 ) Where A, = 144 ins, actual area of base plate. Ito = 2.50 JE VALUES OF m, n, n', X , and I (AISC 14th Page 14-5) m=0.5(N-0.96d) = 3,63 in n = 0,5 (B - 0,95 b) = 3,63 in n' = 0,25 (d b) o' = 1.25 in X" = R?IN 4elb [((d+b)2,1 52i f'u 1 r 0,27 1.1 ?,FV- A=A1ZN� , 1 �= I 0,56 Where d - 5.00 in, depth of column section. b - 5.00 in, width of column section. DETERMINE REQUIRED THICKNESS OF BASE PLATE (AISC 14th Page 14-6) 3.33P, tmin ' ! F,,BN — 0.75 in Where / = MAX (m, n, A n') = 3.63 in Pa [Satisfactory] Page 143 of 237 PROJECT; Max Load on la"Thick Base Plate PAGE CLIENT' Let 5BB DESIGN BY,- R.A. A. iK,. JOB NO.: 1708130 DATE � 10125r2017 REVIEW BY: R.A. WF Base Plate Design Based on AISC Manual 14th Edition AISC 360-10 INPUT DATA & DESIGN SUMMARY I I "AL LOAD OF COMPRESSION Pa = 62 kips, ASD STEEL PLATE YIELD STRESS F y = 36 ksi >w CONCRETE STRENGTH f, `- 2.5 ksi � I COLUMN SIZE -a W14X99 BASE PLATE SIZE N = 20 in B = 20 in fi i AREA OF CONCRETESUPPORT A2 = 1156 in' -`--. (geometrically similar to and concentric with the loaded area.) ri USE 1114 i 20 x 20 112 In thick plate ANALYSIS CHECK BEARING PRESSURE (AISC 360-10 J8) PP42 . = ' Sic � AlffN0.85AIAX ( I� I. i = 578.00 kips Where A, = 400 in2,, actual area of base plate. DC = 2.50 DETERMINE VALUES OF m, n, n', X , and I (AISC 14th Page 14-5) m=0.5(N-0.95all = 3.26 in n=0.5(B-0.8br) = 4.16 In n' = 0.25 (d b r )" - 3.60 in X A41, !! 2 za<fl,7 , t 0.11 t`f }hJ Cyr, A=111IN� 2,I a 1)= 0.34 1 Where d = 14.20 in, depth of column section. b r — 14.60 In, flange width of column section. DETERMINE REQUIRED THICKNESS OF BASE PLATE (AISC 14th Page.14-6) 3.33PG tniin= 1 F,RN — 0;50 in Where / :MAX (m, n, An') = 4.16 in Pa [Satisfactory] Page 144 of 237 FOUNDATION ANALYSIS (SB) SOIL BEARING W TO BE CONFIRMED PRIOR TO CONSTRUCTION CONFIRMED BY SOILS REPORT CONTINOUS FOOTING @_TYP LOADS TO FOOTING ROOF - 20 x 40 WALL -- 10 x 17 FLOOR -- 0 x 0 CONCRETE SELF WEIGHT = 150x15x18/144 ` " ) WIDTH REQUIRED - 0.83 - = - 800 = 170 0 281.25 TOTAL - 1.500 PSF I 1251.25 PLF USE 15" WIDE X 18" DEEP CONTINUOUS FOOTING @ 2 - STORY PORTIONS ALOWABLE POINT LOAD ON CONTINUOUS FOOTING PMAX= SBxSxW 144 P MAX @ = 8125 P ALLOWABLE = P MAX - TOTAL (S/12) I_ S=40 1 STORY _ S-52 AT 2 STORY '� S-rKt 1 , r ti kr PROJECT` : CLIENT, JOB NO.: Pad Footing (2 ft sq,)[P1] DATE : PAGE: DESIGN BY: R,A. REVIEW BY: R,A. Pad Footing Design Based on ACI 318.14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH c, = 6 in FOOTING WIDTH B - 2-00 It COLUMN DEPTH o2 = 6 in FOOTING LENGTH L - 200 ft BASE PLATE WIDTH b1 6 in FOOTING TH(CKNESS T = 18 in SASE PLATE DEPTH b2 = 6 in LONGITUDINAL REINF. 3 8 in 0,0, FOOTING CONCRETE STRENGTH f,' - 2:5 ksi TRANSVERSE REINF 3 # 5 9 in b;c. REBAR YIELD STRESS fy - 60 ksi AXIAL DEAD LOAD Put = 3 it �P AXIAL LIVE LOAD PLC 2,7 k LATERAL LOAD (0=WIND, 1=SEISMIC) = 0 Wind45D 7 /7;7 WIND AXIAL LOAD PLAT = 0 k; SD SURCHARGE qs 0 ksf -� i`I • I w SOIL WEIGHT W, = 0.11 kcf �s FOOTING EMBEDMENT DEPTH Dt = 1,5 It FOOTING THICKNESS T - 18 in. ` i ' ALLOW SOIL PRESSURE 08 1.5 kaf - FOOTING WIDTH FOOTING LENGTH B = L 2 2 R ft L > 80-TTOM REINFORCING 5 THE PAD DESIGN IS ADEQUATE, t ANALYSIS DESIGN LOADS (IBC 1605,3,2 & ACI 318 5,3) CASE 1; DL a LL P 6 kips I.2 DL + 1.6 LL Pu = 8 kips CASE 2: DL + LL +0 6(1.3) W P = 6 kips 12 DL + LL + 1,0 W Pu = 6 kips CASE 3: oL * L + 0.80:85) W P = 6 kips 0.9 DL+ 1.0 W Pu = 3 kips CHECK SOIL BEARING CAPACITY (ACI 318 13,31 A) CASE 1 CASE 2 CASE 3 finf�a ! +q.V-i-(0.1S--1a°,r•)7'- 1.49 ksf, 1.49 kaf, 149 ksf q MAX k O , , [Satisfactory] where k = 1 for gravity loads; 413 for lateral loads. DESIGN FOR FLEXURE (ACI 318 112.7, 21, & 22) lit � Aarax = U85/3f annA41iV 1i ),0018 0,85f -038-Cl, Td �3 fy sir 1' = f,, LONGITUDINAL . _ .... ............ .... .... . TRANSVERSE - d 14.69 14.38 b 24 - ..._ .24 qu,ma0 _ _ 1,98- Mu p 0,D00 0.000 _ Amin "q.0�0 6.000...--.-..-. As _ - — 0.02 RegD___._.......... _ .- Max. Spacing... 18 In Q.C. 18 in o,c. USE 3 # 5 a 9 in o.c. 3 9 in Sp. 0.013 0.013 - Cheek perad c p'. [SAIIihCtprylj ISASisfactory) Page 146 of 237 (CHECK FLEXURE $HEAR (ACI 31813.212 &.22.5) Qonfd) V71 .......... ..... LONGITUDINAL TRANSVERSE vu ...._-.-. 1.88 ... - __....-...-.1.77.... __................_ _...,.,_..... _ 0.75 - - - — Dab Ovn 28A - -25.9 ..... �._ (;Fleclt Y�, C �Vn _ ISatisiaetoryj (setisfactom - — CHECK PUNCHING SHEAR (ACI 34613.2.7.2; 22 dAll, 22;SA.3, & 8>4.2.3) OVn (2+Y)O t Alp 179.01 kips where Day (ACt 3t8 2.1.2) pi r ratio of long side to short side of concentrated toad too bo ,e,+.c +A1+bZ+4d 821 In AP N d m 1193,4 Ina y MIN(2, 410,, 40ditio) 2,0 ffi 1_ 1 r$i�'Gi 8: c:' 2.1243 kips [Satlafactoryj rr �u, ritAa BL 2 2 T a� m v„ Page 147 of 237 PROJECT: Pad Footing (2.5 ft sq,)[P2] PAGE Atit°I2I c �,t,h:I CLIENT: DESIGN BY: R.A a,d„Nt:.ilhl:il,r:li t) JOB NO- DATE : REVIEW BY: R.A. Pad Fasting Design Based on ACI 318-14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH 01 6 in FOOTING WIDTH 8 - 2.50 It COLUMN DEPTH to = 6 in FOOTING LENGTH L = 2.50 ft BASE PLATE WIDTH b4 = 6 in FOOTING THICKNESS T - 16 in BASE PLATE DEPTH b2 = 6 in LONGITUDINAL REINF. 3 # 5 @ 12 in o.c. FOOTING CONCRETE STRENGTH t = 2.5 ksI TRANSVERSE REINF 3 # 5 c 12 in ox. REBAR YIELD STRESS ty - 60 kal f AXIAL DEAD LOAD POL - 5 k AXIAL LIVE LOAD PLi = 4 k LATERAL LOAD (O=WIND, 1=SEISMIC) = 0 Wind,SD ±-- WIND AXIAL LOAD PLAT - 0 k, SD � f 777777 SURCHARGE qe = 0 ksf I m ' "t SOIL WEIGHT w, = 0,11 kcfc `� I FOOTING EMBEDMENT DEPTH Of = 1.5 ft R w FOOTING THICKNESS T - 18 In i ALLOW SOIL PRESSURE 0, = 1.5 ksf - FOOTING WIDTH B = Z5 It x FOOTING LENGTH L = 2.5 ft I BOTTOM REINFORCING # 5 ! b 4 i THE PAD DESIGN IS ADEQUATE. L ANALYSIS DIrSIGN LOADS (IBC 16053.2 & ACI 318 5.3) GA$E V DL + LL P = 9 kips 1,2 OL+ 1.6 LL Pu = 12 kips CASE 2: DL+ LL+06(1 3) W P = 9 kips 1.2 DL + LL t 1.0 W Pu - 10 kips CASE 3: DL+ LL+ ORM-155) W P - 9 kips 0.9 DL+ 1.0 W Pa - 5 kips HECK SOIL BEARING CAPACITY (ACI 316 13.3.1.1) CASE i CASE 2 CASE 3 q,+(0.15- 1vs)T= 1.50 ksf, 1,60 ksf, 1.50 ksf q MAX t k 0 a, (Satisfattom where k = 1 for gravity loads, 413 for lateral loads, SIGN FOR FLEXURE (ACI 316 13.23, 21. & 22) y 0.850,f�elf 4F Vm'tvF0.3jf�i 1 y sar 4 LONGITUDINAL 'TRANSVERSE ....--...,- _ d 14,69 b 30- - Q a,max 1 <96 1,88 - My 2,48 — 2. S F- _...- 0,000 f - Pmm Q.000 , 0.000 - A, _. . 0.06 005 - RegD - 1 -# 5 . ............ 1 # _._.. 5- Max. Spacing 18 �in ox, 18 . USE 3 # 5 12 in o.e. 3 # 5 a 12 rmm -, 0.01�3 _ 13max 0.013 - (34tl$F4CiOry] IallftwflrA Page 148 of 237 (Wnt`d) 'CHECK FLEXURE SHEAR (ACI 318 13.2,7,2 & 22,5) LONGITUDINAL TRANSVERSE Vu -0.98 4 0.75 w 0.75 --• - mUo 33,0 _ 32.3 Chack V <+V„ - [Satisfactory] atisfactory) CHECK PUNCHING SHEAR (ACt 31$ 13..2.7,2, 22.6.4 1, 22.8.4.3, & 8.4,2.3) Of -n' (2+Y)O�V f'v Ap 179.01 kips where - 0.75 (ACI 318 21.2) j1c $ ratio of long side to short side of concentrated load - 1,00 bo = c, + CZ + b, + b7 + 4d - 82.1 in A,, by d = 1193.4 in2 y = MIN(2 , 4 t j 0, 40 d 1 bo) = 2,0 i' u I pu m€x { ) " BL � b3 4 ci + d L:t f + d l 6.5926 kips C o V n [Satisfactory] ll Page 149 of 237 �R ti•I lat � , : , I. PROJECT: Pad Footing (3 ft sq.)(P31 CLIENT' JOB NO< : DATE: d on ACI 318-14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH C, = 6 in FOOTING WIDTH COLUMN DEPTH C2 = 6 in FOOTING LENGTH BASE PLATE WIDTH b, - 6 in FOOTING THICKNESS BASE PLATE DEPTH b2 .. 6 in LONGITUDINAL REINF. FOOTING CONCRETE STRENGTH fd' = 2.5 ksi TRANSVERSE REINF. REBAR YIELD STRESS fy - 60 ksi AXIAL DEAD LOAD Pr,L 0 6.9 k AXIAL LIVE LOAD PAL - 6 k LATERAL LOAD (0=WIND, 1=SEISMIC) = 0 Wind,SD WIND AXIAL LOAD PLAT = 0 k, SD SURCHARGE qn = 0 ksf SOIL WEIGHT wg = 0,11 kaf FOOTING EMBEDMENT DEPTH Dr = 1.5 ft FOOTING THICKNESS T = 18 in ALLOW SOIL PRESSURE Qa = 1.5 ksf FOISTING WIDTH B = 3 ft FOOTING LENGTH L = 3 ft BOTTOM REINFORCING # 5 THE PAD DESIGN IS ADEQUATE. PAGE: DESIGN BY: R.A B s 3.00 1i L # 3.Dtl ft T 18 in 3 # 5 15 in o.c. 3 # 6 15 in ox, i' d 1t a x ANALYSIS DESIGN LOADS (IBC 1605.3.2 & ACI 316 5.3) CASE 1: OL + LL P = 13 kips 1.2 OL + 1,6 LL Pu = CASE 2; OL + LL +0 6(1.3) W P = 13 kips 1.2 DL + LL + 1.0 W Pu = CASE 3: 01.+LL+0.8(o85) W P - 13 kips 0.9 DL+1,0 W Pu = 'HECK SOIL BEARING CAPACITY (ACI 316 13-3.1.1) CASE 1 CASE 2 CASE 3 iJnrx.� ` BL }9s� (0.15-�s's)T' 1,49 ksf, 1,49 ksf, 1,49 ksf q MAX < k Q a , [Satisfactory) where k =1 for gravity loads, 413 for lateral loads. DESIGN FOR FLEXURE (ACI 318 13.2.7, 21, & 22) 4rrr._ _ 0,1t5�?,.j-;,, r;rr -- >•1llS�I 1).1)(II�� 4 �� i�.85jt. 1- I .3>I3hd- J.L Phu.c d 3 ! LONGITUOINAL TRANSVERSE 35 36 q u,max 1.09 199 �.r........ . ........ -. _ Mu 4,66 4,66 0.00 _ 0.001) pmin 0.000 0.000 Aa 0.09 - - RegD �. - # -- 5 1 # 5 —. . Max. Spacing _. _ 18- in a.q 3 # 5 _ 16ina.m. 3 N__.. 5- ....... IS Ino.C.__� USE Pmax 0,013 0.013 Ch9f)K PPMd S PMSX ISatiafaCtory] SI+tlsfsctaryJ 16 kips 14 kips 6 kips Page 150 of 237 'HECK FLEXURE SHEAR (AG.I 318 13,2.7,2 & 22,5) (cont'd) Ortj = 20bd f" LONGITUDINAL TRANSVERSE Vy. 0.16 0.31 0.75 - - 0.75 Fyn 39.7 38.8 13at[ sfactoryj [satisfactory] 'HECK PUNCHING SHEAR (ACI 31813.2.7.2, 22.8.4.1, 22.8.4,3, & 8.4.2.3) Ovi,="(2+Y)4CAS = 179,01 kips where C - 0.75 (AG! 318 21,2) o = ratio of long side to short side of concentrated toad = 1,00 bo = c:, + c2 + bq w b2 + 4d - 82.1 in Ap bo d = f 1 g3.4 ln2 y = MIN(2, 41A,, 40d/bo) a 2.0 Y I - b"+CE +d b: Yc, +d = 12.065 kt s < 0 V [Satisfacta u-lu,maxI fij 2 )� 2 p n rY] Page 151 of 237 PROJECT: Pad Footing (3.5 ft sq.)[P4] �mut:c^nu CLIENT JOB NO.: DATI Pad Fooling Design Based on ACI 318-14 INPUT DATA COLUMN WIDTH c, - 6 In COLUMN DEPTH 6 in BASE PLATE WIDTH b, = 6 in BASE PLATE DEPTH br = 6 in FOOTING CONCRETE STRENGTH i" = 2,5 ksi REBAR YIELD STRESS fy = 60 kai AXIAL DEAD LOAD PO4 = 6 k AXIAL LIVE LOAD PLL = 8.6 k LATERAL LOAD (O=WIND, 1=SEISMIC) = 0 WInd,SD WIND AXIAL LOAD PIAT = 0 R. SD SURCHARGE Q. = 0 ksf SOIL WEIGHT W, = 0,11 kof FOOTING EMBEDMENT DEPTH Dr = 115 ft FOOTING THICKNESS T = is in ALLOW SOIL PRESSURE 0, = 1.5 ksf FOOTING WIDTH B 3.5 ft FOOTING LENGTH L - 3.5 ft BOTTOM REINFORCING # 5 THE PAD DESIGN IS ADEQUATE, DESIGN SUMMARY PAGE: DESIGN BY. R.A REVIEW BY: R.A FOOTING WIDTH 8 - 3.50 h FOOTING LENGTH L 3.50 It FOOTING THICKNESS T m 18 in LONGITUDINAL REINF. 4 # 5 a 12 in o,C. TRANSVERSE REINF. 4 # 5 @ 12 in o,c. NALYSIS =SIGN LOADS (160 1605.3.2 & ACI 318 5.3) %SE 1: DL + LL P : 18 kips 1.2 DL + 1.8 LL Pu = 4SE 2: DL+ LL +0.8( 1,3} W P = 16 kips 1.2 DL + LL + 1.0 W Pu a %SE 3: DL + LL + 0.5(0 65) W P = 18 kips 0.9 DL+ 1.0 W Pu = dEC€C SOIL BEARING CAPACITY (ACI 318 13,311) CASE 1 CASE 2 CASE 3 qhfax- iL+g,+(0.15-1p'.v)T 1,$0 ksf, 1,50 ksf, 1,50 ksf q MAX < k Q , • (Satisfactory] Where k = 1 for gravity loads, 413 for lateral loads. IGN FOR FLEXURE (ACI 318 13.2.7, 21, 8 22) p: ""' - 0.135 i ./ �_ ell 0�383hd' /s fj' L ff' cl d 3 Y d LONGITUDINAL 14.t39 --. 42 TRANSVERSE 14.39 42 -- b 4 u,mae 2.00 _ ..__ 2.00 —Mu 7.a8 7,88 0,000.�-- Pmin 0.000 0.000 A, 0.16 0.1s _- - RegD 1 li S 1 # 5- ... Max. Spacing 18 In o.c. 18 in o,c. USE _ _ 4 # 5 12 in o.c. 0.013 4 # 5 Q 12 In a,c. 0,013 _ Check Pomd' Pm (satisfactory) [Sal€sfactary] 25 kips 19 kips 8 kips Page 152 of 237 (coned) CHECK FLEXURE SHEAR (AC 1318 13.2.7.2 & 22.5) OVn = 20bd is LONGITUDINAL TRANSVERSE V� — 1,94 2:12 -_ - - 0:75 0,75 ¢Yn 40,$ 45.3: ChsCT V„ < W' [Satisfactory] [Satisfactory] CHECK PUNCHING SHEAR (AC�II 318 13:2,7,2, 22,8,4;1, 22,8A.3, & 9.4.2.3) or''n-(2+Y)ONI1 e I _ 179.01 kips where PC 0.75 (ACI 318 21.2) Rt ratio of long side to short side of concentrated load - 1,00 by c1 + cx + k�4, b + 4d = 82.1 in Ap pc d 1103.4 Inz y C f MIN(2 , 41 P,, 40 d t bo) - 2,0 t'u = Prt,max I 1 �L I �d)(L2 d)18.891 kips 0 V n t3atisfacto►y] Page 153 of 237 �V-J-.Nc PROJECT: Pad Fooling (4 ft sq.)[P5] PAGE: .-I-RUC-7 URAL CLIENT: DESIGN BY: R,A, ONI=1:WNG. JOB NO ' DATE : REVIEW BY : R.A- INPUT DATA COLUMN WIDTH c, - 6 in COLUMN DEPTH C, = 6 In BASE PLATE WIDTH b, = 6 in BASE PLATE DEPTH bi m 6 In FOOTING CONCRETE STRENGTH fc` = 2.5 ksl REBAR YIELD STRESS fy = 60 ksI AXIAL DEAD LOAD P13L = 11.5 k AXIAL LIVE LOAD PILL 11.5 It LATERAL LOAD (O-WIND, t=SEISMIC) - 0 Wind.SD WIND AXIAL LOAD PLAT $ 0 k, SD SURCHARGE q§ = 0 ksf SOIL WEIGHT wx = 0.11 kcf FOOTING EMBEDMENT DEPTH Of = 1.5 ft FOOTING THICKNESS T = 18 in ALLOW SOIL PRESSURE Qa = 1.5 ksf FOOTING WIDTH B = 4 ft FOOTING LENGTH L = 4 ft BOTTOM REINFORCING # 5 THE PAD DESIGN IS ADEQUATE. DESIGN SUMMARY FOOTING WIDTH B = FOOTING LENGTH L FOOTING THICKNESS T LONGITUDINAL REINF. 4 # 5 TRANSVERSE REINF- 4 # 5 4,00 ft 4,00 R 18 in 14 in ox, (� 14 in o:C, ANALYSIS DESIGN LOADS (IBC 1605,3,2 & ACI 318 5.3) CASE 1: OL + LL P = 23 kips 1,2 DL + 1.6 LL Pu 32 kips CASE 2: 0L + LL +0.6( 1,3) W P 23 kips 1.2 DL + LL + 1.0 W Pu 25 kips CASE 1 OL + Lt. + DAM 65) W P = 23 kips 0,9 DL+ 1.0 W Pu - 10 kips ;CHECK SOIL BEARING CAPACITY (ACI 318 13,3.1,1) CASE 1 CASE 2 CASE 3 quAX= J 4.-qs.+(0 15-1Ns)T= 1,50 ksf, 1,50 ksf, 1,50 ksf q mAx < k Q a , [Satisfactory] where k =1 tot gravity loads, 4/3 for lateral loads DESIGN FOR FLEXURE (ACI 318 13,2,7, 21, 8 22) 0.85 j�. 1- I --...... � JI t��»a 's 0.383hc1 ,l s ,f�y clo, + c! 3 LONGITUDINAL 14.69- .- TRANSVERSE _.- 14,38 d b 48 48 _ _-q u:max 2,01 12.33 2.01 12.33 —�Vlu _ 0,000 0.000 Pmin 0,000 0 000 Aa - - 0.25 . - 0.25 Rom° 1 -S .__ ..._._._.... ........... 1 # 5 Max. Spacing 18 In o,G _ 18 In o.c. USE _ 4 3 1.4. In Qa _ .. 4 # 5 (c[? 14 in me, , Amax 0,013 a.0l3. Check PLPMd r Pmaa iSillsfir army [Satisfactory] Page 154 of 237 {conl'oj CHECK FL5XURE SHEAR (ACI318 13.2,7,2 &2Z5) --LONGITUDINAL TRANSVERSE Vu A.�y3 - - - - --•- 4.A4 0>75 0,75OVA - ChecK Vv , ov-[Sattsfactoryj "" -- [SattefacMryj _ ._._,.,_ CHECK PUNCHING SHEAR (ACI31013.2,7:2, 2240, 22.6.4,3, & 4.4,213) OVI,2+y)+ fc_.4p _: 179.01 kips where 0,75 (ACI 31821,2) Re m ratio of long side to: short side of concentrated load s 1.00 bo x c, + of + bj + b2 + 4d 0.2.1 In. Ap a bo d 1193.4 inx y a MiW(2. 4! Aa, 40 d 1 bp) 7.0 f 6j+c, b++c: VuPu, max 1__i 2 +d)� _� +d= 26,900 kips � 0 Vn [8stlsfectorY] Page 155 of 237 —R PROJECT : Pad Footing (4.5 ft sq,)[PS] 4"rRGCTI'RAl- CLIENT - .,rrvr1lryM*1IN6r JOB NO.: DATE 318-14 INPUT DATA COLUMN WIDTH Cl = 6 In COLUMN DEPTH C2 = 6 in BASE PLATE WIDTH b� - 6 in BASE PLATE DEPTH bz = 6 in FOOTING CONCRETE STRENGTH f,' = 2,5 ksi BESAR YIELD STRESS fy a 60 ksi kXIAL DEAD LOAD P" 14.5 k kXIAL LIVE LOAD PAL = 14,5 k .ATERAL LOAD (O=WIND, 1--SEISMIC) - 0 Wind,SD HIND AXIAL LOAD PL,r a 0 k, SO SURCHARGE qa = 0 ksf SOIL WEIGHT wS 0,11 kcf =DOTING EMBEDMENT DEPTH Dr = is ft FOOTWG THICKNESS T = 16 in kLLOW SOIL PRESSURE 00 = 1.5 ksf FOOTING WIDTH B = 4,5 ft DOTING LENGTH L = 4.5 ft BOTTOM REINFORCING # 5 THE PAD DESIGN I5 ADEQUATE. PAGE: DESIGN BY. R.A. REVIEW BY: R.A DESIGN SUMMARY FOOTING WIDTH B = 4,60 ft FOOTING LENGTH L = 4,50 ft FOOTING THICKNESS T 18 in LONGITUDINAL REINr 4 # 5 ( 16 in o,c. TRANSVERSE REINF 4 # 5 16 in O.c. r r� rr I b ' - NALYSIS ESIGN LOADS (IBC 1606,12 & ACI 316 6:3) ASE 1: DL + LL P 29 kips 1,2 DL+ 1.6 LL Pu = ASE 2: DL + LL+3:6(1.3) W P - 29 kips 1.2 DL + LL + 1.0 W Pu = ASE 3: DL y LL+ 0,6(0.85) W P = 29 kips 0,9 DL+ 1,0 W Pu = 'HECK SOIL BEARING CAPACITY (ACI 31813.11.1) CASE 1 CASE 2 CASE 3 r1a+Ax� LiL 1,49 ksf, 1,49 ksf, 1.49 ksf q , < k Q a , (Satisfactory] where k = 1 for gravity loads, 4f3 for lateral leads. IGN FOR FLEXURE (ACI 318 13,2.7, 21, & 22) ,tf++ 1).850,1, ,U Li= LI1h' `0 0018T • 0.383b'd J�, fy 620+Er .y LONGITUDINAL TRANSVERSE - ................ 14.69 ._.-.... _... - 14.36 b 54 - .- . 54 q u:max _— - 2,00 _ 2,60 •- - - 0.004. 0.000 Prp a 0.000 0,000 0,37 0.37 - RegD 2 # 5 _._.. 18 In o,C. _-.. 2 _ # 5 ..-. ......1.8 . . in o.c, Max. Spacing USE _... -.... 4 # 5 16 in u.c. 4 # 5 16 in o.c. _ pmp. _ 0,013 0 013 Check ppmd c Amsx tsatlrifactory] {5atlafaCtary] 41 kips 32 kips 13 kips Page 156 of 237 (conf'd) FLEXURE $HEAP! (ACI 316 13.21,2 & 22Z) 01`n '201)d fe LONGITUDINAL TRANSVERSE Vu 7,00 — 7.24 0.7.6 OVA 59,5 58.2 - -- grroc i V„ OV4 - (Satisfantoryj [setlsfactow — CHECK PUNCHING SHEAR (ACI 3.18 13,2,7.2. 22,O AA, 22<8,41, & 8:A.2.3) 179,01 kips where f 015 (AC( 318 21.2) t)c = ratio of tong side to short stale of concentrated load - too bo = c# + c,2 + b1 + bt + 4d = 82A in AQ a bo'd sa 1193.4 W y = MIN(2 . A i 0, , 40 d J bp) = 2.0 (b—L,+cl /6:*t:Pei�ma�: -» QL 2 +a'I 2 +�f 1= 94.731 kips < � ti It(Sattsiaatora+J Page 157 of 237 PROJECT: Pad Footing (5 ft sq.)[P71 rtsl .t It ti u. CLIENT: ^:I:IAlINt" JOB NO.: DATE ; IPad Footing Design Based on ACI 318-14 INPUT DATA COLUMN WIDTH c, - 6 in COLUMN DEPTH cx = e in BASE PLATE WIDTH b, - 6 in BASE PLATE DEPTH bs m 6 in FOOTING CONCRETE STRENGTH f� = 2.5 ksi REBAR YIELD STRESS fy W 60 ksi kXIAL DEAD LOAD PoL - 18 k AXIAL LIVE LOAD PAL - 17.5 k -ATERAL LOAD (O=WIND, 1=SEISMIC) - 0 Wind.SD NINO AXIAL LOAD PLAT = 0 k. SD SURCHARGE qs = 0 ksf 3011. WEIGHT ws - 0.11 kcf =DOTING EMBEDMENT DEPTH Of m 2 ft =OOTING THICKNESS T 24 in kLLOW SOIL PRESSURE 0, = 1.5 ksf DOTING WIDTH B = 5 ft =OOTING LENGTH L = 5 ft 30TTOM REINFORCING # 5 THE PAD DESIGN IS ADEQUATE. DESIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF. TRANSVERSE REINF. PAGE: DESIGN BY: R.A. REVIEW BY • R.A. B - 5.00 ft L 5.00 ft T - 24 in 5 # 5 Q 13 in o.c. 5 # 5 @ 13 in 0.c. ANALYSIS DESIGN LOADS (IBC 1605,3<2 8 ACI 318 5-3) CASE 1; DL + LL P - 36 kips 1.2 OL + 1.6 LL Pa - CASE 2: DL+ LL+O.s( 1.3) W P - 36 kips 1.2 DL + LL . 1.0 W Pu - CASE 3; OIL +LL+0,6(0.s5) W P = 36 kips 0 9 DL+ 1.0 W Pu - CHECK SOIL BEARING CAPACITY (ACI 310 13.3.1.1) I' CASE 1 CASE 2 CASE 3 ,1lil,k'- 8L *q,+(0.1S— ws)T= 4.50 ksf, 1,50 ksf, 1.50 ksf q MAx c k 0 „ , [Satisfactory] where k = 1 for gravity loads, 4f3 for lateral loads DESIGN FOR FLEXURE (ACI 318 13.2.7, 21, & 22) 0.85f ,j T 0l3_f4 1- tr0.38lli11 J s �' : d 1 y rfr _ LONGITUDINAL _. _... - .............._......... TRANSVERSE ... .. d 20.69 _ . - 20-38 BD 60 q u m&, 1.98 1.98 M 25.11 — 25,11 - --.-•...... - - P..... _.-...... 0.00.0 0.000 pmin 0.000 0,040 As 0-36 - -- - T0.37 RegA 2 # 5 --- 2 #.. 5 Max. Spacing 18 in o,c. _ 18 in ot, USE 8 * 5 @ 13 In o.c_..- 5 # 5 13 in o,c. 4�max _ _ -- 0.013 DA 13 Check pp,eo pmos (Satisfactory) [Satisfactory] 50 kips 39 kips 16 kips Page 158 of 237 ICHECK FLEXURE SHEAR (ACI 318 13.ZT2 & 22.5) (cont'd) Ok"n = 20bdF LONGITUDINAL TRANSVERSE Vu 5.22 5<48 - Q 0.75 0,75 QVI, 99.1......_-91.7 Check V„ <Jv,- (Satisfactory] — [Satisfactory] CHECK PUNCHING SHEAR (ACI 318 13.2.7.2, 22.8.4.1, 22.6,4.3, && 8.41:2:3) 0V n = (2+ y)0 jCAP 326,83 kips Where $ = 0.76 (ACI 318 21.2) ov = ratio of long side to short side of concentrated load - 1.00 bo = cI+ci+bI+by+4d 1061 in An bo d ft 2178,a ins y MIN(2, 410,, 40diba) _ 2,0 V11 = Pu, max t - �� 6, 2 r + d (b, +C, - ci I I = 35,902 kips t 0 V n [Satisfactory] Page 159 of 237 PROJECT: Pad Footing (5.5 ft sq,)(PB) PAGE: I� ; r ^ '•r CLIENT: DESIGN BY: R,A, _ "" JOB NO.: DATE. REVIEW BY. R.A. Pad Footing Des[ n Based on ACI 31844 INPUT DATA DESIGN SUMMARY COLUMN WIDTH c, 6 in FOOTING WIDTH B = 6.60 ft COLUMN DEPTH C, = 6 in FOOTING LENGTH L 5,50 ft BASE PLATE WIDTH b, - 6 in FOOTING THICKNESS T - 24 in BASE PLATE DEPTH b2 = 6 in LONGITUDINAL RETNF. 5 # 5 @ 15 In o.c. F007ING CONCRETE STRENGTH 1 - 2,5 ksi TRANSVERSE REINF. 5 # 5 15 in ox, RESAR YIELD STRESS fy - 60 ksi AXIAL DEAD LOAD PcL = 21.5 k 4XIAL LIVE LOAD PLC = 21,2 k LATERAL LOAD (0=WIND, 1-SEISMIC) - 0 Wind,SD 11-7777 7777 ;MND AXIAL LOAD P"' 0 k, SO d SURCHARGE qy - 0 ksf SOIL WEIGHT wa 0,11 kcf G { FOOTING EMBEDMENT DEPTH D, = 2 ft Q FOOTING THICKNESS T 24 in 4LLOW SOIL PRESSURE Da = 1.5 ksf ^DOTING WIDTH B - 5,5 ft i 4 FOOTING LENGTH L 5,5 ft I BOTTOM REINFORCING # 5 1 THE PAD DESIGN IS ADEQUATE. ANALYSIS DESIGN LOADS (IBC 1605.3,2 & ACI $18 5.3) CASE 1' DL + LL P 43 kips 1.2 DL + 1.a LL Pu = 60 kips CASE 2: DL + LL +0,6(1>3) W P = 43 kips 11 AL + LL + 1.0 W Pu - 47 kips CASE 3: DL + LL + 0,6(0 65) W P = 43 kips 0 9 DL+ 1,0 W Pu = 19 kips 'NECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) CASE t CASE 2 CASE 3 L+c�;S.+(0.15—lvs)7 1-49 ksf, IA9 ksf, 1,49 ksf q MAX < k Q e , [Satisfactory) where k = 1 for gravity Loads, 413 for lateral loads, SIGN FOR FLEXURE (ACI 318 13.2.7, 21, & 22) O.KS/f i 1c• �u I T 4 0,85,%e I— I-- #f? Pxr., AaurxA•RPVI0,001b— P v.3s3hd a~e .I v erg+ e d 3 ! LONGITUDINAL TRANSVERSE d _ _ 20,69 za.3a b 66 66 .1,97 Q'u,max — — 1,97 Mu '33:93 33.93 p Pmin D DOD 0,000 D.D00 0,00D Ay — - 6,48 0.49 Max, spacing J _ ^ 18 in o.c.- -..... .......... — — - 18 in o_c, USE 5 # 5 a 15 in o,c. 5 # 5 _ _ 15 in O.C. p,y,a 0,013 0.013 ........... ....-. he parod ` pmax [Satisfactory] — [Satisfactory) Page 160 of 237 CHECK FLEXURE SHEAR (ACi 318 13.2,7.2 & 22,5) OVtj = 2obd J"c LONGITUDINAL TRANSVERSE V. 8.43 ovn 02.4 100.9 Check 11u -C OVn (3ausfattory) - - - [80tlsfactoryA CHECK PUNCHING SHEAR (ACCII 318 131.7,2, 22.8.AA, 22.6A3, & 6,4.2.3) Of`,=il/2+Y)O /�'cAp _ 326.83 kips where = 0,75 (ACi 316 2112) 13c ratio of long side to short side of concentrated load 1.00 bo = ag+cx+tit+b2+Aid - 106.1 in Aa = bo d a 2176.9 07, y = N)IN(2 , A(I pG, 40 d / bo) a 2.0 1' 11 DL ` h 2 c * d 1 ? { = 50.07 kips < p 1� „ [Satisfactory] 11=1'1t ii JJJJ (cont'd) Page 161 of 237 -R PROJECT: Pad Footing (6 ft sq,)[P91 PAGE: ASTRI r r I :; a CLIENT: DESIGN BY: R.A. _1sM *j\ .f!W f1 JOB NO. - DATE REVIEW BY: R.A. Pad Footing Design Based on ACI 318-14 INPUT DATA COLUMN WIDTH C, = 6 in COLUMN DEPTH Cx a in BASE PLATE WIDTH b; = 6 in BASE PLATE DEPTH b2 = 6 In FOOTING CONCRETE STRENGTH f� = 2;5 ksi REBAR YIELD STRESS fy = 60 ksi AXIAL DEAD LOAD PDL = 25.5 k AXIAL LIVE LOAD PL, = 25.5 k LATERAL LOAD (D=WIND, 1=SEISMIC) = 0 Wind= WIND AXIAL LOAD PLAT = 0 k, SD $URCHARGE % = 0 ksf $OIL WEIGHT w8 = 0:11 kcf FOOTING EMBEDMENT DEPTH Dr = 2 ft FOOTING THICKNESS T = 24 in ALLOW SOIL PRESSURE Qa = 14 ksf FOOTING WIDTH B = 6 ft FOOTING LENGTH L = 6 ft BOTTOM REINFORCING # 5 THE PAD DESIGN IS ADEQUATE. ANALYSIS DESIGN LOADS (IBC 1605.3.2 &ACI316 5.3) CASE 1: DL + LL P = 51 kips CASE 2: DL + LL +DA(1 3) W P = 51 kips CASE 3: DL . LL+ D.B;0.65) W P = 51 kips -HECK SOIL BEARING CAPACITY (ACI 318 13,311.1) DESIGN SUMMARY FOOTING WIDTH 9 = 6.00 ft FOOTING LENGTH L = 6.00 ft FOOTING THICKNESS T - 24 in LONGITUDINAL REINF. 5 # 5 ( 18. in 0.0, TRANSVERSE REINF. 5 # 5 ( 16 in o.o. o� f1J s� F y f I 1.2 DL + 1.6 LL Pu = 71 kips 1.2 DL + LL + 1.0 W Pu = 56 kips 0.9 DL+ 1.0 W Pu = 23 kips CASE 1 CASE 2 CASE 3 G7nra.r- � +gsf(0.15-lvs)T= 1.60 ksf, 1,50 ksf, 1.50 ksf qMAX G k Q a, [Satisfactory] where k = 1 for gravity loads+ 413 for laleral (Cads. DESIGN FOR FLEXURE (ACI 318 13.2.7, 21, & 22) F7 Al�� }-D,AS/3`�. su !'nsi.4=,1f1N�0.UU13d -1 0.383hr!'f LONGITUDINAL TRANSVERSE d 20.69 _ 20.38 _..-. _.._....... _ u 45,00 ........ .. ..... 0.000,_... .._.. ._ _ . 45.00 0.000 - z _,p ....-... --:-:_.... pmin 0,000 0,000 ......... _...... _ — A4 RegD 3 5 - . _ .. _.... ...... _3_........#_ _5 _ .... Max. Spacing _ - 19 in a:c. _ 18 In o.c.-- USE ! 5 # 6 Q_16 In o;c, ........ . ........_..-._...._5 pm,x 0.013 0.013 Check pn i pMhx (Satisfactory] [Satisfactory] Page 162 of 237 (cont'd) ECK FLEXURE SHEAR (ACI 31813,2,7.2 & 22.5) OVn=20bd f4 LONGITUDINAL TRANSVERSE _ V. 12.21 - 12.52 T 6 ois 0.75 :$Vn 111.7 ._... -�.. 10.0 Ct ck Vu K bvn [Satisfactoryj jsatiafa -toryj _._ CHECK PUNCHING SHEAR (ACI 31813.2.7,2, 22,6A,1, 22.6AA & 0,4.2.3) 0Vj=(2+)''�O CAP 326.83 kips where d - 0.75 (ACI 318 21.2) (S� = ratio of long side to short side of concentrated load 1,00 bo = c, + c2 + b, + b2 + 4d - 106.1 in Ap bo d = 2178>9 in2 y = MIN(2, 4113,, 40d1bo) 2,0 t, hs*c�l3z+c;*or ]- 61.705 kips t u = F u, max j_ �� ( 2 +�)(,2 )] - 0 V n [satisfactory) Page 163 of 237 S 191 C11 F?A(. rriTli �Iiti3J:klr,r. Pad Footina Desion 8 INPUT DATA PROJECT: Pad Footing (6.5 ft sq)[P10] CLIENT: JOB NO.: DATE d on ACI 318-14 COLUMN WIDTH a, - 6 in COLUMN DEPTH 6 in BASE PLATE WIDTH b, = 6 In BASE PLATE DEPTH bz = 6 in FOOTING CONCRETE STRENGTH 1, = 2,5 ksl REBAR YIELD STRESS fy = 60 ks! AXIAL, DEAD LOAD Pam• = 30 k AXIAL LIVE LOAD Pu 29.5 k LATERAL LOAD (O=WIND, 1-SEISMIC) = 0 Wind,SD WIND AXIAL LOAD P;,ar = 0 k< SD SURCHARGE q$ = 0 ksf SOIL WEIGHT Wa = 0.11 kof FOOTING EMBEDMENT DEPTH Df - 2 it FOOTING THICKNESS T = 24 in ALLOW SOIL PRESSURE Qa = 1.5 ksf FOOTING WIDTH B = 0.5 ft FOOTING LENGTH L = 6.5 It BOTTOM REINFORCING ff 5 THE PAD DESIGN IS ADEQUATE. ANALYSIS DESIGN LOADS (IBC 1605.3.2 & ACI 318 6.3) CASE 1: DL + LL P = 60 kips CASE 2: DL+LL+06( 1.3) W P = 60 kips CASE 3: OL+LL+00(0.65) W P 60 kips PAGE: DESIGN BY: RA. DESIGN SUMMARY FOOTING WIDTH B = 6.50 It FOOTING LENGTH L = 6,50 It FOOTING THICKNESS T = 24 in LONGITUDINAL REINF. 6 # 5 14 In o.c. TRANSVERSE REINF. 6 # 5 14 in o.c. 71 1.2 DL + 1,6 LL Pu = 83 kips 1.2 DL + LL + 1.0 W Pu = 513 kips 0.9 DL+ 1.0 W Pu = 27 kips ;HECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) CASE 1 CASE 2 CASE 3 garAx= H + qc+ �U•1$ I+<s)T = 1,49 ksf, 1.49 kaf, 1.40 ksf q MAX < k Q a , [Satisfactory) where k - 1 for gravity loads, 413 for lateral loads. DESIGN FOR FLEXURE (ACI 318 13.2.7, 21. & 22) O.I35I I- f.Ptar 0.3�`O.RSf/3y,•Jc err+rr e'j Pe:tIlrl0.17C118Td 13Fr� P= ,fy d -- b q u.ma>< LONGITUDINAL_ -- -20.69 _. ,., ._._ . 78 �T 1.97 _ _ $7,60 - TRANSVERSE — —20-38 78 1.97_ 57.60 ----M, P 0.000 ._ ...._._.-._ T �. 0.000- ._ l3mirt 0,001 0:001 - A, 0.03 # 0.84 Spacing._,_..__,,,, 18 In o.G. ...... — 18 IA ox _Max, USE 6 f± 5... 14 in o.G �k _5. i t4 ino.C. Pma < 0,013 0.013 Check AVrrtd { Vmar (SaBafactoryr) [Satisfactory] Page 164 of 237 ECK FLEXURE SHEAR (ACI 318 13.2.7.2 3 22.S) (cont'd) 0Vjj=Ubd fC LONGITUDINAL TRANSVERSE -16,33 - - — 16,67 6 0,75� 0.75 sv, 121.0 11$,2 Check V ke v-- u +� n �............. -_.- _ _ [Sat[sfaotary� ....._._................. [SetlefaDtoryj — _..._-.-._..._.-..... HECK PUNCHING SHEAR (ACI $18 13.2.712, 22.6.4.1, 22,6*3, & SA 2.3) 0V,,=(2+Y)07 Ap 326.83 kips where , = 0.75 (ACI 318 21.2) 0. ratio of long side to short. side of concentrated load by = a,+c2+b4+tie+4d = 106.1 in z Ai, by d M 2178.$ to y = MIN(2 , 4 / 0,, 40 d / bp) - 2.0 _ 1 bi+ci Xb. - c: ][8atisfectof'u- pu;rit8x A2 +d+c� j- 75.574 kips < U n rY) Page 165 of 237 '—F PROJECT: Pad Footing (7 ft sq)[P11] PAGE rtt'u'rL14,11. CLIENT : DESIGN BY : R.A -- - _1?N[ ilhiit Fl;, I JOB NO.: DATE: REVIEW BY: R.A. Pad Footing Design Based on ACI 318-14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH e, - 6 in FOOTING WIDTH B = 7.00 tt COLUMN DEPTH of = 6 in FOOTING LENGTH L _ 7.00 ft BASE PLATE WIDTH bt = 6 in FOOTING THICKNESS T = 24 in BASE PLATE DEPTH bz - 6 In LONGITUDINAL REINF. 6 # 5 @ 15 in o.c. FOOTING CONCRETE STRENGTH fc' 2,5 kai TRANSVERSE RF-INR 6 # 5 {a 15 in o.o- REBAR YIELD STRESS fy = 60 ksi AXIAL DEAD LOAD PcL = 35 k AXIAL LIVE LOAD PLL = 34.5 k T LATERAL LOAD (O=WIND, 1=SEISMIC) = 0 Wnd,SD ` �-77777 WIND AXIAL LOAD PLAT = 0 k, 50 d SURCHARGE qa = 0 ksf Ca o SOIL WEIGHT Wa = 0.11 kof FOOTING EMBEDMENT DEPTH Dr = Q 2 ft FOOTING THICKNESS T = 24 in ` W ALLOW SOIL PRESSURE Qa = 1.5 ksf FOOTING WIDTH B - 7 ft FOOTING LENGTH L = 7 ft BOTTOM REINFORCING # 5 ` THE PAD DESIGN IS ADEQUATE. L ANALYSIS DESIGN LOADS (IBC 1605.3,2 & ACI 318 5.3) 'ASE 1: DL. + LL P = 70 kips 1.2 DL + 1.6 LL Pu - ;.ASE 2' DL + LL +0:6( 1 3) W P = 70 kips 1.2 DL + LL + 1,0 W Pu CASE 3: OL+ LL+ 0,6(0.65) W P 70 kips 0.9 D L + I.0 W Pu = CHECK SOIL BEARING CAPACITY (ACI 318 13 3.1 1) CASE 1 CASE 2 CASE 3 + 9 e+ (O. 15 - ►E .0T ' 1.50 ksf, 1.50 ksf, 1.50 ksf !3L q MAX a k Q a. (Satisfactory) where k - 1 for gravity loads, 4/3 for lateral loads: DESIGN FOR FLEXURE (ACI 310 13.2.7, 21. & 22) 0.23SJ�, 1- l- 11rr I l�a<rr-0.85f3j, +=ram fi.,nr=rLl7,�`[Ei;i)tllti� �pj 0.38Vr1`.i� J J"), cxA�'G1 \ 3 J 1� m LONGITUDINAL TRANSVERSE d 20-89 20,38 b 84 84 q v,max 1.613 1'98 Mu... -- -- 73.23_... 9 7313 __ _ _.........._ n 0.000 0.004 pm� 0.001 0.001 -- A -1.06 _ .-...- 1.07 ReaD a 9 5 4 # 5 Max Spacing 18 in o.c. 18 In o.c- _ USE 6 # 5 15 in o.C. 6 # 5 @ 15 in o.c. pmaK 01013 0.013 Check PProd 4 Pmax [Satisfactory] [Satisfactory] 97 kips 77 kips 32 kips Page 166 of 237 (cont'd) GHECK FLEXURE SHEAR (ACI 318 13,27.2 & 22.5) +Orn = 2obrl fc, LONGITUDINAL TRANSVERSE yu 21,19 21,55 Vn 130,3� 128.4� check Vu,i�Vn ($,�ttSfiCfGryl; [SatisfsEloryj �� CHECK PUNCHING SHEAR (ACI 31813.2.7,2, 22.6 4:1, 22.6.4.3, & 8,4,2.3) Of'n=(2+y)O f�,Ap 326.03 kips where — 0,76 (ACI 318 21,2) p� ratio of long side to short side of concentrated load 1.00 bo — cl + a7 + 01 + b2 + 4d 106.1 in A,, bo d = 2178.9 in' y = MIN(2 , 410, , 40 d / bo) - 2.a — I— �bi�2 K �+c(G�—+ca' j� 87,504 kips < V (Satisfactory) t`' — �'u, max I BL1 j p � n Page 167 of 237 RA STRUCTURAL. :ENGINEERING, INC. n ROOF SHEAR WALL LAYOUT SHEET: SW -LAYOUT JOB NO,: 1708130 DATE: 10/25/17 CLIENT: LOT 58B 1 MOW Conwrling Addrussos lo"from i atittid(,,/Luilgitud(iAllitud(., in Ono Sk.,p (Goowding) Converting Addresses to/'firom L,ati.tudc,/LongitLide//Alti.tude in One Step Stpj)hen P, Morse, San Francisco Batch Mode (Forward) Batch Mode (Reverse) Batch Mode (Altitude) Deg/Min/Secto Decimal Computing Distances Frequently Asked Questions My Other Webpages address 53205 Humboldt BLVD City La Quinta state CA i zip country United States Determine Lat/Lon Get Altitudes reset latitude longitude i vith mhws s�,,,mvfiwsoulh unf we.v Determine Address reset Access gcocoder,us / gcocoder,ca (takes a rclativcly long unic) from gooj;le. latitude ude Idecinial F33,6034671 F-I TT�1759 15-20000002 peg-rnili-sls 33 " N 48.4 8 16" 116 14' 9.294 1 Parom yLhoo latitudee o�g7tude FT-661AAQ I IA 5 1 Zi Page 169 of 237 ttloWslovemorse, org/ical/I ail on. php 112 "1013/2'01I7 Dosign Maps Summary 12e.porl ��'►]G Design Maps Summary Report User -Specified Input Report Title laser 588 Madison ,20;' Building Code Reference Document ACE 7-10 Standard WKO Site Coordinates 33,66347Y'N, 116,23592; W Site Soil Classification Site C Cris D -„St ff 36F Risk Category Ra3tiK}ao _ - fNirxcae . i la�4ir.�■ - F'.tilnr C1�L'•��r•t • r v uSGS--Provided Output SS = 1 <537 9 Shia = 1,51337 9 S,, = 1.024 g Foi, informaban On how the sS and 1 valves above have been calculated from ��r,si ab'iistic (risk -targeted and, desterministic ground -notions in the: direction of maximufr'i iaonzant,al rt;st on-%f�, please rvt:w. r€ tE� the appiiccatlorr and select the "2009 NE RP" building code. reference ciorur€ient. For PGA., T„ C.Rs, and GA, values, please view t!jj? dinpi1ed repor. c3CC£.i°a.«X•• i ti"�$' :i:3f.:S Ci::"ti>, ..1..ri ,.;3,.,.:..,3 t, �•E ;4�t-.:.�t i �?fi •i;sC'.iac. .. �'.vt''?'i"'t , t.;it..... .•2;`E,'s : f, '>. t :F.. Page 170 of 237 htlps:llearthquakes,usgs.gov/cn2/designrnapsfusjsummary,php'?learrrpiatr^�-rr€iniinaig.ieatitud(-�l�;:33,66346`/`1MangiiEde.-:-_116,23691520Q00002&silaolass=3,, ti1 RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 ' ��Ct`TNL PROJECT Lot 58B Madison CHECKED R.A. 5HT OF C1(;iNEIVNE!1v. SUBJECT Custom Home DATE 10/25/2017 Building Information No. of stories 1 Building height for lateral calculations (ft) 12.55 Building weight (lbs) 386077 Redundancy Factor: N-S: 1.3 E-W: 1.3 Floor Information Floor ID Roof Floor net area (sf) 13313 Floor opening area (sf) 0 Average height (ft) 10.00 Diaphragms Floor diaphragms for Roof Diaphragm name Area (sf) Effective seismic weight (psf) Type Remarks DL Walls Snow Storage Partitions Total D1 1631 20.00 9.00 0.00 0.00 0.00 29.00 Roof Ignore opening in weight calculations D2 644 20.00 9.00 0.00 0.00 0.00 29.00 Roof Ignore opening in weight calculations D3 2824 20.00 9.00 0.00 0.00 0.00 29.00 Roof Ignore opening in weight calculations D4 428 20.00 9.00 0.00 0.00 0.00 29,00 Roof Ignore opening in weight calculations D5 375 20.00 9.00 0.00 0.00 0.00 29.00 Roof Ignore opening in weight calculations D6 1030 20.00 9.00 0.00 0.00 0.00 29.00 Roof Ignore opening in weight calculations D7 1807 20.00 9.00 0.00 0.00 0.00 29.00 Roof ignore opening in weight calculations D8 1225 20.00 9.00 0.00 10.00 10.00 29.00 lRoof ignore opening in weight calculations 1 9 1957 20.00 9.00 0.00 10.00 10.00 29.00 lRoof Ignore opening in weight calculation. D10 1392 120.00 9.00 0.00 0.00 10.00 129.00 lRoof lignore opening in weight calculations Page 171 of 237 www.structuralsoft.com RA Structural Engineering, Inc. 'DESIGNED R.A. JOB NO. 1708130 SHT OP Cti��LGP4:SU. {�1L. PROJECT Lot 56B Madison I CHECKED, R.A. SUBJECT Custom Home (DATE 10125/2017 Common Shear Lines Common Line ID Supported Diaphragms 1 D3 and D1 5 D5 and D4 6 D2 and D1 8 D5 and D4 16 D6 and D1O q D6 and D1O o D7 and D1O n D6, D7, D1 O and D9 m D7, D8 and D9 i D5 and D4 d D3 and D1 www.structuralsoft.com Page 172 of 237 RA Structural Engineering, Inc. I DESIGNED R.A. JOB NO, 1708130 PROJECT Lot 58B Madison I CHECKED R.A. I SHT OF SUBJECT Custom Home I DATE Seismic Loads 10125/2017 Design code 2016 CBC (ASCE 7-10) Lateral force calculation method Equivalent Lateral Force Procedure Seismic data: Building occupancy category II. Standard Table 1.1 Importance factor 1 1.00 Table 11.5-1 Soil site class D. Stiff soil profile Table 20-3-1 Response Spectral Acc. (0.2 sec) (Ss) 1.54 Fig 22-1 through 22-14 Design Response Spectral Acc. (0.2 sec) (S s) 1.54 Fig 22-1 through 22-14 Response Spectral Acc. (1.0 sec) (S f ) 0.72 Fig 22-1 through 22-14 TL (sec) 8.00 Fig 22-15 through 22-20 Fa 1.00 Table 11.4-1 Fv 1.50 Table 11.4-2 Max. Considered earthquake acc. Sms 1.54 (11.4-1) Max. Considered earthquake acc. SM1 1.00 (11 *2) Design spectral acc. at short period SDS 1.02 (11.4-3) Design spectral acc. at 1 s period SDI 0.73 (11.4-4) seismic design category based on short period D Table 11.6-1 Seismic design category based on 1 S period D Table 11.6-2 Is S1 >0,75 False Sec 11.6 Project seismic design category D Seismic force resisting system 13. Light -framed walls sheathed with Table 12.2-1 wood structural panels rated for shear resistance or steel sheets Response modification coefficient R 6.50 Table 12.2-1 System overstrength coefficient Do 3.00 Approximate fundamental period parameters Ct = 0.02 x = 0.75 Table 12.8-2 Building height (ft) 12.55 Building period T=T, (see) 0.13 Regular structure and 5 stories or less? True Maximum Sss =1.50 False Sec 12.8.1.3 Base Shear Adjustment Factor 1 Minimum Cs 0.06 12.8.6 Seismic response coefficient C, 0.16 (12.8-2) Adjusted C. 0.16 Seismic load: V= Cs W = 0.16 W )r allowable stress design 0.7 E = 0.7 * 0.16 = 0.1103 W www.structuralsoft.com Page 173 of 237 RA Structural Engineering, Inc. 1MI'EN C'�1SF��1G INC PROJECT Lot 58B Madison 1 SUBJECT Custom Home Total effective weight (lbs) Total seismic force (ASD) (lbs) Vertical seismic load distribution: Fx Cvx V �;.a• �Z lr C V1 -- n tl.�Il7 i=1 T = 0.13 K = 1.00 DESIGNED R.A. CHECKED R.A. DATE 10125/2017 = 386077 = 42603 Floor Wx (lbs) hx (ft) Wx * hx Ib.ft Wx * hx sum(Wr Hi) Fx (lbs) Roof 386077 12.55 4846072 1.0000 42603 Sum(W)= 386077 Sum(W*h)= 4846072 Diaphragm design farce: Fi Ells = � WIC 1Ainimum value = 03 2 S SWPx Needn't to exceed = 0.4 SSDWpx Diaphragm seismic forces: Floor Sum(Fi) (Ibs) Sum(Wi) (Ibs) Wpx (lbs) JOB NO. 1708130 SHT OF (12,8-11) Sec 12.8.3 12.10.1 Sec 12.10.1 Sum(Fi) Wpx I Min. Value I Max. Value�Fpx (lbs) Sur i] 142603 1386077 1386077 142603 179120 1153240 191ZU Seismic force verification: Direction Base Seismic Forces (lbs) Sum Wall % Masses Forces Point Total Base Forces Difference Sum of Sum point Total mass Seismic Seismic Seismic Shear diaphragm mass factor force from masses mass N_S 386077 0' 386077 0.1103 42603 0 42603 42605 10.004 E-W 386077 10 1386077 10.1103 142603 10 142603 42604 10.001 www.structuralsoft.com Page 174 of 237 RA Structural Engineering, Inc. DESIGNED R.A. Ri Wcnft PROJECT Lot 58B Madison CHECKED R.A. SUBJECT Custom Home DATE Wind Loads Design Code: California Building Code 2016 Wind Standard: ASCE7-10 (Directional Procedure) Wind Data Exposure C Enclosure Enclosed Building Category II Wind Speed 110 MPH Mean Roof Height 15.55 ft Hill Shape: No Topographic Obstructions Velocity Coefficient qz 0.00256 Kz Kzi Kd V2 Velocity Coefficient qh 0.00256 Kh Kzt Kd V2 Directionality Factor Kd 0.85 Gust Effect Factor G 0.85 Pressures for MWFRS p gGCP Kh 0.86 North/South Cp : Windward Wall Cp 0.80 Leeward Wall CP -0.50 (UB) 0.72 East/West Cp : Windward Wall C. 0.80 Leeward Wall Cp -0.42 (US) 1.40 Wind Load Distribution (North/South) 10/25/2017 JOB NO. 1708130 SHT OF (27,3-1) (27.3-1) Table 26.6-1 (26.9) (27.4-1) Elev. Z (ft) Kz Kzt qz (psf) p (Wall -Windward) (psf) 0-15 15.55 0.85 0.86 1.00 1.00 13.35 13.45 9.08 9.14 p (Wall -Leeward) (psf) -5.72 p (Roof Windward) (psf) 20.17 p (Roof Leeward) (psf) -13.45 Page 175 of 237 www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. ZITTURAL PROJECT Lot 58B Madison CHECKED R.A. VOI R3' IG- I1C. SUBJECT Custom Home DATE Wind Load Distribution (East/West) 10/25/2017 Elev. Z (ft) Kz Kzt 4z (psf) p (Wall -Windward) (psf) 0-15 15.55 0.85 0.86 1,00 1.00 13.35 13.45 9;08 9.14 p (Wall -Leeward) (psf) -4.81 p (Roof Windward) (psf) 20,17 p (Roof Leeward) (psf) •13.45 JOB NO. 1708130 SHT OF www,structura lsoft.com Page 176 of 237 U RA Structural Engineering, Inc. DESIGNED R,A. JOB NO. 1708130 ORTAM, PROJECT Lot 58B Madison CHECKED R.A. 5HT OF SUBJECT Custom Home DATE 10/2512017 Shear line reactions and shear wall forces Floor ID: Roof Shear line ID Reaction (Ibs) Shear wall ID Shear wall forces (Ibs) W Wall type Seismic Wind Seismic Wind 1 3190 3652 1-1 3190 3652 6.50 Segmented 2 993 1017 2-1 993 1017 6.50 Segmented 3 2192 998 3-1 2192 998 6.50 Segmented 4 3333 169 4-1 1667 85 6,50 Segmented 4-2 1666 85 6.50 Segmented 5 1962 4527 5-1 1962 4527 6.50 Segmented 6 3353 3915 6-1 2098 2449 6150 Segmented 6-2 1256 1466 6,50 Segmented 7 1940 0 7-1 1940 0 6.50 Segmented 8 608 -70 8-1 608 -70 6.50 Segmented 9 1317 2492 9-1 1317 2492 6.50 Segmented 10 4056 5895 10-1 2504 3640 6.50 Segmented 10-2 1552 2256 6.50 Segmented 11 1364 2182 11-1 1364 2182 6.50 Segmented 12 2565 2378 12-1 2565 2378 6.50 Pre -manufactured 13 1726 -159 13-1 863 -79 6.50 Pre -manufactured 13-2 863 -79 6.50 Pre -manufactured 14 1879 0 14-1 939 0 6,50 Pre -manufactured 14-2 939 0 6.50 Pre -manufactured 15 3069 0 15-1 3069 0 6.50 Not Designed 16 3123 2307 1671 1601 1183 6.50 Segmented 16-2 1522 1124 6.50 Segmented 17 2557 4092 17-1 2557 4092 6.50 Pre -manufactured 18 1315 19 18-1 1315 19 6.50 Pre -manufactured 19 2063 3194 19-1 2063 3194 6.50 Segmented a 793 1242 a-1 793 1242 6.50 Segmented b 2972 2586 b-1 1486 1293 6.50 Pre -manufactured b-2 1486 1293 6.50 Pre -manufactured c 1268 1984 C-1 1268 1984 6.50 Pre -manufactured d 3565 3685 d-1 1784 1844 6,50 Segmented d-2 1781 1841 6.50 Segmented e 3576 4194 e-1 3576 4194 6.50 Segmented f 3035 4354 f-1 3035 4354 6.50 Segmented g 1109 1632 g-1 1109 1632 6.50 Pre -manufactured h 686 2102 h-1 686 2102 6,50 Segmented i 1268 3012 i-1 1268 3012 6.50 Segmented j 617 966 j-1 617 966 6.50 Pre -manufactured k 2101 1731 k-1 951 784 6.50 Segmented k-2 1149 947 6.50 Segmented 1 730 1027 1-1 1730 1027 6.50 S999@e19tEk0 237 www.structuralsoft.com RA Structural Engineering, Inc. + DESIGNED R.A. PROJECT Lot 58B Madison CHECKED R.A, SUBJECT Custom Home I DATE 10/25/2017 Floor ID; Roof JOB NO. 1708130 SHT OF Shear line ID Reaction (Ibs) Shear wall ID Shear wall farces (Ibs) R* Wall type Seismic Wind Seismic Winn! m 7405 5303 m-1 2014 1442 6.50 Segmented m-2 1700 1217 6.50 Segmented m-3 1678 1202 6.50 ISegmented m-4 2014 1442 6.50 Segmented n 6773 4983 n-1 4114 3026 6.50 Segmented n-2 2659 1956 6.50 Segmented 0 2556 2170 0-1 2556 2170 6.50 Segmented P 1403 2125 P-1 1403 12125 16.50 1 Segmented q 12748 12931 1 q-1 2748 12931 16.50 1 Segmented Page 178 of 237 www.structuralsoft.com — RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PRO.IECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/2512017 Shear Wall Schedule Mark Sheathing No. of Edge Field Plate Nail Shear Clip Mudsill Anchors Allowable Material Remarks sides Nail Nail Shear (plf) 2X. Mudsill 3X Mudsill 1 318" Sheathing, plywood Single 8d @ 6" 8d a@ 16d NAILS @ A35 @ 2'-0" 5/8" x 10" @ 4'-0" 518" x 12" @ 260 OF 1 siding except Group 5 12" W-6" 4'-0" Species 2 3/0" Sheathing, plywood Single 8d @ 4" 8d @ 16d NAILS @ A35 @ V--8" 518" x 10" @ T-6" 5t8" x 12" Luz 380 OF 1,2 siding except Group 5 12" 01-4" 4'-0" Species 3 318" Sheathing. plywood Single 8d @ 3" 8d @ 16d NAILS @ A35 @ 0'-8" 518" x 10" @ 3-0" 518" x 12" @ 490 OF 1,2 siding except Group 5 12" 0'-3" Species 4 3/8" Sheathing, plywood Single 8d @ 2" Sd @ 16d NAILS @ A335 @ 0'-8" 518" x IT a@ 2`-0" 5/8" x 12" @ 640 DF 1,2 siding except Group 5 12" 0'-2" 2'-8" Species 5 15/32" Structural I Single 10d @ 10d @ 16d NAILS @ A35 @ 0'-6" 5/8" x 10" @ 11-6" 518" x 12" @ 870 OF 1,2 Sheathing 2" 12" 01-2" T-0" 3D 318" Sheathing, plywood Double 8d cr 3" 8d a@ SDS1/4x6" @ A35 @ 0'-4" 5/8" x 10" @ 1'-6" 5/8" x 12" @ 980 OF 1,2 siding except Group 5 12" 0'-3" Species 4D 3/8" Sheathing, plywood Double 8d @ 2" 8d @ SDS114x6" @ A35 @ 0'4" 5/8" x 10" @ 1'-0" 5/8" x 12" @ 1,280 DF 1,2 siding except Group 5 12" 0'-3" 1'-4" Species 5D 15/32" Structural I Double 10d @ 10d a@ WS-1/4"x6" Lai A35 @ 0'-4" 518" x 10" @ V-9" 518" x 12" @ 1,740 OF 1,2 Sheathing 2" 12" 0-2" 3 WALL SHALL BE FRAMED WITH STUDS AT 16" O.C. OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL. MEMBER OR TWO 2-INCH NOMINAL MEMBERS FASTEND IN ACCORDANCE WITH SECTION 2306.1 TO TRANSFER THE DESIGN SHEAR VALUE. BETWEEN FRAMING MEMBERS. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. ALL HARDWARE SHALL BE USP STRUCTURAL CONNECTORS U.O.N. www_structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. J013 NO. 1708130 RUE PROJECT Lot 586 Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/2512017 Shear Wall Design Roof walls Wail ID Length (ft) Net Height (ft) H 1 W Shear (plf) Wall type Allowable shear (plf) Adjusted allowable shear (plf) Wall Drift (in) Hold -Down Remarks Wind Seismic Wind Seismic End I End J 10-1 W-10" 10'-0" 1.13 410 367 3 490 686 490 1.09 HDU5 HDUS 10-2 5'-6" 10`-0" 1.82 410 367 3 490 686 490 1.38 HDU5 HDU5 1-1 16`-0" 10`-0" 0.62 228 259 2 380 532 380 0.79 HDU5 HDU5 11-1 16--0" 10'-0" 0.62 136 111 1 260 364 2.60 0.57 HDU2 12-1 1 13-1 1 13-2 1 14-1 1 14-2 1 16-1 51-0" 10`-0" 1.99 236 415 4 640 896 640 1.33 HDU5 HDU5 16-2 4'-9" 10'-0" 12.10 236 415 4 640 896 611 1.37 HDU5 HDU5 7-1 1 8-1 1 19-1 5'-6" 11'4' 2.00 581 488 4 640 896 640 1.37 HDU8-H HDU5 www.structuralsoft.com -- RA Structural Engineering, Inc. DESIGNED R.A. JOB NO- 1708130 ,NOIRI. PROJECT Lot 58B Madison CHECKED R.A. SHT OF — SUBJECT Custom Home DATE 10/25/2017 Roof walls 2-1 12'-6" 1(1'-0' 0.80 181 103 1 260 364 260 0.34 3-1 16`-(}" 10'-0" 0.62 162 178 1 260 364 260 0.79 HDU2 HDU2 4-1 12'-0" 10'-0" 0.83 7 180 1 260 364 260 0.87 HDU2 HDU2 4-2 12'-fl" 10'-0" 0.83 7 180 1 260 364 260 0.87 HDU2 HDU2 5-1 15'-3" 10'-0" 0.65 297 167 2 380 532 380 0.60 HDU5 HDU5 6-1 1o%0" 10'-0" 1.00 244 272 2 380 532 380 0.97 HDU5 HDU5 y� 6-2 6'-0" 10'-0" 1.67 244 272 2 380 532 380 1.24 HDU5 HDU5 7-1 8'--6" 10'-0" 1.18 0 297 2 380 532 380 1.10 HDU5 HDU5 8-1 16`-0" 10`-0- 0.62 7 49 1 260 364 260 0.37 HDU11-H 9-1 5'-0" 10`-0" 2.00 498 342 3 490 686 490 1.40 HDU8-H HDU8-H a-1 10'-0" 10`-0" 1.00 124 103 1 260 364 260 0-68 HDU2 HDU2 b-1 1 b-2 1 -1 1 -1 12'-0" 10'-0" 0.83 153 193 2 380 532 380 013 HDU2 :il2 12'-0" 10'-0" 0.83 153 193 2 380 532 380 033 HDU2 HDU2 e-1 14'-0" 10"-0" 0.71 298 331 3 490 686 1490 1.59 1 HDU5 HDU5 wwstructuralsofk.00m RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/2512017 Roof walls f-1 14'-0" 10'4' 0.71 311 282 2 380 532 380 0.88 HDU2 HDU5 g-1 1 h-1 7'-0" 10'-0" 1.43 300 127 1 260 364 260 0.92 HDU5 HDU5 i-1 4'-3" 10'-0" 2.34 704 385 4 640 896 547 1.43 HDU8-H HDU8-H j-1 1 k-1 12'-0" 10-0" 0,83 65 103 1 260 364 260 0.36 k-2 14'-6" 10'-0" 0.69 65 103 1 260 364 260 0.57 HDU2 1-1 8'-0" 10'-0" 1.25 128 118 1 260 364 260 0.87 HDU2 HDU2 to-1 6'-0" 14'-6" 2.42 12,86 240 436 5 870 1218 1720 1.66 HDU5 HDU8-H m-2 6-0" 14'-6" 240 436 5 870 1218 608 1.59 HDU5 HDU8-H m-3 5'-0" 14'-6" 2.90 240 436 5 870 1218 600 1.60 HDU8-H HDU8-H m-4 6'-0" 14'-6" 2A2 240 436 5 870 1218 720 1.66 HDU8-H HDU8-H -1 .25-6" 14'-6" 0,57 119 210 1 260 364 260 0.80 HDU2 HDU5 -2 1 16'-6" 14' 6" 0.88 119 210 1 260 364 260 0.89 HDU5 HDU5 -1 16-0" 10 -0" 0:67 145 221 2 380 532 380 0.54 A 12'-0" 10'-0" 0.83 177 152 1 260 364 260 0.78 HDU2 HDU2 q-1 18'-9" 10`-0" 0.53 156 190 2 380 532 380 0.43 www.structuraisoft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 588 Madison CHECKED R.A. 5HT OF SUBJECT Custom Home DATE 10/2512017 i See pre -manufactured walls report www.structuralsoft.com RA Structural Engineering, Inc. PROJECT Lot 58B Madison SUBJECT Custom Home Manufacturer. HardyFrame002 Floor ID; Roof Wall ID Load (lbs) Model Base Floor Type Seismic Wind g-1 1442 1632 HFX18x10 HS F j-1 803 966 HFX-12x10 HS F 14-2 1221 0 HFX-24x14 HS F 14-1 1221 0 HFX 24xl4 HS F 17-1 3325 4092 HFX-24x10 HS F 18-1 11528 0 HFX-2404 H5 F 13-2 1122 0 HFX-24x10 HS F 13-1 1122 0 HFX-24x10 H5 F b-1 1932 1293 HFX 18x10 HS F b-2 1932 j 1293 HFX-18x10 HS F 12-1 13334 12378 HFX 24x10 HS F F - Foundation T m CD CD Q M N co V DESIGNED R.A. CHECKED R.A. DATE 10/2512017 Premanufactured Shear Panels Dimensions (in) Anchors Width Height Th. Sill Top plates Hold anchors Screws Down 18 1161/4 - 1 118 12 116 114 - - 11/8 24 164 1/4 - Ills 24 164 114 1 118 24 116 114 - - - 11/8 24 164 1/4 Ilia 24 1161/4 - - 11/8 24 116IA - - 11/8 18 1161/4 - 1 118 18 1161/4 - - 11/8 24 1161/4 - 11/8 R 6.50 6.50 6.50 6.50 6.50 6.50 6.50 6.50 6.50 6.50 6.50 JOB NO. 1708130 SHT OF Seismic Wind Allowable vertical load Allowable Drift Allowable Drift Seismic Wind load (lbs) (in) load (lbs) (in) 2930 0.3800 3190 0A100 6500 6500 1215 0.2800 1215 0.2800 6500 6500 2090 0.5270 3190 0.8050 4000 4000 2090 0.5270 3190 0.8050 4000 14000 4330 0.3000 5425 0.3800 6500 6500 2090 0.5270 13190 0.8050 4000 4000 4330 0.3000 5425 0.3800 6500 6500 4330 0.3000 5425 0.3800 16500 6500 2930 0..3800 3190 0.4100 6500 6500 2930 0.3800 3190 0.4100 6500 4145 0.2900 4905 0.3400 6500 9�d Passed Passed Passed Passed Passed Passed Passed Passed www.structural, ;om RA Structural Engineering, Inc. DESIGNED R.A. ' ..A( :T �PROJECT Lot 58B Madison CHECKED R.A. SUBJECT Custom Home DATE 10/2512017 Premanufaetured Shear Panels Manufacturer: HardyFrame002 Floor 10: Roof Wall, ID Load (lbs) Model Base Dimensions (ore) Anchors R Floor Seismic wind TYPe Widt Height Tit Sill Top plates Hold anchors Screws Down c-1 1648 1984 HFX-18x10 HS F 18 116 1/4 - 1 1/8 6.50 F - Foundation JOB NO. 1708130 SHT OF Seismic Wind Allowable vertical load Allowable Drift Allowable Drift load (ibs) (in) load (lbs) (in) Seismic wind 2720 0.3500 2940 0.3800 1000 1000 www.structuralsoft.com RA Structural Engineering, Inc. PROJECT Lot 58B Madison SUBJECT Custom Home Manufacturer. HardyFrame002 Floor ID: Roof DESIGNED R.A. CHECKED R.A. DATE 1=5/2017 Prernanufactured Shear Panels JOB NO. 1708130 SHT OF Allowable Wall ID Load (lbs) Model Base Dimensions (in) Anchors R. Seismic Wind vertical load Floor Seismic Wind Widt Height Th Sill op plates Hold Allowable Drift Allowable Drift Seismic Wind T a. anchors Screws Down load (lbs) (in) load (lbs) (in) V 9-1 1442 1632 HFX 15x10 HS F 15 116114 - - 1 118 &,50 1915 0.4880 1915 0.4880 1000 1000 Passed F - Foundation CD W i 00 0) 0 N co v www.structural .gym RA Structural Engineering, Inc - PROJECT Lot 58B Madison SUBJECT Custom Horne Manufacturer: HardyFrame002 Floor 10: Roof DESIGNED R.A. CHECKED R.A. DATE 10/25/2017 Premanufactured Shear Panels Wall ID Load fibs) Model Base Dimensions (in) Anchors R Floor Seismic Wind TYpe Widt Height Th. Silt op plates Hold anchors Screws Down 18-1 1710 19 HFX-24xl4 HS F 24 1641/4 - - 1 118 6.5Q F - Foundation JOB NO. 1708130 SHT OF Seismic Wind Allowable Vertical load Allowable Drift Allowable Drift load (lbs) (in) load (lbs) (in) Seismic Wind 209Q M270 319Q 0,8050 4000 4000 Passed www.structuralsoft.com PROJECT: Grade Beam(HFx12x10) PAGE : AI.TR 1C'f MAI. CLIENT: 588 Madison DESIGN BY': RA ftVINOINUP041(i, JOB NO.: 1708130 DATE: 101251 REVIEW BY: R.A. INPUT DATA WALL LENGTH LW = 1 It WALL HEIGHT h = 10 ft WALL THICKNESS t = i in FOOTING LENGTH L e 7 ft Lr = 3 It FOOTING WIDTH B ffi 2,5 ft FOOTING THICKNESS T = 24 in FOOTING EMBEDMENT DEPTH D = 2.5 It ALLOWABLE SOIL PRESSURE qa = 1.5 ksf DEAD LOAD AT TOP WALL Pf.DL = 0.1 kips, wrML = LIVE LOAD AT TOP WALL Pr,LL = 0.1 kips, wr,LL = TOP LOAD LOCATION a a 0,5 it WALL SELF WEIGHT Pw= 0,1 kips LATERAL LOAD TYPE (0=w1nd,1=seismic) 0 wind WIND LOADS AT WALL TOP (W, SD) Fu : 1.352 kips, SD Mu = 0 ft-kips, SO CONCRETE STRENGTH f� = 2.5 ksi REBAR YIELD STRESS fy = 60 ker 'TOP BARS, LONGITUDINAL 4 s BOTTOM BARS, LONGITUDINAL 4 # BOTTOM BARS, TRANSVERSE # 3 ip h i t i I 20 plf 20 pill F r (F = M97 kips, ASD) (M = 0:00 ft-kips, ASD) THE FOOTING DESIGN IS ADEQUATE. 5 5 12 in o.c. < Not Required LYSIS K OVERTURNING FACTOR (2015 ISC 1605,21, 1806.3.1, 8 A$CE 7.10 12.13A) F = MR / Mo - 1.54 > 1.010.9 for wind Where Pr,OL = 0,12 kips, (total roof OL, including wr,00 P"LL ^ 0,12 kips, (total roof LL, including w1,1.0 a = 0.5 ft, (total roof leads) Pf = 5,075 kips (footing self weight) Mo = F (h + 0) + M = 12 ft-kips (overturning moment) MR = (Pr,OL) (Lj + a) + Pf (0,5 L) + Pw (Lr + 0:5Lw) - 19 CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) P$ = 3.5 kips (soil weight in footing &lze) P = (Pr,DL + PF,LL) + Pw + (Pf - Ps) = 1.92 kips (total vertical net load) MR = (Pr,DL + Pr: LL) (Li + a) + Pf (0,5 L) + Pw (Lj + 0,5Lw) = 19 e = 0.5 L » (MR • Mo) / P = -0,09 ft (eccentricity from middle of footing) 9 w" BL 2 P 6 L - 0,10 ksf r 3B(O.5L—e)' e � 6 Where e'= .0,09 ft, < (L 16) FOOTING CAPACITY (STRENGTH DESIGN) Mu.R = 12 (Pox (Lj + a) + Pt (0.5 L) + Pw (Lr + 0,51-w)) + 0,5 Pr, WL, + a) Mu o = 1,0 [F(h + D) + M) = 12 ft-kips = 22 ft-kips Pu = 1-2 (Pr,DL + Pf + Pw) + 0.5 Pr, LL - 8 kips eu - 0.51- - (Mu,R - Mu,o)1 Pu = 1,86 ft P„ 1 + 6e„ L3L ,f}ar �� ksf 2P. L > 3B(O.5L—e' .1�r � u)6 (Satisfactory] ft-kips (resisting moment without live load) ft-kips (resisting moment with live load) < 41318 0 IOXL' 7 x f Satisfactoryl Page 188 of 237 (aart'd) SEN13ING MOMENT & $WEAR AT EACH FOOTING SECTION Section 0 1110 L 2/i O L 3/10 L 4110 L 5/10 L 6/10 L 7110 L 8110 L 9110 L L Xu (ft) 0 0.70 1-40 2.10 2.00 3,50 4.20 4;90 5,60 6.30 7.00 pu.w (kit) 0.0 0,0 0.0 0.0 0.0 0.3 0.0 OA 00 0.0 0.0 Mu,W (tf•k) 0 0 0 0 0 -6 -12 -13 -13 03 -13 Vu.w (kips) 0 0 0 0 0 •18 0 0 0 0 0 pu t(ksO 0,3 0,3 0.3 0.3 0.3 0.3 0.3 6,3 0.3 0.3 0.3 Mu,f (ft•k) 0 0 -1 -2 -3 -5 -8 -10 -14 A7 -21 Vu,{(Rips) 0 -1 -1 -2 -2 4 4 -4 -6 -5 -6 qu (ksf) -1.1 -0.9 -0.8 •0.6 -0,4 -0.3 -0A 0.0 0.0 0.0 0.0 Mu,q {H•k] 0 1 2 5 8 12 17 21 26 30 35 VuA (kips) 0 2 3 4 5 6 6 6 6 6 6 EMU (H•k) 0 0 1 3 5 1 4 .2 -1 0 0 Vu (kips) 0 1 2 3 3 .16 2 2 1 1 0 6! 4 2 0 .z -4 , min 10 i 0 _ •10 my .20 Location Mu,max d (in) No pprovD Vu,max OV, r 2 * b d (f� )a 6 Tap Longitudinal -3 ft-k 20,69 0,0001 0.0020 15 kips 53 kips Sottom Longitudinal 5 ft-k 20.69 0,0018 0.0020 15 kips 53 kips Bottom Transverse 0 ft-k / ft 20.19 0.0000 0.0000 C kips 1 ft 21 kips / ft 0.85f�c I-- i. m Where p = 0.383bd-, f j o,aale I�min fr ARAX - - 0,0129 (Satisfactory] fy cu+4f Page 189 of 237 sRPROJECT : Grade Bearn(HFX18x10) STfdt.:(.""i'IiFGiI. CLIENT:' 588 Madison A- JOB NO.: 1708130 DATE: 10125/ INPUT DATA WALL LENGTH L,;r - 1.5 it WALL HEIGHT h = 10 It WALL THICKNESS t = 4 in FOOTING LENGTH L = 93 ft L, 4 ft FOOTING WIDTH 8 = 2.5 It F007ING THICKNESS T = 24 in FOOTING EMBEDMENT DEPTH D = 2.5 ft ALLOWABLE SOIL PRESSURE 4a = 1.5 ksf OF -AD LOAD AT TOP WALL Pr,DL = 0A kips, W01. = LIVE LOAD AT TOP WALL Pr,LL = 0.1 kips, Wr,LL = TOP LOAD LOCATION a - 0,75 ft WALL SELF WEIGHT PW = 0.1 kips LATERAL LOAD TYPE (0=wlnd,l=seismic) i seismic SEISMIC LOADS AT TOP (E, SD) Fu = 2.7 kips, SD Mu = 0 ft-kips, SO PAGE DESIGN BY, R.A. REVIEW BY: R.A, i 1 20 plf 20 plf I (F = 1.93 kips,jAASO) (M = 00,0 ft-kips: ASD) CONCRETE STRENGTH I,' = 2.5 ksi REBAR YIELD STRESS fy = 60 ksi trap BARS. LONGITUDINAL 4 # 5 BOTTOM BARS, LONGITUDINAL 4 # 5 BOTTOM BARS, TRANSVERSE # 3 @ 12 In o.c. ANALYSIS CHECK OVERTURNING FACTOR (2015 IBC 11305.2.1, 1808.11, & ASCE 7.10 12.13.4) F - MR / Mo = 1.40 r 1.0 x 0.7510.9 for eeismic Where Pr,DL = 0,13 kips, (total roof DL, including WrML) Pr,LL = 0,13 kips, (total roof LL, including W,,LL) a = 0,692308 ft, (total roof loads) Pf - 6,8875 kips (footing self weight) Mo = F (h + D) + M = 24 ft-kips (overturning moment) MR-(PrM)(L,+a)+Pf(0.5L)+PW(L,+0,$LW)= 34 vHEC}( SOIL CAPACITY (ALLOWABLE STRESS DESIGN) Ps = 4,75 kips (soil weight in footing size) P - (Pr,DL + Pr.L1) + Pw + (Pf - PS) = 2,60 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (LI + a) + Pf (0.5 L) + Pvr (L, + O,SLW) - 34 e = O,S L - (MR- Ma)1 P - 0,62 It (eccentricity Rom middle of footing) 7' I+�"1 qmxr BL 1 J fipr� e � 6 0.16 ksf 2P filee. � � - 3B(O.5L-e) 6 Where e = 0.62 ft, < (L 16) CHECK FOOTING CAPACITY (STRENGTH DESIGN) Mu,R = 1.2 [Pr,DL (L, + a) + Pf (0-5 t-) + Pw (L, + 0,5Lw)I + 0.5 Pr, LL(L, + a) Mu,si - 1.0 [F(h + D) + M) - 24 ft-kips - 41 ft-klps Pu = 1,2 (Pr.DL + Pf + PW) + 0.5 Pr. LL = 9 kips eu = 0.5L - (Mara - Mv,o) I Pu = 2,60 ft fior e„ S 11 q,_44AX BL 6 1.18 ksf 2p" for e„ L 3B(O.5L -e„) THE FOOTING DESIGN IS ADEQUATE. < — Not Required (Satisfactory) ft-kips (resisting moment without live load) ft-kips (resisting moment with live load) < 413ga [Satisfactory) tl S:- Mu I I } } X;) Page 190 of 237 1 (cnrit'd) SENDING MOMENT & SHEAR AT EACH FOOTING SECTION Section 0 1110 L 2/10 L 3110 L 4110 L 5110 L 8110 L 7110 L 8/10 L 9/10 L L Xu (ft) 0 0.95 1,90 2.85 3,80 4.75 5,70 6.65 7.60 8-55 9.50 Purw,(kif) 0,0 010 0.0 0.0 0<0 0.2 0.0 0.0 0.0 0.0 0.0 Mu.w (ft-k) 0 0 0 0 0 -12 -24 -25 -25 -25 -26 Vu,w (kips) 0 0 0 0 0 -24 0 0 0 0 0 Pu,f (ksf) 0.3 0.3 0.3 0.3 0.3 0.3 0,3 0.3 0.3 0.3 0.3 Mu,r (ft-k) 0 0 -2 -4 -6 An -14 -19 -25 -32 -39 Vu,f (klp8) 0 -1 -2 -2 -3 4 -5 •6 -7 -7 -8 qu (kst) -1.2 -1.0 -0,8 -0,6 -0.4 .02 0.0 0.0 0,0 0.0 0.0 Mu,p (ft-k) 0 1 5 10 17 24 32 40 49 57 65 Vu.q (kips) 0 3 5 6 8 8 9 9 9 9 9 1 Mu (ft-k) 0 1 3 A 10 .2 -6 -4 .g 0 0 E Vu (kips) 0 2 3 4 4 -20 3 2 2 1 0 @M 10 0 -10 DV -20 J -30 = Location Mu,max d (in) Pr"D PprwD Vu,msx 0Vr = 2 � b d (1�)" Top Longitudinal -6 ft-k 20.69 0.0001 0,0020 20 kips 53 kips Bottom Longitudinal 10 ft-k 20.89 0.0018 0,0020 20 kips 53 kips Bottom Transverse 0 ft-k / ft 2019 0,0000 0.0000 0 kips I ft 21 kips 1 It 0.85 f', U.383hd=f l - 1- Where p - `� 0.0018 Q.$5�3s.r�� crr p,tar = - 00129 (Satisfactory) f y et,+el Page 191 of 237 TPROJECT: Grade Beam(HEx24x10) PAGE: k�iz,,NrXsl V-TUbL.%L CLIENT: 588 Madison DESIGN BY: R.A. Nri JOB NO.: 1708130 DATE: REVIEW BY; R.A. r INPUT DATA WALL LENGTH LW = 2 It WALL HEIGHT h - 10 ft 'WALL THICKNESS I = 4 In FOOTING LENGTH L = 11 It L, = 4.5 It FOOTING WIDTH B = 2.75 It FOOTING THICKNESS T = 24 in FOOTING EMBEDMENT DEPTH D = 2.5 ft ALLOWABLE SOIL PRESSURE qa = 1.5 ksf DEAF] LOAD AT TOP WALL Pr,OL = 0,5 kips, wr,DL = LIVE LOAD AT TOP WALL Pr,LL = 0.5 kips, wr,LL _ TOP LOAD LOCATION a = 1 ft WALL SELF WEIGHT Pw m 0.1 kips LATERAL LOAD TYPE (G-Mnd,l-seismic) 0 wind -WIND LOADS AT WALL TOP (W. SO) Fu = 5.72 kips, SD Mu = 0 ft-kips, BID !CONCRETE STRENGTH fc. = 2.5 ksi REBAR YIELD STRESS fy = 60 ksi TOP BARS, LONGITUDINAL 4 # BOTTOM BAR$, LONGITUDINAL 4 # BOTTOM BARS, TRANSVERSE # 3 @ I I 20 pif 20 plf- 40 I (F = 4,09 kips, A3D) (M = 0.00 ft-kips, ASO) THE FOOTING DESIGN IS ADEQUATE, 5 5 12 in o.c, < =- Not Required ANALYSIS CHECK OVERTURNING FACTOR (2015 IBC 16052.1, 1S08.3,f, 8 ASCE 7-1012.13.4) F = MR / Mo - 1.01 1.0 0.9 for wind Where Pr,DL - 0.54 kips, (total roof DL, including wr,OL) Pr,LL = 0,54 kips, (total roof LL, including wr,LL) a = 0.962963 ft. (total roof toads) Pt = 8,7725 kips (footing setfweight) Mo ;u F (h + D) + M = 61 ft-kips (overturning moment) MR = (Pr,00 (LI + a) ir Pt (0.5 L) + P,r,, (Li + 0.51.w) = 52 CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) Ps = 6,05 kips (soil weight in footing size) P = (Pr,DL + Pr,LL) + Pw + (Pt- Ps) = 3,90 kips (total vertical net load) MR m (Pr,DL + Pr, LL) (Lr + a) + P1(0.5 L) + Pw (L, + 0.51.w) = 55 e = 0.5 L -(MR - Ma)1 P = 4.57 ft (eccentricity from middle of footing) L , for e_5— qMAV BL 6 L2f' - 1,02 ksf 3B(O.5.L - e)' for e > 6 Where e p 4.57 ft, > (L 16) FOOTING CAPACITY (STRENGTH DESIGN) Mu R w 1.2 [Pr,DL (Li + a) + Pt (0.5 L) + Pw (LI + 0.5L ,,.)) + 0.$ Pr, LL(Lr + a) Mu e = 1.0 [F(h + D) + M) = $1 ft-kips - 64 ft-kip9 Pu = 1.2 (Pr,DL + Pf + PW) + 0.5 Pr. LL = 12 kips eu = 0, 5L - (Mu,R - Mu o) I Pu = 4-42 It for e,� S BL 6 - 2.59 ksf 2 P„ 3B(O.5L-e3�}, Joe eat 6 ft-kips (resisting moment without live load) ft-kips (resisting moment with live load) s 4/3% r n +u,.nC x [Satisfactory) I x,,4 Page 192 of 237 I 9 (caned) BENDING MOMSNT & SHEAR AT EACH FOOTING SECTION 5ecsian 0 1/1D L 2110 L 3114.E 4/40 L 6/14 L f3/10 L 7110 L 6/10 L 81 40 30 20 10 0 raM -'10 -20 20 ; i 0 ` -20 - ' 1:,. 13V .40 0.383bdz f' Where = Pmin = 0.0010 fY 0.85flj� err 0.0129 [5atistac#oryj fy: 6rrfsr 10 L L X;, iR} 0 '1.1Q 2.20 3.30 4.40 5150 8.60 7,70 6 90 9190 1 i,40 Pu w (kit) 0:0 0,0 Qif) 0.0 4.0 6.5 0.0 0.0 0.0 010 0.0 Mu,w (R-k) D 0 D 0 0 -26 -52 -53 -55 -56 •57 Vv,w (kips) 0 0 D 0 0 -39 •1 -1 -1 =1 -1 f'u,r (ksQ 0.3 0.3 0.3 0.3 0.3 0.3 0.3 17.3 0.3 0.3 0.3 Mu,t Ifi•k? 0 •1 •2 -5 9 -14 •21 28 -37 -47 -58 Vu#{kips} 0 •q -2 -3 -4 4-8 -7 -8 _g •11 qu {ksf} -2.fi -1.7 -0.8 0.0 0,0 0.4 010 0.0 0,4 0.0 0.0 Muy{f!-k} 0 4 13 26 38 51 64 77 88 102 115 Vu,Q (kips) 0 7 10 12 12 12 12 12 12 12 12 E My (ft•k) 0 1 11 20 29 11 •f1 •S .y -10 E Vs (kips) 0 6 6 8 7 -33 4 9 Z 1 0 Location Mu,max d (in) iOregD (0prov0 Vu.max !,'�c w 2 0 b d #1C )° s Top Longitudinal 4 ft k 20.88 0.0001 0.0018 33 kips 58 kips Bottom Longitudinal 28 1#-ic 20.58 0.4018 0.0018 33 lops SH kips Ba!!am Transverse 0 11•k i R 20.19 0.0000 O.00tlO 0 kips f H 21 !ups I i� Page 193 of 237 —R—STRVCnw-Ai� Aw1:W'.INrr_FIN(; INPUT DATA WALL LENGTH WALL HEIGHT WALL THICKNESS FOOTING LENGTH PROJECT: Grade Beam(HFX24x1O) (combined) PAGE: CLIENT: 58B Madison DESIGN BY: R.A. JOB NO,: 1708130 DATE: REVIEW BY: R.R. FOOTING WIDTH FOOTING THICKNESS FOOTING EMBEDMENT DEPTH ALLOWABLE SOIL PRESSURE DEAD LOAD AT TOP WALL LIVE LOAD AT TOP WALL Pr.tt TOP LOAD LOCATION a = WALL SELF WEIGHT LATERAL LOAD TYPE (0=vwind,I=seismic) SEISMIC LOADS AT TOP (E, SD) CONCRETE STRENGTH REBAR YIELD STRESS TOP BARS, LONGITUDINAL BOTTOM BARS, LONGITUDINAL BOTTOM BARS, TRANSVERSE LW = h = L= L, B = T= a= 0,1 0.1 1 Pw = Fu - Mu = fc' = fy = 2 10 a 10 4 2.5 24 2.5 1.5 kips. kip%, ft It it in it it it In ft ksf wr,DL Wr,LL = 0A kips 1 seismic 3.964 kips, SD 0 ft-kips,. SD 2.5 ksi 60 ksi 4 # 4 # 3 20 pif 20 pff (F = (M W" q 2.63 kips, ASO) 0.00 ft-kips, ASD) THE FOOTING DESIGN 18 ADEQUATE. 5 5 12 in o.c. < _= Not Required YSIS OVERTURNING FACTOR (2015 IBC 1605.2.1, 1808.3.1: R ASCE 7.1012.13A) F = MR l Mo = 1.06 > 1.0 x 0,7510,9 for seismic Where Pr,DL = 0.14 kips, (total roof DL, including W00 Pr,LL 0,14 kips, (total roof LL, including wr,LL) a = 0,857143 4, (total roof loads) Pf = 7,25 kips (footing self weight) Alto = F (h + D) + M = 35 ft-kips (overturning moment) MR = (Pf.DL) (L, + a) + Pf (0.5 L) + Pw (LI + 0.5Lw) = 37 SOIL CAPACITY (ALLOWABLE STRESS DESIGN) Ps = 5 kips (sail weight in footing size) P = (Pr,DL + Pr,LL) + PW + (Pf - Ps) = 2,63 kips (total vertical net load) MR : (Pr,DL + Pr, LL) (L, + a) + Pi (0.5 L) + Pw (Li + 0.51-w) = 38 e = 0.5 L - (MR - Mo) I P = 3.97 it (eccentricity from middle of fooling) P�t i L L jur<• e 5 rl MAN - 13L �. - 0.68 ksf 2A for e y � .. 3B(0.5L-e)' G Where e = 397 ft, > (L 16) CHECx FOOTING CAPACITY (STRENGTH DESIGN) Mu" = 1.2 [Pr.DL (L+ + a) + Pf (0.5 L) + Pw (L, + 0.5Lw)) + 0,5 Pr. LL(L, + a) Mum = 1.0 [F(h + D) + M) = 35 ft-kips = 45 ft-kips Pu = 1.2 (Pr,DL + Pf + Pw) + 0.5 Pr, LL = 9 kips eu = 0.5L - (Mu,R - Mu,o)1 Pu = 3,91 it i,:,erai tiL. for h - 2 Pd. L [Satisfactory] ft-kips (resisting moment without live load) ft-kips (resisting moment with live load) 2,22 ksf r 4411 413gg [Satisfactory) (cont'd) 9ENOING MOMENT & NEAR AT EACH FOOTING SECTION Section 0 1110 L 010 L 3110 L 4110 L Silo L 6/10 L 7/10 L $110 L 9/10 L L )(u M 0 1.00 2.00 3.00 4,00 5.00 6.00 7,00 8,00 9.00 10.00 Pu w, (kit) 0.0 0.0 0.0 0,0 53,3 0.2 -53.0 010 0,0 010 0,0 Mu,H, (tt-k) 0 0 0 0 0 -18 -36 -36 •37 -37 •37 Vu,w (kips) 0 0 0 0 0 -27 0 0 0 0 0 Pu1 (ksf) 03 0.3 013 0.3 0.3 0:3 0.3 0.3 0.3 0,3 0.3 Mu.l (ft-k) 0 0 -2 -4 •7 -11 »16 •21 -28 -35 -.44 Vu,f (lips) 0 «1 2 -3 .3 -4 -5 -6 -7 .8 -9 qu (ksf) -2.2 -1.5 -0.9 •0.2 010 U 0<0 0,0 0.0 0.0 0;0 Mu,4 (f .k) 0 2 9 17 26 35 44 54 63 72 81 Vu.g (kips) 0 5 8 9 9 9 9. 9 9 9 9 1- Mu (ft-k) 0 2 7 13 19 7 -7 -4 -2 0 0 £ Vu (kips) 0 4 6 6 6 -22 3 3 2 1 0 30 'I 20 10 0 -10 J ®M 20 0 . _2© mV 40 Location Mu.max d (in) pregD pprov0 Vu.mau 4Vc - 2 6 b d (l,' P s Top Longitudinal 4 it-k 20.69 0,0001 0.0020 22 kips 53 kips Bottom Longitudinal 19 ft-k 20.69 010016 0.0020 22 kips 53 kips Bottom Transverse 0 ft-k Ift 20,19 0.0000 0.0000 0 kips I R 21 ki s / ft 0.85 l - (- %x I Al.I fil Where P„ J� 0.383bd'f,. /7n,u, = 0.0018 Y Y 0.85fil [' Ell 0,0129 (Satisfactory) .%y Ell +et Page 195 of 237 PROJECT: Grade Beam(HFX24x14) I-IO'CTURAl. CLIENT: 58BMadison i�kNGINEJIWNG JOB NO.: 1708130 DATE: 1 INPUT DATA WALL LENGTH LW - 2 4 WALL HEIGHT h = 14 It WALL THICKNESS t = 4 in FOOTING LENGTH L = 10 ft Lj = 4 It FOOTING WIDTH B = 2.5 ft FOOTING THICKNESS Ta 24 in FOOTING EMBEDMENT DEPTH D a 2.5 ft ALLOWABLE SOIL PRESSURE qa = 15 ksf DEAD LOAD AT TOP WALL PF,DL m 0.1 kips, Wr.DL a LIVE LOAD AT TOP WALL PUL = 0.1 kips; We.LL = TOP LOAD LOCATION a = 1 ft WALL SELF WEIGHT PW = 0.1 kips LATERAL LOAD TYPE (0-Mnd,1=seismic) 1 seismic SEISMIC LOADS AT TOP (E, SD) Fu = 2,139 kips, SO Mu = 0 ft-kips, SO 20 pff 20 pl( \ (F = 1,63 kips. ASO) (M = 0.00 ft-kips, ASO) PAGE: DESIGN BY: R.A. REVIEW BY: R.A. V -W� U�0�51 :ONCRETE STRENGTH fc` z 2.5 kM ;EBAR YIELD STRESS fy = 60 ksi THE FOOTING DESIGN IS ADEQUATE. rOP BARS, LONGITUDINAL 4 # 5 30TTOM BARS, LONGITUDINAL 4 # 5 30TTOM BARS, TRANSVERSE # 3 {sYi 12 in o,c. K == Not Required ANALYSIS HECK OVERTURNING FACTOR (2015 IBC 1905.2.1, 1608.3.1, & ASCE 7-10 12.13.4) F = MR f Mo = 1,48 :0 1,0 x 0.7510,9 for seismic [Satisfactory] Where Pr,DL a 0,14 kips, (total roof DL, including wr,DL) Pr,LL = 0,14 kips, (total roof LL, Including wr,LL) a. 0.857143 ft, (total roof loads) Pf = 7.25 kips (footing self weight) Mo = F (h + D) + M - 25 fl-kips (overturning moment) MR = (Pr,D0 (Lj + a) + Pf (0.5 L) + Pw (Lj + 0.5Lw) = 37 ft-kips (resisting moment Without live load) CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) P& = 5 kips (soil weight in footing size) P = (Pr,DL + Pr,LL) + Pw+ (Pi. Pa) a 2,63 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (LI + a) + Pt (0.5 L) + Pw (L, + 0,51-w) = 36 ft-kips (resisting moment with live load) e = 0.5 L - (MA • Mo)1 P = 0:09 ft (eccentricity from middle of footing) l P(1w L ) L L = 0,11 ksf t 413% 2P .,TcFre: > ISafssfactory] Where 0. 0.09 ft, - (L f $) 1 CHECK FOOTING CAPACITY (STRENGTH DESIGN) i I Mu,R = 1.2 [Pr,DL (L, + a) + Pr (0 5 L) + PW (L, + 0.51-w)] + 0,5 Pt, LL(L+ + a) h Mu,p = 1,0 [F(h + D) + M) = 25 ft-kips C 45 ft-kips PU = 1,2 (Pr,DL + Pf + Pw) + 0.5 Pr, LL = 9 kips eu = 0.51- . (Mv,R - Mv,o) f Pv = 2.79 ft � L for pN L 5 ' i3L 6 = 1.09 ksf -, for eft y 3B(O.SL—Cu) Page 196 237 ,y---•,x — of (conrd) BENDING MOMENT & SHEAR AT EACH FOOTING SECTION Section fl 1110 L alln L 3l10 L 4110 l 5/10 L 6l10 L 7/10 L 8110 L 9110 15 - 10 a 5 i a Q •i'.W..4.. �r �_ am -10 10 1 Q -10 _ �� -20 M"{ U.85f6 1- 1- �.3$3b��1 Where �r Pmin = O DD18 fv U.$5/3�fG. Trr P UX = - 0 0129 [Satisfactory] L L Xu th) D 1.00 2.00 3.00 4,00 $.D0 6.fl0 7.00 8.00 9.00 10.00 pu.w (MO 0.0 0>0 0.0 010 35.0 0,2 -37.7 n.fl 0.0 0.0 flA Mu.w (n•k) 0 0 0 fl 0 -13 -26 -25 -26 -27 -27 Vu,w (kips) p Q 0 D 0 -19 0 0 0 R n �'u.f [mil 0.3 0.3 0.3 0.3 0.3 0.3 0:3 0.3 0.3 0.302 Mu,i[ft'ic] D D -2 -A -7 -11 -16 -21 +2t3 -35 -44 Vu.t(kips) b -1 -2 -3 -3 -d -5 -S 4-e •9 qu (ksi) -1.1 »Q>9 •0.8 9:6 -n.4 -0.3 -0.1 010 0.0 0.0 nA Mu,q (1T'k) 0 1 5 10 17 a8 34 43 52 81 71 Vu,q (kips) 0 3 5 68 9 9 9 9 9 9 E Mu (R•k) D 9 3 7 10 2 -7 -d -2 0 0 F Vu [kips] D 2 3 4 4 -1'i 3 3 2 1 0 LaCetion Mu,msx d (in)(�reg0 PPrnvD Vu,rtisx bV, = 2 0 b d. (f�)0 6 Top Longitudinal -7 ft-k 20.59 0.0001 0.0020 15 kips 53 kips Bottom Longitudinal 10 ft-k 20.59 fl.0018 0,0020 15 kips 53 kips Bottom Transverse 0 ft-k I ff 20.19 0_0000 0.0000 0 kips ! ft 21 kips ! n Page 197 of 237 -�� PROJECT: Grade Beam(HFX24x14) PAGE: CLIENT: 58B Madison DESIGN BY: R.A. JOB NO.: 1708130 DATE: 10/25/ REVIEW BY: R.A. Footina Deslan of Shear Wall Based on ACI M8-14 INPUT DATA WALL LENGTH LW = 2 It WALL HEIGHT h = 14 ft WALL THICKNESS t = 4 in FOOTING LENGTH L - 10 ft L, = 4 ft FOOTING WIDTH B = 2.5 ft FOOTING THICKNESS T = 24 in FOOTING EMBEDMENT DEPTH D = 2.5 ft ALLOWABLE SOIL PRESSURE qa = 115 ksf DEAD LOAD AT TOP WALL Pr,DL = 0.1 kips. wr.DL = LIVE LOAD AT TOP WALL Pr,LL = 0A kips, WGLL = TOP LOAD LOCATION a = 1 ft WALL SELF WEIGHT PW = 0.1 kips LATERAL LOAD TYPE (0=wind,1=seismic) 1 seismic SEISMIC LOADS AT TOP (E, SO) Fu = 2.394 kips. SO M„ 0 ft kips, SD 20 plf 20 Of (F = 1.71 kips, ASO) (M = 0.00 ft-kips, ASD) NCRETE STRENGTH fc = 2.6 ksi BAR YIELD STRESS fy = 60 ksi P BARS, LONGITUDINAL 4 # 5 TTOM BARS, LONGITUDINAL 4 # 5 TTOM BARS, TRANSVERSE # 3 12 in o c. IALYSIS ECK OVERTURNING FACTOR (2015 IBC 1605.2.1, 1608.3.1, & ASCE 7-10 12,13.4) F = Ma I Mo = 1.33 a 1.0 x 0.75 / 0,9 for seismic Where FOWL = 0,14 kips, (total roof OL, including wr.OL) Pr,LL = 0,14 kips, (total roof Ll, including wr,LL) a = 0.857143 ft, (total roof loads) Pt = 7,25 kips (footing self weight) Mo = F (h + D) + M = 28 ft-kips (overturning moment) MR = (Pr.OL) (L, + a) + Pf (0.5 L) + PW (L, + 0.51.w) = 37 CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) PS = 5 kips (soil weight in footing size) P = (Pr,LL + Pr,LL) + PW + (Pf - Ps) = 2.63 kips (total vertical net load) MR = (Pr,DL + Pr. LL) (L, + a) + Pf (0.6 L) + Pw (L, + 0.51-W) = 38 e = 0.5 L - (Ma - Mrs) / P = 1.24 ft (eccentricity from middle of footing) P�I+� for r S 6 �I:ir.•rx^ � BL. 2 p, - 0.18 ksf for e a L 3B(O.5L —e) L 6 Where e = 1,24 ft, < (L / 6) I CHECK FOOTING CAPACITY (STRENGTH DESIGN) Must ' 1.2 (Pr,DI. (LI + a) + Pr (0,5 L) + Pw (Lr + 0.5Lw)) + 0,5 Pr. LL(L, ' a) Mu,q = 1:0 [F(h + D) + M) - 28 ft-kips - 45 ft-kips Pu = 1.2 (P(,DL + Pf + f'rw) + 0.5 Pr, LL = 9 kips eu = 0.51. - (Muse • Mu+o) / Pu = 3,12 It 1'„�1+ ��I:� L rlr,,M1fA.r — BL Ci = 1.28 ksf 2P. C I THE FOOTING DESIGN IS ADEQUATE. < =- Not Required [Satisfactory) ft-kips (resisting moment without live load) It -kips (resisting moment with Dive load) < 4/3qa ISatisfactory) �3 -fJr } } } r+ }i ''- X[A , Page 198 of 237 BENDING MOMENT 8. SHEAR AT EACH FOOTING SECTION 15 10 5 0 .5 am -10 10 0 -10 my -20 u Page 199 of 237 — RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 Swam. PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/25/2017 HOLD-DOWN SCHEDULE Mark Fastener Minimum Wood Anchor Bolt Capacity Remarks Member (Ibs) HDU2 (6)- SDS1/4x2 1/2" (2) 2 x 6 5/8" 3075 HDUS (14)- SDS1/4'x21/2 (2) 2 x 4 5/8" 5645 HDU8-H (20)- SDS114x2 1/2 6 x 6 7/8" 17870 HDU11-H (30)- SDS114x21/2 6 x 8 1 11'_I 11175 Page 200 of 237 www.structuralsoft.com RA Structural Engineering, Inc, DESIGNED R.A. JOB NO. 1708130 5�� PROJECT Lot 58B Madison CHECKED R.A. SHT OF ��GifERG.=1, SUBJECT Custom Home DATE 10/25/2017 Uplift Calculations Load Cases: 0.6D + W (0.6 - 0,14Sos )D + 0.7pQE Roof Walls Post ID Shear Wall Reactions (lbs) Wall Height (ft) .Net Uplift (Ibs) Hold Down DL W 0.7E UP7 d-1 2473 -1754 -2326 12.05 •1197 HDU2 UP64 k-2 3850 -674 -1242 12.05 516 NR UP74 m-1 1074 -2721 -5070 12.05 -4580 UP87 10-2 7581 -4915 -4421 12.05 -960 HDU5 P90 n-1 2681 -1680 -3030 12.05 -1806 P89 IU 0-1 6422 -1797 -2722 12.05 209 NR UP92 19-1 -135 -7023 -5876 12.05 -7104 HDU8-H UP100 q-1 12188 -1880 -2291 12.05 3273 NR UP101 q-1 6590 -1770 -2291 12,05 717 NR UP55 n-2 4782 -1680 -3030 12,05 -847 UP12 2-1 5614 -651 -1240 12.05 1323 UP39 k-1 3543 -808 -1242 12,05 376 NR UP44 k-1 2763 -674 -1242 12.05 19 NR UP43 16-1 2422 -3176 -4998 12.05 -3892 HDU5 UP54 n-2 3084 .1754 -3030 12.05 -1622 HDU5 UP59 n-4 2977 -1680 -3030 12.05 -1671 HDU5 UP60 1-1 1623 -2751 -3123 12.05 -2382 HDU5 UP76 1-1 1623 -2142 -3123 12.05 -2382 HDU5 UP88 C-1 5118 -3617 -3004 12.05 -668 HDU8-H 9-1 5039 -5616 -4126 12.05 -2592 UP93 9-1 502 -6006 -4126 12.05 1-2894 -5705 HDU8-H UP97 6-1 843 -2944 -3279 12,05 HDU5 UP102 6-2 840 -1926 -3279 12.05 -2895 Page 21 -0RM5 www.structuralsoft,corn RA Structural Engineering, Inc. DESIGNED R.A. JOB NO, 1708130 V,hIRTME PROJECT Lot 58B Madison CHECKED R.A. SHT OF ClfrINVti A G. !!'C, SUBJECT Custom Home DATE 10/25/2017 Roof Walls UP98 6-2 840 -2944 -3279 12.05 -2895 HDU5 UP17 d-1 5485 -1849 -2326 12.05 178 NR UP37 19-1 5070 -6286 -5876 12.05 -3561 UP57 a-1 1507 -1265 .1050 12.05 -362 HDU2 UP94 6-1 843 -1926 -3279 12.05 -2894 HDU5 UP16 c-1 578 -2177 -3004 12.05 -2741 HDU5 UP104 2-1 2772 -992 -1240 12,05 26 UP108 e-1 1630 -3147 -3488 12.05 -2744 HDU5 UP107 e-1 4278 -3147 -3488 12.05 -1535 UP15 4-1 4024 -55 -2168 12.05 -331 HDU2 UP110 4-1 3339 -85 -2168 12.05 -644 HDU2 UP111 4-2 3107 -85 -2168 12.05 1-750 HDU2 UPI 12 4-2 2865 -55 -2168 12.05 -860 HDU2 UPI 14 f-1 1616 -3746 -3395 12.05 .2776 UPI 13 f-1 1644 -3746 -3395 12.05 -2760 HDU5 UPI 15 3-1 3076 -487 -2143 12,05 -739 HDU2 UP116 3-1 3113 -750 -2143 12.05 -722 HDU2 UPI 20 g-1 150 -10882 -9613 10 -10792 PP UP122 h-1 665 -3617 -1534 12.05 -3218 HDU5 UP121 h-1 665 -3617 -1534 1205 .3218 HDU5 UP124 A 406 -8490 -4644 12.05 -8246 HDU8-H UP123 0 406 .8490 -4644 12,05 -8246 HDU8-H 8-1 1492 -81 -595 12.05 86 UP126 6-1 1492 1 -53 -595 12.05 86 Arai c Wh'1L( b-1 1450 -30(4 —LV EI+ rc.va -crvv ••.•• UP126 5-1 1450 -2320 -2014 12.05 -1450 HDU5 UP129 j-1 95 -9658 -8025 10 -9601 PP UP128 I j-1 95 -9658 -8025 10 -9601 ^--_- ^ PP_— www. structu ralsoft. com RA Structure! Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF KIWI TING, INC. SUBJECT custom Home DATE 10/25/2017 Roof Walls UP56 P-1 2293 -1281 -1827 12.05 -780 HDU2 UP70 p-1 1594 -2128 -1827 12.05 -1172 HDU2 UP83 0-1 6393 -1082 -2722 12.05 196 NR UP133 m-2 2111 -2783 -5070 12.05 -4106 HDU8-H UP135 m-3 2105 -2721 -5070 12.05 -4109 HDU8-H UP140 11-1 3215 -1067 -1335 12.05 132 UP139 11-1 2449 -1644 -1335 12,05 -217 HDU2 UP145 10-2 1326 -4943 -4421 12.05 -4148 HDU5 UP147 1-1 1014 -1544 -1427 12.05 -964 HDU2 UP148 1-1 932 -930 -1427 12.05 -1002 HDU2 UP151 10-1 2895 -4943 -4421 12,05 -3206 HDU5 UP150 10-1 1980 -4915 -4421 12.05 -3727 HDU5 UP29 a-1 1506 -761 -1050 12.05 -363 HDU2 UP153 d-2 2608 -1849 -2326 12.05 -1135 HDU2 UP152 d-2 2732 -1754 -2326 12.05 -1078 HDU2 UP134 m-3 475 -2783 -5070 12.05 -4853 HDU8-H UP138 m-1 4286 -2783 -5070 1-5070 12.05 -3113 HDU8-H UP155 m-4 4592 -2721 12.05 -2974 HDU8-H UP156 m-4 761 -2783 -5070 12.05 -4723 UP132 n-5 529 -1680 -3030 12.05 -2788 HDU5 16-1 838 -2211 -4998 12.06 -4615 UP161 n-4 750 -1754 -3030 12.05 -2687 HDU5 UP162 n-1 1069 -1754 -3030 112.05 -2542 HDU5 UP164 n-3 1106 -1680 -3030 12.05 -2525 HDU5 UP163 n-3 1093 -1754 -3030 12.05 -2531 HDU5 UP171 16-2 774 -3176 -4998 12.05 -4645 HDU5 UP170 16-2 568 -2211 -4998 12.05 -4738 HDU5 UP174 b-1 143 -8621 -12880 10 -12814 PP www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. I JOB NO. 1708130 Raft £k"AURN'G. NC Roof Walls PROJECT Lot 58B Madison SUBJECT Custom Home CHECKED R.A. I SHT OF DATE 10/25/2017 UP173 b-1 143 .6908 =12880 10 -12814 PP UP176 b-2 142 -8621 -12880 10 -12814 PP UP175 b-2 142 -6908 -12880 10 -12814 PP UPI 83 k-2 2198 -808 -1242 12.05 -238 HDU2 UPI 84 n-5 529 -1754 -3030 12.05 -2788 HDU5 UPI 09 m-2 481 -2721 -5070 12.05 -4850 HDU5 UP50 g-1 150 -10882 -9613 10 -107.92 PP - NR indicates that no hold-down is required because there is no net uplift. - No Selection indicates that uplift value is larger than available hold-down capacities defined in database. - PP indicates hold-down attached to a pre -manufactured shear wall panel. Page 204 of 237 www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A_ JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/25/2017 -A' Diaphragm Design Flour ID: Roof Diaphragm_ID: D1 Nailing Load Direction: E-W Cade Check Diaphragm Shear. Passed Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear (plf) Wind shear (plf) Chord force member type I❑ (ft) (lbs) u thickness (in) U Grade Thickness Boundary Other For For Applied Allowable Applied Allowable Seismic Wind (in) edges shear bending shear shear shear shear b d Sheathing and Single Floor 15132 8d@6 8d@6 2 Unblocked 4 50.96 50.96 77 180 38 252.5 422 208 p Load Direction: N-S Span Sheathing Nailing Min, Diaphragm Case Effective depth Seismic shear (plf) Wind shear (plf) Chard force member type ID (ft) (Ibs) o Grade Thickness Boundary Other thickness (in) 0 v For For Applied Allowable Applied Allowable Seismic Wind (in) edges shear bending shear shear shear shear 1-6 Sheathing and Sir4e+loor 15132 8d@6 8d@6 2 Unblocked 2 32.00 32.00 151 180 92 252.5 1929 1169 P www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/25/2017 Floor ID: Roof Diaphragm_ID: D2 Nailing Load Direction: E-W Span Sheathing Nailing Min. Diaphragm Case member type ID thickness Grade Thickness Boundary Other (in) (in) edges a Sheathing and 15/32 Single -Floor 8d@6 8d@6 2 Unblocked 4 Load Direction: N-S Span Sheathing Nailing Min. Diaphragm CasE member type ID thickness Grade Thickness Boundary. Other (in) (in) edges 6-9 Sheathing and 15i32 8d@6 8d@6 2 Unblocked 2 Single -Floor co m N O 0) O N CIO V Code Check Diaphragm Shear: Passed Effective depth Seismic shear (plf) Wind shear (plf) Chord force 00 (Ibs) For For Applied Allowable Applied Allowable, Seismic Wind shear bending shear shear shear shear 23.00 23.00 72 180 60 252.5 35.7 301 Effective depth Seismic shear (plf) Wind shear (plf) Chord force (t) (ibs) For For Applied Allowable Applied Allowable Seismic Wind shear bending shear shear shear shear 28.00 28.00 58 180 55 252.5 205 149 www.structuralsofl.com RA Structural Engineering, Inc. DESIGNED R.A. 308 NO. 1708130 1;1:�1. PROJECT Lot 58B Madison CHECKED R.A. SHT OF C::; `.0,1.1. L SUBJECT Custom Home DATE 10/25/2017 Floor ID: Roof Diaphragm_ID: D3 Nailing Load Direction: E-W Code Check Diaphragm Shear: Passed Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear (plf) Wind shear (pit) Chard force member type ID (ft) (lbs) Grade Thickness Boundary Other (in) thickness v -CS For For Applied Allowable Applied Allowable Seismic Wind (in) edges shear bending shear shear shear shear d-e Sheathing and 15132 6d@6 4d@6 2 Unblocked 4 53.19 53.19 46 180 27 2.52.5 178 104 P Singe-Floor e-f Sheathing and 15/32 8d@6 8d@6 2 Unblocked 4 39.19 39.07 93 180 71 252.5 722 530 P Single -Floor f Sheathing and 15132 8d 6 @ 8d 6 @ 2 Unblocked 4 39.19 39A9 51 180 41 252.5 22.0 175 P Single -Floor Load Direction: N-S Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear (plf) Wind shear (plf) Chord force member type ID (ft) (lbs) o thickness (in) c Grade Thickness Boundary ©they For For Applied Allowable Applied Allowable Seismic Wind (in) edges shear bending shear shear shear shear 1-2 Sheathing and 15f32 8d@ 8d@6 2 Unblocked 2 25.54 25.54 33 180 26 252.5 87 64 P Single -Floor 2 3 Sheathing and 15132 8d@6 8d@6 2 unblocked 2 27.04 27.04 38 180 15 252.5 49 17 P Single -Floor -d Sheathing and 15/32 8d@6 8d@6 2 Unblocked 2 62.92 62.92 44 180 9 252.5 166 24 P Single -Floor -7 Sheathing and 15132 8d@6 8d@6 6 2 Unblocked 2 62.92 0.00 54 180 0 252.5 245 NaN P Single -Floor www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10/25/2017 Floor —ID: Roof Diaphragm —ID: D4 Code Check Diaphragm Shear: Passed Nailing Load Direction; E W Span I Sheathing Grade h-i Sheathing and 16132 Single -Floor Load Direction_ N-S Span I Sheathing Nailing Boundary Other edges 8d@6 8d@6 Nailing Grade Thickness Boundary Other (in) edges 5-8 Sheathing and 15132 8d@6 8d@6 Single -Floor w ro m N O W O_ N W J Min. Diaphragm Case member type ID thickness (in) 2 Unblocked 4 Min. Diaphragm Case member type ID thickness (in) 2 1 Unblocked 12 Effective depth I Seismic shear (plf) Wind shear (plf) Chord force (ff) (tbs) For For Applied Allowable Applied Allowable Seismic Wind shear trending shear shear shear shear 18.81 18.81 68 180 112 252.5 385 636 Effective depth Seismic shear (plf) Wind shear (plf) Chord force (ff) (Ibs) For For Applied Allowable Applied Allowable Seismic Wind shear bending shear shear shear shear 22.78 22,78 56 180 7 252.5 263 5 x u a� U www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R,A, JOB NO. 1708130 PROJECT loot 588 Madison CHECKED R.A. SHT OF SUBJECT Custom Home DATE 10125/2017 Floor ID: Roof Diaphragmjl3l: DS Nailing Load Direction: E-W Code Check. Diaphragm Shear: Passed Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear (pit) Wind shear (plf) Chord force member type ID (ft} (tbs) v Grade Thickness Bounds Other Boundary thickness in � For For Applied allowable Applied Allowable Seismic Wind (in) edges shear bending shear shear shear shear i-j LI Sheathing and Single -Floor 15132 8d@6 8d@6 2 Unblocked 4 36.86 36.86 29 180 25 252.5 72 61 P Load Direction: N-S Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear (plf) Wind shear (plf) Chord force member type ID (ft) (lbs) Grade thickness Boundary Other thi(inckness � For For Applied Allowable Applied Allowable Seismic Wind (in) edges shear bending shear shear shear shear 8 F Sheathing and 15/32 8d@6 8d@6 2 unblocked 2 10.17 10.17 117 180 223 252.5 1135 2164 P Single-�Fkior www.structuralsoft.com RA Structural Engineering, Inc. r vi So)' PROJECT Lot 58B Madison SUBJECT Custom Home Floor lD: Roof Diaphragm ID: D6 Nailing Load Direction: E-W Span Sheathing )Jailing Grade Thickness Boundary Other (in) edges n Sheathing and Single -Floor tS/32 8d@6 8dc@6 R•'g Sheathing and Single-Fioor 15132 8d@6 8d@6 Load Direction: N-S Span Sheathing Nailing Grade Thickness Boundary Other (in) I . edges 16 19 Sheathing and Single -Floor 15/32 8d@6 i 8d c@6 w co co N_ O O_ N W v MinIDiaphragm Case member type ID thickness (in) 2 unblocked T 2 1 Unblocked 4 Min. Diaphragm Case member type ID thickness (in) 2 unblocked i 2 DESIGNED R.A. JOB NO. CHECKED R.A. SHT DATE 10/25/2017 1708130 Code Check Diaphragm Shear: Passed OF Effective depth (g) Seismicshear (plf) Wind shear (plf) Chord force (lbs) For For Applied Allowable Applied. Allowable Seismic Wind .shear bending shear shear shear shear 20.00 28.00 89 180 66 252.5 545 272 20.00 20.00 551 180 49 252.5 143 139 Effective depth Seismic shear (plf) Wind shear (plf) Chord force (ft) (lbs) For For Applied Allowable Applied Allowable Seismic Wind shear bending shear shear shear shear 43.50 20.00 63 180 37 252.5 233 303 www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 CHECKED R.A. SHT OF PROJECT Lot 5$B Madison - SUBJECT Custom Horne DATE 10125/2017 Floor ID: Roof Dlaphragrn tD: 07 Nailing Load Direction: E-W Cade Check Diaphragm Shear Passed Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear (plf) Wind shear (plf) Chord force member type 10 (ft) (lbs) Grade Thickness BoundaryOther thickness (in) For For Applied Allowable Applied Allowable Seismic Wind (in) edges shear bending shear shear shear shear 1-m Sheathing and 15132 8d@6 8d@6 2 Unblocked 4 19.84 23.52 53 180 45 252.5 284 193 P Single -Floor m-n Sheathing and 15132 8d@6 8d@6 2 Unblocked 4 27.70 2T72 99 180 70 252.5 831 581 P Single -Floor n-o Sheathing and 15f32 8d@6 8d@6 2 Unblocked 4 27.69 2T69 47 180 33 252.5 190 133 P Single -Floor Load Direction: N-S Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear (ptf) Wind shear (plf) Chord force member type ID 00 (1bs) 0 thickness (in) U Grade Thickness Boundary I Other For For Applied Allowable Applied Allowable Seismic Wind (in) edges shear bending shear shear shear shear 10-13 Sheathing and 15132 8d@6 8d@6 2 Unblocked 2 67.23 18.71 70 180 43 252.5 232 503 P Single -Floor T a CD N N O_ N Cl) V www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 586 Madison CHECKED R.A. SNT OF SUBJECT Custom Home DATE IOf25/2017 Floor ID. Roof Diaphragm iD: D8 Code Check Diaphragm Shear: Passed Nailing Load Direction: E-W Sparc I sheathing l Nailing Grade Thickness Boundary Other (in) edges k-m Sheathing and 15/32 8d@6 8d@6 Single -Floor Load direction: N-S Span I Sheathing I Nailing Grade 11-17 I Sheathing a Single -Floor Chickness Boundary Other in) edges 15/32 8d@6 8d@6 Min. Diaphragm Case member type ID thickness (in) 2 Unblocked 4 ,Min. Diaphragm Case member type Id thickness (in) 2 1 Unblocked 12 Effective depth Seismic shear (ptf) Wind shear (pif) Chord force (ft) (lbs) For For Applied Allowable Applied Allowable Seismic Wind shear bending shear shear shear shear 54.46 54A6 63 180 28 252.5 324 121 Effective depth Seismic shear (plf) Wind shear (plf) Chard force (ft) (lbs) For For Applied Allowable Applied Allowable Seismic Wind shear bending shear shear shear shear 22.50 22.50 136 180 117 252.5 1066 918 L U I www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A_ JOB NO. 1708130 PROJECT Lot 588 Madison CHECKED R.A. 5HT OF SUBJECT Custom Home DATE 10/25/2017 Floor ID: Roof Diaphragrn_ID: D9 Nailing Load Direction: E-W Code Check Diaphragm Shear: Passed Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear (plf) Wind shear (plf) Chard force member type ID (ft) (lbs) thickness v Grade Thickness Boundary Otherth� For For Applied Allowable Applied Allowable Seismic Wind(in (in) edges shear bending shear shear shear shear m-n Sheathing and 15132 8d@6 8d@6 2 1 Unblocked 4 44.09 44.09 101 180 44 252.5 762 3B3 P Single+loar Load Direction_ N-S Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear (plf) Wind shear (plf) Chord farce member type ID (ft) (lbs) (in)Icness Grade Thickness Boundary Other For For Applied Allowable Applied Allowable Seismic Wind (in) edges shear bending shear shear shear shear 14-15 Sheathing and 15132 8d@a 6 8d@6 2 Unblocked 2 4292 0.00 79 180 0 252.5 526 NaN P Single -Floor 15-1$ Sheathing and 15132 8d@6 8d@6 2 Unblocked 2 42.92 0.00 51 180 0 252.5 2'18 NaN P Single -Floor www.structuralsoft.com RA Structural Engineering, Inc. DESIGNED R.A. JOB NO. 1708130 PROJECT Lot 58B Madison CHECKED R.A. SHT OF 1: SUBJECT Custom Home DATE 10125/2017 Floor ID: Roof Diaphragrn_lD: D10 Code Check Diaphragm Shear: Passed Nailing Load Direction: E-W Span I Sheathing Nailing Grade Thickness Boundary Other (in) edges n o Sheathing and 16/32 Single Floor 8d@6 8d@6 Sheathing and 15132 Single -Floor 8d@6 8d@6 Load Direction. N-S Span I Sheathing Nailing Grade Thickness Boundary Other (in) edges 12-16 Sheathing and 15f32 8d@6 8d@6 Single -Floor -0 m m N_ A O_ N W J Min. Diaphragm Case member type ID thickness (in) 2 1 unblocked 14 2 1 unblocked 14 Min. Diaphragm Case member type ID thickness (in) 2 1 Unblocked 12 Effective depth (ft) Seismic shear (plf) Wind shear (plf) Chord force (lbs) For For Applied Allowable Applied Allowable Seismic Wind shear bending shear shear shear shear 2&_00 28.00 45 180 1 252.5 167 0 34.00 34.00 73 180 42 252.5 374 213 Effective depth Seismic shear (ptf} Wind shear (plf) Chord force (ft) (lbs) For For Applied Allowable Applied Allowable Seismic Wind shear bending shear shear shear shear 43.50 4150 86 180 39 252.5 547 236 a w C2 www.structuraisofit.com CLIENT: Lod 59 -, SUBJECT, rWhorY, 'e DESIGN BY: R, STRUCTURAL ENGINEERING, INC. CIVILAND SMUCTURAI. ENGINEERING U►1�` k of k44 ; lPG�h �7#¢` Ro i SHEET: JOB NO: ;f ?� , p DATE: _ Page 215 of 237 STRUCTURAL ENGINEERING CIYtI ANa SiNUOTUNAL Hn01ME8etn6 Pralect Tiile: Lot 58B Madision Engineer: R.A. Proiect ID: 1708130 Pr oiect Descr: "510 SANIACI' ILD LW9. SUITE A 9ALN DIMUT, CA y000-360-91990 f:300-9$0-R403 Cs iOd-BAd-91I6 Moat; t=AARhWF lcru> h6-CM ft(ad:3QOCT2Q1i, 2AW" - - Fltc=1LServarlF'rQleCislL�T589-1W3-STR-I1RA�EHG1f70813Q,er Steel Column ENERCAMINC- 1983 017,BORP,10.17.9.13,Ver.10.17.9.L. t tt Description : CaniileverColumn [Glidline 15) Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: W14x99 Analysis Method: Load Resistance Factor Steel Stress Grade A-992, High Strength, Low Alloy, Fy Fy : Steel Yield 50.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads Column self weight included :1,436.50 lbs " Dead Load Factor AXIAL LOADS, . . Axial Load at 14,60 ft, 0 =14.0, LR = 12.0 k BENDING LOADS .. . L.al, Point Load at 14.50 it creating Mx-x, E=14.495 k Overall Column Height 14.50 it Top & Bottom Fixity Tap Free, Bottom Fixed Brace condition for deflection (buckling) along columns: X-X (width) axis : Unbraced Length for X-X Axis buckling =14,50 ft, K = 2.1 Y-Y [depth] axis: Unbraced Length for Y-Y Axis buckling =14,50 ft. K = 2.1 DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0,3436 :1 Load Combination +1.20D+0.50L+0.20S+E+1.60H Location of max,above base 0.0 ft At maximum location values are ... Pu 18.523 k 0.9 " Pn 644.28 k Mu-x -210,178 k-ft 0.9'Mn-x: 638.48 k-ft Mu-y 0.0 k-ft 0.9 • Mn-y : 311,159 k-ft PASS Maximum Shear Stress Ratio = 0.07016 : Load Combination +1.20D+0,50L+0.20S+E+1.60H Location of max.above base 0.0 ft At maximum location values are .. . Vu : Applied 14.495 k Vn ` Phi : Allowable 206.610 k Load Combination Results Service loads entered: Load Factors will be applied for calculations. xial +Bending Stress Rattims Load Combination Stress Ratio Status Location +1.40D+1,60H 0.034 PASS 0,00 it +1.20D+0,50Lr+1.60L+1,601-1 0.038 PASS 0.00 it +1.20D+1.60L+0.50S+1.60H 0.029 PASS 0.00 it +1.20D+1.60Lr+0.50L*1,60H 0,059 PASS 0.00 it +1.20D+1,60Lr+0.50W+1.60H 0.059 PASS 0.00 it +1,20D-k0.50L+1.60S+1.601-I 0.029 PASS 0.00 ft +1.20D+1.60S+0.50W+1,60H 0.029 PASS 0,00 it +1.20D+0.54Lr+0,50L+W+1.60H 0,038 PASS 0,00 it +1,20D+0.50L+0.50S+W+1.60H 0,029 PASS 0.00 it +1.20D+0.50L+0.24S+E+1.60H 0.344 PASS 0,00 ft +0.90D+W+0.90H 0.022 PASS 0.00 ft +0.90D+E+0.90H 0.340 PASS 0.00 it Maximum Load Reactions Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 14.495 k Maximum Load Reflections ... Along Y-Y 0.5507 in at 14.50ft above base for load combination :+D+0.70E+H Along X-X 0.0 in at O.Oft above base for load combination: Maximum Shur Rali Stress Ratio Status Location 0.000 PASS 0,00 ft 0.000 PASS 0,0.0 ft 0,000 PASS 0,00 it 0.000 PASS 0.00 it 0.000 PASS 0,00 ft 0,000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 it 0.070 PASS 0.00 ft 0.000 PASS 0.00 ft 0,070 PASS 0.00 ft Page 216 of 237 GTRYMRAL ENGINEERING. Air M CIVIL IANC SrRUCTLONAL EMSINSCRING 115?p SP1U1CKv1D Un, SUM a DAL! MMUT. CA D:769-160-0000 e:3$a-p6p-A9 pp cs38p»ape«91,t& IHAI L: RtSA6 RA51'f+114TpRAL.C!!f reel Column Description : Cantilever Column (Gridline 15) Maximum Reactions Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0:750L+0.7505+H +D+0.60W+H +D+0,70E+H +D+0.75OLr+0,750L+0,450W+H +D+0.750L+0-75DS+0A50W+H +lX,750L+0.750S+0,5250E+H +0,600+0,60W+0,60H 46OD+0,70114.601-1 0 Only Lr Only L Only S only W Only E Only H Only Extreme Reactions Project Title: Lot 58B Madision Engineer: RA Project Descr: File INC.1 Project ID; 1708130 primed:30OCT 2017, 2:46W 3-IWA)ENM1708130.ec8 :10,1TS.13. Vert Note: Only non -zero reactions are listed, Axial Reaction kX Axis Reaction k Y-Y Axis Reaction Mx - End Moments k•ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top 15,435 15,436 27.436 15.436 24,436 15.436 15,436 15.436 24,436 15,436 15,436 9,261 9,261 15.436 12.000 Axial Reaction X•X Axis Reaction k im Extreme Value @ Base @ Base @ Top Axial @ Base Maximum 27.436^ " Minimum Readon, X-X Axis Base Maximum 15,436 Minimum 15A36 Reaction, Y-Y Axis Base Maximum " Minimum 15,436 Reaction, X•X Axis Top Maximum 15,436 " Minimum 15.436 Readtion, Y•Y Axis Top Maximum 15,436 " Minimum 15,436 Moment, X-X Axis Base Maximum 15.436 " Minimum -210.178 Moment, Y-Y Axis Base Maximum 15A36 " Minimum 15,436 Moment, X-XAxis Top Maximum 15,436 Minimum 15.436 Moment, Y Y Axis Top Maximum 15,436 Minimum 15.436 Maximum Deflections for load Combinations 10,147-147.124 7.610-110.343 10.147 •147.124 14,495-210,179 Y-Y Axis Reaction @ Base @ Top 14.495 14,495 Mx - End Moments k"ft My • End Moments @ Base @ Top @ Base @ Top -210,178 -210.178 Load Combination Max, X-X Deflection Distance Max. Y-Y Deflection Distance +p+H 0.0000 in 0.000 ft 0,000 In 0.000 _ ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0,000 ft 0.000 in 0,000 ft +D+S+H 0,0000 in 0,000 ft 0.000 in 0.000 ft +D+0,75OLr+O,750L+H 0,0000 in O.00D ft 0,000 in 0.000 ft +0+0,750L+0.750S+H 0,0000 in 0.000 It 0.000 in 0,000 ft +0{0,60W+H 0.0000 in 0,000 It O.00O in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.551 in 14,500 it +D+0.750Lr+0.750L+0A50W+H 0000 in 0.000 ft 0.000 in 0,000 ft +D+0.7501-+0.7505+0A50W+H 0.0000 in 0.000 it 0,000 in 0,000 ft +0+0.750L+0.750S+0.5250E+H 0,0000 In 0.000 ft 0,413 in 14.500 ft +0.60D+0,60W+0:60H HODO In 0.000 ft 0.000 in 0,000 ft +0.600+0,70E+0.601-1 0.0000 in 0,000 ft 0.551 in 14,500 it D Only 0,0000 in 01000 ft 0,000 in 0.000 ft Page 217 of 237 Project Title: Lot 58B Madision STRUCTURAL ENGINEERING Engineer: R.A. Project ID: 1708130 _ _ project Descr: CrYlt ANp S7NYGfYFFL EMG IM2CR�kG 77670 SOMMIMD LANE, SUITE D PALM DESERT. CA P.760-360-9996 1`0'40-30-W) C.160•000.91a6 ENAIL% REZA4RA'wwCrvXAL.Ca4 Roam, 10 OGT 207. 2 A6P" File =tWwwPtpld9U.DT5Q-1103WR-11RAlENQ17a9134 Steel Column ENERMC.ING 1s 2Q11,9u1Id'10.77.s.S3.Ver:1p.17-9..- MEMO Description : Cantilever Cotumn (Gridline 15) Maximum Deflections for Load Combinations Load Combination Max, X-X Deflection Distance Max. Y Y Deflection Dlstanoe Lr Only 0.0000 in 0.000 4t 0.000 in 0.000 ft L Only 0,0000 In 0.000 11 0-000 in 0.000 ft S Only 0.0000 in 0.000 f! 0.000 In 0.000 It W Only 0.0000 in 0.000 ft 0-000 In 0,000 ft H Only 0,0000 in 0.000 ft 0.000 in 0,000 ft Steel Section Properness : W1499 Depth = 14.200 In I xx = 1,110,00 inNI 5.370 hM Web Thick - 0.485 in 8 xx 157.00 MA3 Cw = 18000,00 in16 Flange Width = 14.600 in R xx = 6.170 in Flange Thick = 0.780 in Zx = 173.000 ln"3 Area - 29.100 in"2 I yy 402.000 inA4 Weight - 99.000 plf 8 yy = 55.200 in^3 Wno = 49.000 V112 Kdesign - 1.380 in R yy = 3,710 In Sw = 139-000 InM K1 = 1,438 in Zy - 83,600 in13 Of W 36.900In"3 its - 4,140 In rT - 0.000 in Ow - 86.100 inA3 Ycg - 0.000 in Sketches Y r 14.50in Page 218 of 237 aRUCTC7YRAL ENGINEERING IL 11ND $79UCT11IIAL �NQfNq�RIN6 77479 SPfa W3'ItL0 WM, aSME 11 phut D> nlrn Ex P:7E0-360-ass® P:760•360-"03 c:70-aea-9116 WAaI DEZ0RA-1rWCTT1R&L.CUf Jeam on Elastic Foundation Description : Grade Beam for Cantilever Column CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties f`o 112 - 2,50 ksi 6 Phi Values Flexure: it f c ` 7.50 - 375.0 psi Shear: 1l1 Density = 145,0 pcf 131 - I, Lt Wt Factor - 1.0 Elastic Modulus = 3,122.0 ksl Soil Subgrade Modulus = 200�0 psi/ (inch deflection) Load Combination ASCE 7-10 Project Title- Lot 58B Madision Engineer: R.A, Project Descr: 0.90 0.750 0.850 fy - Main Rebar - 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 1.0 Beam is supported on an elastic foundation, File=1lsery&WrajecWU ENERCALG.INC 1 e Project ID: 1708130 Pmwd 2 rauv 201 r, i }:48A,I,- i103wsrR-11RMENG11708130.ec6 7. Sub: 10,17,9,13.Ver:10,17.9.13 0 0 • • • • .d111rt:lli•"••••'r`iYs�'x1n591'rC�[NS1�611L'l ^^'.W W�=li[ ER�YL �a�RI�L[51f1'1[lw. ��M1Crtir �@-wm.mr.=VF[9Li �M1f:�'� ntlAC[Ir7:[=NR➢[ Cross Section & Reinforcing Details Rectangular Section, Width = 30,0 in, Height = 24,0 in Span #1 Reinforcing.... 446 at 3,0 in from Bottom, from 0.0 to 25,0 ft in this span Applied Loads - - - Beam self weight calculated and added to loads Load for Span Number 1 Moment: E = 202,10 k-ft, Location =12.50 ftfrom left end of this span DESIGN SUMMARY 446 at 3.0 in from Top: from 0.0 to 25.0 ft in this span Service loads entered, Load Factors will be applied for calculations - Maximum Bending S#ress Ftativ = 0.610' 1~^ Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection Mu : Applied -98.981 k-ft Max Upward L+Lr+S Deflection Mn' Phi: Allowable 162.266 k-ft Max Downward Total Deflection Max upward Total Deflection Load Combination +1,20D+0.50L+0,20S+E+1.6 Location of maximum on span 12,353 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 2.295 ksf at 25,00it LdComb: E Only Allowable Soil Pressure = 2.40 ksf 0K 1hear Stirrup Rya uiraments t=ntira Seam Span Length :: Vu < PhlW2. Req'd VS Not Regd, use stirrups spaced at 0.t]ti0 in Maximum Forces & Stresses for Load Combinations Load com-'6 na- ion Location (ft) Bending Stress Resufts i k-ft y Segment Length Span# in Span Mu : Max Phi'Mnx Stress Ratio MAXimum Sending Envelope Span # 1 1 12.647 98.97 162.27 0.61 +1.40D+1.60H Span # 1 1 24.706 -0.00 162.27 0.00 R- ■ 0,000 in 0.000 in 0.080 in -0,383 in Page 219 of 237 +1.20D*0.50Lr+1.60L+1.60H Project Title: STRUCTURAL ENGINEERING Ern 'tnEEr; Pro ect Descr: CIVIL Aka ST11U"URAL ENamernlNa 17510 SPRTNSPSCLE7 LAW, WWS 1) PALM DWIRR't, Cb F¢700-;U"999 P.7Sq^3&q-43ga C:760-006-9116 JHATL: WAORkwF1?CF[IM-CCN Beam on Elastic Foundation Description : Grade Beam for Cantilever Column Lot 58S Madision R,A, Project ID: 1708130 PrlgDad' ?NOV 2011,11WAP icis1LOT588-M-ST R-11RAWNGl17 W 1 XeC INC. T9B3-2017,EEilid:10.179.13,Ver,10.17:9.1 Load Combination Location #) Sending Stress Results ( k-ft ) Segment Length Span # in Span Mu :Max Phi'Mnx Stress Ratio -- _.. _ Span # 1 - 1 24,706 -0100 162.27 0.00 +1.20 D+1.60 L40.50 S+1.60H Span # 1 1 24,706 -0,00 162.27 0,00 +1.20D+1,60Lr+0.50L+1.60H Span # 1 1 24.706 -0,00 162,27 0.00 +1:20D+1,6OLr+0,50W+1.60H Span # 1 1 24.706 -0,00 162,27 0,00 +1.20D+050L+1.60S+1.60H Span # 1 1 24,706 -0.00 162,27 Ho +1,200+1,60540,50W+1,60H Span # 1 1 24,706 -0,00 162,27 0.00 +1,20D+0,50Lr40.50L+W+1.60H Span # 1 1 24.706 -0.00 162,27 0100 +1.200+0.50L+0.509+W+1.601-11 Span # 1 1 24,706 -0.00 162.27 0.00 +1,20D40,50L+420S+6+1,60H Span # 1 1 12,647 98.97 162.27 0.61 40,90D+W+0,90H Span # 1 1 24.706 -Ho 162.27 0.00 +0,90D+E+0.90H Span # 1 1 12,647 98.97 162.27 0.61 Overall Maximum Deflections - Unfactored Loads __._.. Load Combination Span Max. ° " Deft Location in Span Load Combination Max. "+" Deb Location in Span Span 1 1 0,0797 25,000 Span 1 -0.3835 0,000 Detailed Shear Information . ........ Span Distance V Vu (k) Mu d"VufMu Phl'Vc Comment Phi"Vs Spacing (in) Load Combination Number (fi) (in) Actual Design (k-i0 (k) (k) Req'd Suggesl 'i00D+W40.90H 1 0.00 21.00 0.11 0,11 0,00 1,00 51,49 Vu <PhiVc12 Not Reqd 0.00 0,00 v490D+E+0.901-1 1 0.29 21.00 -0.47 0,47 0.06 1.00 51,49 Vu < PhiVcl2 Not Reqd 0.00 0,00 +0.90D+E+0,90H 1 0,59 21,00 -0,86 0.86 0.23 1.00 51.49 Vu < PhiVc12 Not Reqd 0.00 0.00 +0,90D+E+0.90H 1 0,88 21.00 -1.25 115 0,51 1,00 51,49 Vu < PhlVc12 NotReqd 0.00 0,00 +0.90D+E40,90H 1 1.18 21.00 -1.65 1.65 0.91 1.00 51.49 Vu < PhiVct2 Not Reqd 0.00 0100 40,90D+E+0.90H 1 1,47 21.00 -2.04 2.04 1.43 1.00 51,49 Vu<PHW2` Not Reqd 0,00 Ho +0,90D+E+0.90H 1 1.76 21,00 -2,44 2.44 2.06 1.00 51.49 Vu < PhlVct2 NotReqd 0.00 0,00 +0,90D+E+010H 1 2,06 21.00 -2.84 2.84 2,81 1.00 51,49 Vu < PhiVc12 Not Reqd 0.00 0100 +0.90D+E+0,90H 1 2.35 21.00 -3,23 3,23 3.67 1,00 5149 Vu < PhiVc12 Not Reqd 0.00 0.00 40.90D+E+0.901-1 1 2.65 21.00 -3.64 3,64 4,66 1,00 51.49 Vu < PhiVc12 Not Reqd 0,00 0.00 40 90D+E+0.90H 1 2.94 21.00 -4,04 4.04 5.76 1.00 51,49 Vu < PhiVcl2 Not Reqd 0.00 0.00 +0,90D+E+0.90H 1 3,24 21,00 -4,44 4,44 6.98 1.00 51.49 Vu<PhiVc12 Not Reqd 0,00 0,00 +0.90D+E+0,90H 1 3.53 21,00 -4.85 4,85 6.31 1,00 51,49 Vu <PhiVcl2 Not Reqd 0,00 0,00 +0.90D+E+0.90H 1 3,82 21,00 5.25 5.25 9.77 1,00 51.49 Vu<PhiVc12 Not Reqd 0,00 0,00 +0 90D+E+0.90H 1 4,12 21.00 -6.66 5.66 11.35 1.00 61.49 Vu <PhIVC12 Not Reqd 0.00 0.00 +0:90D+E+0.90H 1 4,41 21,00 -6,06 6.06 13,04 1.00 51A9 Vu<Ph!Vc/2 Not Reqd 0,00 0.00 40,90D+E40.901-1 1 4,71 21.00 -6,47 6,47 14.86 1.00 $1,49 Vu < PhiVc12 Not Reqd 0.00 0.00 40-90D+E+0.90H 1 5.00 21,00 -6.87 6,87 16,79 1.00 51.49 Vu < PhiVcl2 Not Reqd 0.00 0100 +0,90D+i_+0.901-1 1 5.29 21.00 -7,28 7:28 18,84 1,00 51.49 Vu < PhiVcl2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 5,59 2.1.00 -7,68 7,68 21,01 1,00 51.49 Vu < Ph1Vct2 Not Reqd 0.00 0.00 +0,90D+E40,90H 1 5,68 21.00 -8.08 8.08 23,30 1,00 51.49 Vu < PhiVct2 Not Reqd 0,00 0,00 40.90D+E+0.90H 1 6,18 21,00 -8.47 8,47 25.71 1,00 51,49 Vu < Ph1Vct2 Not Reqd 0,00 0.00 +0.90D+E+0.90H 1 6,47 21.00 -8,86 8,86 26,23 1.00 51.49 Vu < PhiVc/2 Not Reqd 0.00 +0.90D+E+0.90H 1 6,76 21,00 -9,25 9.25 30.87 1,00 51,49 Vu < PhfVcl2 Not Reqd 0.00 +0,90D+E+0.90H 1 7.06 21,00 -9.63 9.63 33.62 1.00 51.49 Vu < PhiVcl2 Nat Reqd 0.00 0.00 +0,90D+E+0,90H 1 7.35 21.00 -10.01 %01 36,49 1,00 51 A9 Vu < PhiVct2 Not Reqd 0.00 02 4904".90H 1 7.65 21,00 -10,38 10,38 39.46 1.00 51.49 Vu< PWV62 Not Reqd 0.00 Ho +0.900+E490H 1 7,94 21,00 -10,74 10174 42,55 1.00 51,49 Vu < PhiVcl2 Not Reqd 0,00 0,00 40.90D+E+0,9011 1 8,24 21,00 -11.09 11,09 45.74 1,00 51,49 Vu <PhiVcd2 Not Reqd 0.00 0,00 40,90D+E40,90H 1 8.63 21,00 -11.42 11,42 49,03 1,00 51.49 Vu <PhiVcf2 F&�IRQO of 237 0,00 0<00 +0,90D+E+0.90H 1 8,82 21.00 -1175 1175 52.42 1,00 51.49 Vu < Ph!Vci2 Not Read 0,00 0,00 -�... ...- - -- - Project Title: Lot 58B Madision STRUCTURAL. ENGINEERING Engineer: R.A. Protect Descr. CIVIL AMp STRUCYVA�I iNCINOENINO 77570 'dPIUMPTEW) IM8, MITE 0 PAN DMEAT, CA ,.160-360-Me PMO-360-fd03 Ct+60-000-VIl& aTMLS 11C'dA6RA9FI6DCf IM.OM Elastic Foundation FMe Rc��c .eam on E Description : Grade Beam for Cantilever CoWmn Project ID: 1708130 Pumea 2NQV2M7 i1:99kA 1103-&T"U1AT-NG11708130.eC6 7, Build: 10.17.5.13, Ve+:10.17.9.13 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phl+Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-A) (k) (kf Req'd Suggest +Mb+E .90H 1 9.12 21,00 -12.06 12,06 55.91 1,00 51.49 Vu < Ph1W2 Not Reqd 0,00 0.00 +0,90D+E+0,90H 1 9,41 21.00 -12,35 12.35 59.49 1,00 51.49 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 9.71 21.00 A2.63 12,63 63,15 1.00 $1.49 Vu<Phivc/2 Not Reqd 0.00 0,00 +0,90D+E+0.90H 1 10.00 21.00 -12.89 1219 66.90 1.00 51,49 Vu < PhlVc/2 Not Reqd 0.00 0,00 -i-0.90D+-E+0.90H 1 10,29 21.00 •13.12 13.12 70,72 1,00 51,49 Vu < PhiVct2 Not Reqd 0'00 0.00 +0.90D+E+0.90H 1 10.59 21.00 -13.34 13.34 74,61 1,00 51.49 Vu < PhiVc12 Not Read 0.00 0.00 +0.90D+E+0.90H 1 10,88 21,00 -13.52 13,52 78.57 1.00 51,49 Vu < PhiV62 Not Reqd 0,00 0.00 +0.90D+E+0.90H 1 11.18 21.00 -13,68 13.68 82,57 1.00 51.49 Vu < PhiVc/2 Not Reqd 0.00 0,00 +0.90D+E+0,90H 1 11,47 21,00 -13,81 13,81 86,63 1:00 51.49 Vu < PhiVc(2 Not Reqd 0,00 0,00 +0.90D+E40.90H 1 11.76 21.00 -13.90 13.90 90.72 1.00 51,49 Vu < PhiW 12 Not Reqd 0,00 0,00 +0.9004E+0.901-i 1 12.06 21,00 -13.96 13.96 94,84 1,00 51.49 Vu < PhiVc12 Net Reqd 0.40 0.00 40.90D+E40.9011 1 12,35 21.00 -13.98 13.98 98.98 1,00 51,49 Vu < Phft/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12,65 21.00 A 3.96 13.96 98,97 1.00 51.49 Vu < PhfVc/2 Not Reqd 0,00 0.00 -iU0D+E+0,90H 1 12.94 21,00 -13.90 13,90 94.84 1,00 51.49 Vu < PhiVe/2 Not Reqd 0100 0,00 +0.900+E+0,90H 1 13,24 21,00 -13:81 13.81 90.72 1,00 51.49 Vu < PhiVc12 Not Reqd 0,00 0.00 +0,90D+E40.90H 1 13,53 21,00 -13.68 13,68 86,62 1,00 51.49 Vu < Phi*12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13,82 21.00 -13.52 13,52 82,57 1,00 51.49 Vu < PhiVc12 Not Reqd 0.00 0,00 +0.900+E40.90H 1 14.12 21,00 .13.34 13.34 78,56 1.00 51.49 Vu < PhiVc/2 Nat Reqd 0,00 0.00 -,0,90D+E+0.90H 1 14.41 21.00 -13,12 13,12 74,61 1,00 51.49 Vu < PhiVc/2 Not Reqd 0,00 0.00 ,90D+E+0.90H 1 14,71 21.00 -12.89 12.89 70.71 1,00 51,49 Vu < Phivcl2 Not Reqd 0.00 0,00 490D+E40.90H 1 15.00 21,00 -12.63 12.63 66.89 1,00 51,49 Vu<PhiVc/2 Not Reqd 0.00 0,00 40.90D+E+0.90H 1 15.29 21,00 •12,35 1135 63.15 1,00 51,49 Vu < PMV62 Not Reqd 0,00 0.00 +0,90D+E+0.90H 1 15.59 21,00 -12:06 12.06 59.48 1.00 51,49 vu <Phivci2 Not Reqd 0.00 0,00 +0.90D+E+0,90H 1 15,88 21.00 -11.75 11.75 55,90 1.00 51 A9 Vu < PhiVg12 Not Reqd 0.00 0,00 +0.90D+E+0,90H 1 16.18 21.00 -11.42 11A2 52,42 1,00 51.49 Vu < PNW12 Not Reqd 0.00 0,00 +0.901)+E40.901-1 1 16.47 21.00 -11.09 11,09 49,02 1.00 51,49 Vu < PhiVc/2 Not Reqd 0,00 0,00 +0,90D+E+0.90H 1 16,76 21,00 -10.74 10,74 45.73 1.00 51.49 Vu < PhiVe/2 Not Reqd 0,00 0,00 +0.90D+E+0,90H 1 17,06 21.00 -10.38 10.38 42.54 1.00 51.49 Vu < PhfVc12 Not Reqd 0.00 0.00 +0,900+E+0,90H 1 17,35 21.00 -10,01 10.01 39.46 1,00 51 A9 Vu < PhiVc/2 Not Reqd 0,00 0,00 +0.90D+E490H 1 17.65 21.00 -9.63 9.63 36.48 1,00 51,49 Vu < PhiV02 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 17.94 21,00 -9.25 9.25 33,62 1,00 51,49 Vu < PhiW2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 18.24 21.00 -8,86 8.86 30,87 1.00 51,49 Vu < PNVcf2 Not Reqd 0.00 0.00 +0,90D+E+0.90H 1 18.53 21.00 -8.47 8.47 28,23 1.00 51.49 Vu < PhiVc12 Not Reqd 0,00 0.00 +0.90D+E+0,90H 1 18.82 21.00 •8.08 8.08 25,70 1.00 51.49 Vu < PhiVc(2 Not Reqd 0,00 0,00 +0.90D+E+0.90H 1 19,12 21,00 -7.68 7,68 23,30 1.00 51,49 Vu <PhlVc12 Not Reqd 0.00 0.00 40.90D+E+0.90H 1 19,41 21,00 -7,27 7,27 21.01 1.00 51.49 Vu < PhIV62 Not Reqd 0.00 0.00 40.90D+E40.90H 1 19.71 21,00 -6,87 6.87 18.64 1.00 51,49 Vu < PhiVcf2 Not Reqd 0,00 &00 490D+E+0.90H 1 20.00 21,00 -6.47 6,47 16.79 1 A 51 A Vu < PhiVc(2 Not Reqd 0.00 0.00 40,90D+E+0,90H 1 20.29 21.00 -6.06 6.06 14,85 1.00 51,49 Vu < PhiVc/2 Not Reqd 0:00 0,00 40,90D+E40,90H 1 ' 20.59 21,00 -5.66 5.66 13,04 1,00 51.49 Vu < PhiVd2 Not Reqd 0.00 0,00 +0,90D+E40.9011 1 20,88 21.00 -5.25 5.25 11.34 1.00 51.49 Vu <PhiVc12 Not Reqd 0,00 0.00 40.90D+E+0,901-1 1 21.18 21.00 -4.85 4.85 9,77 1.00 51.49 Vu < PhiVcl2 Nat Reqd 0.00 0,00 +0.90D+E+0.90H 1 21.47 21,00 -4,44 4.44 8131 1,00 51,49 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.901)+E-490H 1 21,76 21.00 4,04 4,04 6.97 1.00 51.49 Vu < Phi*12 Nat Reqd 0,00 0,00 +0,90D+E+0.90H 1 22:06 21,00 -3,63 3,63 5.76 1.00 51,49 Vu < PhiVcf2 Not Reqd 0.00 0.00 90D4&0.90H 1 22.35 21,00 -123 3.23 4.65 1,00 51.49 Vu < PNW2 Not Reqd 0,00 0.00 ,r.900+E+0.90H 1 22.65 21,00 -2.83 2,83 3,67 1.00 51,4.9 Vu < PhiVc/2 Not Reqd 0,00 0.00 40 90D+E40,90H 1 22.94 21,00 •2,44 2.44 2.61 1.00 51,49 Vu < PhiVcf2 Not Reqd 0:00 0,00 -4900+E+0.90H 1 23.24 21.00 -2,04 2.04 246 1.00 51,49 Vu < Phivc/2 Not Reqd 0.00 0,00 +0.90D+E40.90H 1 23.53 21.00 -1.65 1,65 1A 1:00 51.49 Vu < PhiVe/2 Not Reqd 0100 0.00 40.90D+E+0.90H 1 23.82 21,00 -1.25 1.25 0.91 1.00 51,49 Vu < PhiVc/2 Not Reqd 0,00 0.00 40,90D+E40.901-f 1 24.12 21,00 -0.86 0,86 0.51 1,00 51,49 Vu < PhiVc12 Vol R 2 0,00 0.00 +0.90D+E+0,90H 1 24.41 21,00 -0,47 0,47 0.23 1,00 51.49 Vu < PhiVc12 1 of f�o l�t84 237 0.00 0.00 40,90D+W40,90H 1 24,71 21.00 011 0.11 0,00 1,00 51.49 Vu < PhiVc/2 Not Reqd 0.00 0.00. Title Retaln Wall @ Planter by Garage Page : 1 tiTRUCTUIML .lob#: Dsgnr: R.A, Date: 30 OCT 2017 aL•'!1GINCiI:irltiCi< IlC. Description.... This Wall in File: tlserverVrojectsllot 58b Retainpro (c) 1987.2017, Build 11.17.06.13 License: KW06069894 - -- - -- - Criteria Retained Height = 1,50ft Wall height above soil = 0.50 ft Slope Behind Wail - 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 530,0 lbs Axial Live Load = 270.0 lbs Axial Load Eccentricity 0,0 in Design Summary- Wall Stability Ratios Overturning = 2,97 OK Sliding = 3,16 OK Total Bearing Load - 1,381 lbs ...resultant ecc. = 2.95 in reside nce)t03-structurallrMengMot 58b. Soil Pressure @ Toe = 1,199 psf OK Soil Pressure @ Heel = 182 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1.679 psf ACI Factored @ Heel = 254 psf Footing Shear @ Toe = 8.4 psi OK Footing Shear @ Heel = 0,9 psi OK Allowable = 75A psi Sliding Cale$ Lateral Sliding Force = 190.0 lbs less 100% Passive Force = - 156.3 lbs less 100% Friction Force = - 444A lbs Added Force Req'd - 0.0 lbs OK ....for 1.5 Stability - 0.0 lbs OK Cantilevered Retaining Wall Shill Data -- Allow Soil Bearing 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Passive Pressure = 250.0 psflft Soil Density, Heel = 110,00 pcf Soil Density, Toe = 110,00 pcf FootingIlSoil Friction 0,400 Soil height to ignore for passive pressure - 12.00 in Lateral Load Applied to Stem Lateral Load - 80.0 #]ft ...Height to Top - 3,00 ft .-Height to Bottom - 2.00 ft Load Type Wind (W) (Service Level) Wind on Exposed Stem = 20.0 psf (Service Level) Code: CBC 2016,ACI 318-14,AC1 530-�,: "i J�J'�"i W1ft:?_kii �• T ri Ijacent Footing Load Adjacent Footing Load - 0.0 lbs Footing Width - 0.00 ft Eccentricity - 0,00 in Wall to Ftg CL Dist - 0,00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft at Back of Wall Poisson's Ratio - 0.300 Stem Construction Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Masonry Design Method - ASD Thickness - 6,00 Rebar Size = # 4 Rebar Spacing - 24.00 Rebar Placed at - Center Design Data --- -- fb1FB + fa/Fa - 0,609 Total Force @ Section Service Level lbs = 126.0 Strength Level lbs = Moment.... Actual Service Level ft.#= 235.5 Strength Level Moment..... Allowable = 412.3 Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures, Load Factors - - Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1,000 Service Level psi= 1,9 Strength Level psi= Shear...., Allowable psi= 48.1 Anet (Masonry) in2= 67,50 Rebar Depth 'd' in = 2.75 Masonry Data f'm psi= 1,500 Fs psi= 20,000 Solid Grouting - Yes Modular Ratio'n' - 21,48 Wall Weight psf = 58.0 Short Term Factor 1.000 Equiv. Solid Thick, in = 6.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data -T ft psi = Fy PSI = Page 222 of 237 R�il-WAVOUINU 1.111C R['[ IAIRA[. Title Retain Wall @ Planter by Garage Page: 2 J❑b # : Dsgnr: R,A. Date: 30 OCT 2017 Description.... Wail in File: llserverVrojectsllot 58b (mcclure IRPro (c) 1987.2017. Build 11.17.06.13 . . KUU_Ac71R6R6d Footing Dimensions & Strengths Toe Width - 0.75 €t Heel Width - 1.25 Total Footing Width - 2.017 Footing Thickness = 12,00 in Key Width - 0.00 in Key Depth = 0.00 in Key Distance from Toe - 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Strn = 3.00 in cturallralen Cantilevered Retaining Wall Code: CBC 2016;AC1 318-14,ACI 530-13 Footing Design Results Toe Heel Factored Pressure 1,679 254 psf Mu': Upward = 422 122 ft-# Mu': Downward - 92 142 ft4 Mu: Design - 330 20 ft-# Actual 1-Way Shear = 8.41 0,94 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 16.00 in Heel Reinforcing = # 4 @ 18.00 In Key Reinforcing = None Spec'd Other Acceptable Sixes & Spacings Toe Not req'd: Mu 6 ph1"5`lambda"sgrt(fc)`Sm Heel: Not req'd: Mti c phi" 5"lambda'sgrt(fc)" Sm Kay: No key defined Min footing T&S reinf Area 0.52 in2 Min footing T&S reinf Area per foot 016 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14,35 in #5@ 28,70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment ►m lbs ft ft-# Ibs _.... .ft- ft-# rieei Active Pressure - 100.0 0.83 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load - Added Lateral Load = 80.0 3.50 Load @ Stem Above Soil = 10.0 2,75 Total 190.0 O.T.M. Resisting/Overturning Ratio -- 2.97 Vertical Loads used for Soil Pressure = 1,381.0 Ibs 83.3 Soil Over Heel = 123.8 1.63 201.1 Sloped Soil Over Heel - Surcharge Over Heel = Adjacent Footing Load - 280.0 Axial Dead Load on Stern = 530.0 1.00 530.0 27.5 "Axial Live Load on Stem = 270.0 1,00 270.0 Soil Over Toe - 41.3 0.38 15.5 Surcharge Over Toe = Stem Weight(s) = 116.0 1.00 118.0 390,8 Earth @ Stem Transitions= Footing Weight = 300.0 1.00 300.0 Key Weight = Vert. Component - -- 2.00 Total 1,111.0 Ibs R.M.= 1,162.6^ Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250,0 pci Horizontal Defl @ Top of Wall (approximate only) 0.033 in The above calculation is not valid if the heel soil be a ring_ wessure exceed$ that of the toe_ bec use the wall +Mould th n tend to rotate into the retained Syii_ Page 223 of 237 s°w1#4024° 61 L Solid Grout 04016.in @ TO #4@18" @ Heel 2` ' Page 224 of 237 80.0ops jSerke-Level O 9LL470#, Em=0" (Service -Level) Pp= 156.25#� of io car r 190# Page 225 of 237 -R 1-I41 .4 T' ' i X1. Fastener Anchorage In Tens PROJECT: Out of Plane Shear CLIENT: Lot 5BB JOB NO,: 17O813O DATE in & Perpendicular Shear Based on TI IS T INPUT DATA & DESIGN SUMMARY MASONRY STRENGTH fm = 1.5 ksi FASTENER YIELD STRESS fy = 60 ksi SERVICE TENSION LOAD be 0.1 kips / ft SERVICE SHEAR LOAD by - 0.1 kips l fi WALL THICKNESS b = 6 to FASTENER DIAMETER 0 - 5/8 In EFFECTIVE EMBEDMENT Lb = 6 in FASTENERSPACING S - 24 in ALLOWABLE INCREASING ? (IBCICBC 1605.3.2) Yes [THE ANCHORAGE DESIGN IS ADEQUATE.] ANALYSIS 'HECK MIN. EMBEDMENT (TMS 402-11113 1.17.6/6.2.6) Lb.min = MIN[ 44� . 71 = 2.00 in < Lb [SATISFACTORY] HECK TENSION CAPACITY (TMS 402-111132.1.4.3.1.1/8,1.3.3.1) B. - MIN[ 1.25Apt(fm')°5 .O.6Abfy) = 0,95 kips / fasteners > k S ba [SATISFACTORY] Where Lbe = 2,50 in L - MIN[ Lb, L"I 2,60 in, conservative value €1= COS*'(0.55 I L) - 0.00 rad As,g = L? [ 0 - 0.5 SIN(20)] = 0,00 inz Apt n Lz - 2 Poeg 19.67 In2 (TMS 402-11/13 1A7.2/6.2.2) = Ab = n 0214 = 0,31 in2 k = 3/4 PAGE : DESIGN BY: R A. REVIEW BY: R.A. 51BC 4;_At< K SHEAR CAPACITY (TMS 402-11113 2.1.4.3,218,1.3,3.2) By - MIN[1,25Apv(fm` 5.350(Abfm)"'6 , 2,5Apt(fn;` ' . 0.36At fy) = 0.95 kips / fasteners > k S by [SATISFACTORY] Where Apv = Apt = 19.67 in2, since L = MINI, Lb, Lbe] used above. (TMS 402-11113 1.17.3/6.2.3) CHECK COMBINED SHEAR AND TENSION CAPACITY (TMS 402-11113 2.1.4.3.3/8.1.3.3.3) S bs / Be + S b r / By = 0.42 < 1.33 [SATISFACTORY) —i, Page 226 of 237 R- PROJECT: In Plane Shear STRt;V.T11RAL CLIENT: : Lot 58S �i lrrc;I+�rcHl4� ; JOB NO.: 1708130 Fastener Anchoram In Tension & Parallel Shear Based on INPUT DATA $ DESIGN SUMMARY MASONRY STRENGTH 61 1.5 ksi FASTENER YIELD STRESS fy 60 ksi UPLIFT STRESS, ASD ba 0.1 kips / It SHEAR STRESS IN WALL DIR b, — 038 kips / ft WALL THICKNESS b = 6 in FASTENER DIAMETER 518 in ,EFFECTIVE EMBEDMENT Lb 8 in FASTENER SPACING S 24 in, o.c. ALLOWABLE INCREASING 9 (IBC/CBC 1605.3.2) Yes (THE ANCHORAGE DESIGN IS ADEQUATE.) DATE PAGE: DESIGN BY: REVIEW BY: YSIS A wq MIN, EMBEDMENT (TMS 402-11/13 1A7,616.2.6) Lb,min = MIN[ 40, 21 = 2.00 in < Lb [SATISFACTORY) TENSION CAPACITY (TMS 402.11/13 2.1,4.3.1,1 /8.1.3.3.1) Bs = MIN[ 1.25Apr(fm f' , 0.6Abfy] = 0,95 kips / fastener • > k S bi [SATISFACTORY) Where Lbs = 2.50 in NA: t L -MIN( Lb, Lbel = 2.50 In, conservative value 0 = COS" (0.55 ! L) = 0.00 rad A-0[0-0.5SIN(20)]= 0,00 in' Ap, = n L? - 2A36j = 19:67 ina (TMS 402-11M 3 1.17.2/522) Abz14- 0.31 in' k= T4 CHECK SHEAR CAPACITY (TMS 402-11113 2.1.4.3.218,1.3.3.2) By - MIN[1,25Apv(fn; )° S. 350(Abfn; )" , 2,5Ap#i )n.s 0.36Abfy] = 0,96 kips ! fastener > k S by (SATISFACTORY] Where Apv = ApE = 19.67 Inz, since L = MIN[ Lb. Lbel used above, (TMS 402-111131.17.3/6.2,3) CHECK COMBINED SHEAR AND TENSION CAPACITY (TMS 402-11/13 2,1.4.3.318A.3.3.3) S bs 1 Ba t S by / By - 141 < 1,33 [SATISFACTORY) R.A. R.A. Page 227 of 237 PROJECT : Weld Connection(BM to BM)[Worst Case] PAGE �TW VTtTRAL CLIENT Lot 56B DESIGN BY,- R,A. INMV1,11.4: JOB NO.: 1708130 DATE: 10/25/2017 REVIEW BY: R.A INPUT DATA & DESIGN SUMMARY x THICKER PART JOINTED t = O.25 in WELD SIZE w = 0.26 in ECCENTRICITY TO EDGE X = 3 in WELD LENGTH D = 10 in GRAVITY LOAD, ASD P = 18 kips _ LATERAL LOAD, ASD F = 2 kips I" THE CONNECTION DESIGN IS ADEQUATE, � ANALYSIS MIN WELD SIZE (AISC 360-10 Tab, J2.4) w min = 0,13 in MAX WELD SIZE (AISC 360-10 J2.2b) w max = 0.25 in EFFECTIVE THROAT THICKNESS t a = 0.707 w = 0,18 in CENTRODIAL MOMENT OF INERTIA l x = 2 (t a D' / 12) 29.5 in' DIRECT SHEAR STRESS f x= F/ 2 D t s = 0.6 ksi f y = P/2Dt® = 5.1 ksi BENDING STRESS f x= D P x/ 2 I x = 9.2 ksi RESULTANT STRESS f v = [( Ef x)� + f y3) °'S = 10.8 ksi ALLOWABLE STRESS (AISC 360-10 J2A F„ = 0.6 Fexx 1 s l - 21.0 ksi > f,, = 10.8 ksi [Satisfactory] Page 228 of 237 PROJECT: Nailer Connection[10 ft tall column] PAGE : k r'rrF CLIENT: Lot 588 DESIGN BY: R.A. ..r;.,4,.1NEI:FINt: JOB NO.: 1708130 DATE: REVIEW BY., R.A. Nailer Connection Deslan Based on NDS 2015 INPUT DATA & DESIGN SUMMARY AXIAL TENSILE FORCE (ASO) T = 3.0 k NUMBER OF STUDS n = 5 THREAD STUD DIAMETER = 518 THREAD STUD SPACING S = 24 In ENO DISTANCE OF WOOD En = 6 in NAILER TYPE { OxDouglas Fir -Larch, 1=Douglas Fir-Lorch(N), 0 Douglas Fir -Larch. G=0.5 2=Hem-Fir(N), 3=14em•Fir, 4=Spruce-Pine-Fir) NAILER SIZE 4 thk. x 6 width SECTION AREA OF STEEL MEMBER AS= 4.3 in2 LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2015) Co = 1.6 WET SERVICE FACTOR ( Tab 10,3.3, NOS 2015 ) C,,.= 1.0 TEMPERATURE FACTOR ( Tab 10.3A, NOS 2015) Ct= 1.0 GROUP ACTION FACTOR APPLY? (0 = No, 1 - Yes) 1 Yes, { Cq = 0.746 NDS 2015, 10.3.6} (If T is draglcollector force or stud spacing less than 12" o.c-, the group action factor C. must apply.) THE CONNECTION DESIGN IS ADEQUATE. WOW RMLEa s 5 Eh �� -• • • � i 1 r i�_ NALYSIS iECK EDGE, END, & SPACING DISTANCE REQUIREMENTS (NDS 2015. Table 12.5.1A, Table 12.6.1B. & Table 12.5.1C) Eg = 2.75 In F 1.5 D (Satisfactory) En = 6 in > 3.5 D {Satisfactory) S. 24 in > 3 D [Satisfactory) CHECK WOOD CAPACITY CA = Min (CA,, C42, C43) = 1.000 , (geometry factor, NOS 2015, 12.5.1) where Cps = (actual end distance)1 (min end distance for full design value) = E„ ! 7D = 1.000 C42 = (actual shear area)1(min shear area for full design value) = 1.000 C,%a= (actual spacing) 1 (rain spacing for full design value) = S 14D = 9.600 mfi— 2n Cg =[." — I}'' = 0.746 (group action factor, NDS 2015, 10.3.6) ►r (i+Rt+nt,rl=,r I—m where in = 5 ESPY = 1.25E408 Ibs tm = 3.5 in E„tiAm = 26950000 Iba, (Ens fir NDS, Tab,10 3.SC) REA = Min ((ESNs EmArn) . (Em'Am/Ea'As)I = 0,216 1=180000 D 1.5 = 88939.06 u=1-1S12(11EmAm+11E,,N]= 1.048 0,734 Z'„ = n Z„ Co cm Ct Co Ce = 7.159 kips T [Satisfactory] where Zs = 1200 lbs I stud. (interpolated from Tab 12E, NDS 2016, Page 85 or Tab 128, NDS 2015) Technical References: 1. "National Design Specification, NDS". 2015 Edition, AF&AP, AWC, 2015. 2, Alan Williams: "Structural Engineering Reference Manual". Professional Publications, Inc, 2001. Page 229 of 237 —R PROJECT: Nailer Connection[14.5 ft tall column] PAGE : ri0 -t I t-HAZ- CLIENT: Lot 58B DESIGN BY: R.A. ,.;'uF;r.�la:sa►:r' JOB NO.: 1708130 DATE, REVIEW BY: R.A. Nailer Connection ❑e-sign Based on NDS 2015 INPUT DATA & DESIGN SUMMARY 0IAL TENSILE FORCE (ASO) T = 4.8 k NUMBER OF STUDS n = 7 THREAD STUD DIAMETER @ = 518 THREAD STUD SPACING S = 24 In END DISTANCE OF WOOD En = 6 in NAILER TYPE (0=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), D Douglas Fir -Larch, G=0.5 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) NAILER SIZE 4 thk. x 6 width SECTION AREA OF $TEEL MEMBER As = 7.88 in' LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2015) Cry = 1.6 WET SERVICE FACTOR ( Tab 10.3.3, NDS 2015 ) Cm = 1.0 TEMPERATURE FACTOR ( Tab 10.3.4, NDS 2015) Ct = 1.0 GROUP ACTION FACTOR APPLY? (0 = No, 1 = Yes) 1 Yes, ( Cg = 01580 NDS 2015, 10,3.6) (If T is drag/collector force or stud spacing less than 12" ox.. the group action factor C. must apply.) THE CONNECTION DESIGN IS ADEQUATE. ANALYSIS CHECK EDGE. END. & SPACING DISTANCE REQUIREMENTS (NDS 2015, Table 12,5.1A, Table 12.5.1B, & Table 12.5.1C) Eg = 2.75 in 1150 ISatislactoryl Ens 6 in > 3,5 D (Satisfactoryl S = 24 in > 3 D ISatisfactory) WOOD CAPACITY CA = Min (C3, , Cu. Cp3) = 11000 , (geometry factor, NDS 2015, 12:5, I) where C4i = (actual end distance) / (min end distance for full design value) ig� En / 7D CA2 = (actual shear area) / (min shear area for full design value) = 1 000 Cp3= (actual spacing) / (min spacing forfull design value) = &I 4D = 9.600 nr�l—nr1 ; RFa� — 0.580 (group action factor, NDS 2015, 10.3.6) trrr�—I+m2►r I—►ry where n a 7 EsAs:= 2.29E+081bs tm = 3.5 in EmAn, = 26960000 Ibs, (E„ � fr NDS, Tab.10,3.6C) Re, = Min [(EsAslEmAm) , (E,,A,1EsAs)l = y=180000 D` 5 = 88939,00 u = 1+y S/2 I1 I EmAm+ 1 / E%Asl = 1,044 m=u-W-15= 0,743 Z' = n ZJi Co Cu Ct Cg C3 = 7.708 kips y T [Satisfactory] where Zvi = 1200 Ibs / stud, (interpolated from Tab 12E, NDS 2015, Page 85 or Tab 12B, NDS 2015) Technical References: 1. "National Design Specification, NDS", 2015 Edition, AF&AP, AWC, 2015. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001, 0,118 Page 230 of 237 CLIENT: Lv# 93 .� SUBJECT: (US,orn ffom-e DESIGN BY: K A j.� �R STRUCTURAL ENGINEERING, INC. S. CIVIL AND STRUCNM ENGINEERING r' ` Ufe Wq v 71 i� V3 ILI' ()jp wide zW' dee f v 261 Loyl SHEET: JOB NO: /7M3v .DATE: I f)l s ! 1 Page 231 of 237 Project ID: 1708130 a 7� STIZUCMAtOC4aRING +� Lwq W 1�.�N.f a-LMaRw sRTM.R a.: �.TF Tut, cIXV4V•rmM4+:M .TS Project Title: Lot 58B Madision Engineer: R.A. Project Descr: r'mist, 20 APR 2d 16. 5.39PM File w11serveAPrvjects%LOT688-IW3-S`fR-NRA104.17--1iENG11708130.&: Steel Column ENrRCALC, INC. 198?-2i118. tluild:10,18.1.31. Ver1Q.18,1.� Description: Cantilever Column (Gridline 15) Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: W14x99 Analysis Method: Load Resistance Factor Steel Stress Grade A-992, High Strength, Low Alloy, Fy Fy : Steel Yield 50.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Overall Column Height 14.50 ft Top& Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling =14,50 ft, K = 2.1 Y-Y (depth) axis: Un raced Length for Y-Y Axis buckling =14.50 ft, K = 2.1 _.6ffjied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 1,435.50 Ibs ` Dead Load Factor AXIAL LOADS . , . Axial Load at 14.50 ft, D = 14.0, LR =12.0 k BENDING LOADS ... Lat. Point Load at 14.50 ft creating Mx-x, E = 15.0 k SUMMARY _DESIGN Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.355ff :1 Load Combination +1.20D+0,50L+0.20S+E+1.601-1 Location of max.above base 0.0 ft At maximum location values are ... Pu 18.523 k 0.9 ` Pn 644.28 k Mu-x -217,50 k-ft 0.9' Mn-x : Mu y 0.9 ' Mn-y : 638:48 k-ft 0.0 k-ft 311.159 k-ft PASS Maximum Shear Stress Ratio = 0.07260 :1 Load Combination +1,20D+0.50L+0.20S+E+1,60H Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 15.0 k Vn ' Phi: Allowable 206.610 k Load Combination Results Load Combination +1,40D+1:60H +1,20D+0.50Lr+1,60L+1.60H +1.20D+1.60L+0,50$+1,60H +1.20D+1.60Lr+0.50L+1,60H +1.20D+ 1.$W4.50W+1,60H + 1.20D+0.50L+1.60S+1,60H + 1.20 D+ 1.60S+0.50 W+ 1.60 H + 1.20D+0.50Lr+0,50L+W+1,60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0,205+E+l OR +0,90D+W+0,90H +0.90D+E+0:90H Maximum Axi I + Bending Stress Ratio Status Location -- 0,034 PASS 0.00 ft 0.038 PASS 0.00 ft 0.029 PASS 0.00 ft 0.059 PASS 0.00 ft 0.059 PASS 0.00 ft 0.029 PASS 0,00 ft 0,029 PASS 0.00 ft 0.038 PASS 0.00 ft 0,029 PASS 0+00It 0.355 PASS 0.00 ft 0,022 PASS 0.00 ft 0.351 PASS 0.00 ft Maximum Load Reactions . . Top along X-X Bottom along X-X Top along Y-Y Bottom along Y Y Maximum Load Deflections ... Along Y-Y 0.5699 in at for load combination :+D+0.70E+H Along X X 0.0 in at for load combination : 0.0 k 0.0k 0.0 k 15.0 k 14.50ft above base O.Oft above base Maximu hear Ratios Stress Ratio Status Location - 0.000 PASS 0.00 ft 0.000 PASS 0,00 ft 0.000 PASS 0,00 ft 0A00 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0,073 PASS 0,00 ft 0;000 PASS 0.00 ft 0,073 PASS 0.00 ft Page 232 of 237 STRUGTL RAL S4 SNEERWG �n xo wnra auc �ivavawrw"ew xm .eel Column KW-06005737 Description : Cantilever Column (Gridline 15) Maximum Reactions Load Combination +D+H +D+L+H +D+Lr+H +D+g+H +D+0,750Lr+0,7S0L+H +0+0.750L+0.7505+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+017505+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+U0H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Extreme Reactions Project Titie: Lot 58B Madision Engineer: R.A. Project ID: 1708,130 Project Descr: Arittl@4:2(! APR Me. ;.3MI File=)lservwra;e mLOTS88-11t)3.5TR-1RAW- 17--11ENG11708fW.ec6 ENERCALC. INC. 1902018, Bulld, UB-1.31, Ver.10,18,1.31 Axial Reaction @ Base X-X Axis Reaction k Y•Y Axis Reaction @ Base @ Top @ Base @ Top 15.436 15,436 27.436 15.436 24,436 15.436 15,436 15.436 10.500 24.436 15,436 15.436 7.875 9.261 9.261 10.500 15,436 12.000 15.000 _ Note: Only non -zero reactions are listed, Mx - End Moments kft My " End Moments @ Base @ Top @ Base @ Top -162.250 -114.188 -152.250 -217.500 Axial Reaction X•X Axis Reaction k Y•Y Axis Reaction Mx - End Moments k-it My - End Moments Extrerne Value @ Base @ Base @ Top @ Base @ Top @ Base @Top @ Base @Top Axial @ Base - - Maximum 27.436 y T " Minimum Reaction, X-X Axis Base Maximum 15,436 " Minimum 15,436 Reaction, Y-Y Axis Base Maximum 15,000 217.600 " Minimum 15.436 Reaction, X-X Axis Top Maximum 15,436 " Minimum 15A36 Reaction, Y Y Axis Top Maximum 15,436 Minimum 15,436 Moment, X-X Axis Base Maximum 1SA36 N Minimum -217.500. 15.000 -217.500 Moment, Y-Y Axis Base Maximum 15 436 " Minimum 16.436 Moment; X-X Axis Top Maximum 15A36 " Minimum 15.436 Moment, Y Y Axis Top Maximum 15.436 " Minimum 15,436 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 In 0,000 ti - 0,000 in 01000 ft +D+L+H 0.0000 in 0,000 ft 0,000 in 0.000 ft +D+Lr+H 010000 in 0,000 ft 0.000 In 0.000 It +D+S+H 0,0000 in 0.000 It 0.000 in 0.000 ft +D+0,750Lr+0,750L+H 0.0000 in 0,000 0 0.000 in 0.000 ft +0+0.7501-+0.7505+11 0,0000 In 0.000 ft 0.000 in 0.000 it +D+0,60W+H 0.0000 in 0.000 R 0.000 in 0.000 It +0+0,70E+H 0,0000 in 0.000 ft 0,570 in 14,500 it D+0.750l-r+0,750L+0.450W+H 0.0000 In 0.000 ft 0.000 in 0.000 It 4D+0.750L+0,750S+0A50W+H 0,0000 in 0.000 ft 020 in 0.000 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.427 in 14.500 ft +0.601)+0.60W+0,60H 0.0000 in 0,000 ft 0,000 in 0.000 ft +0,60D+0,70E+0.60H 0.0000 in 01000 R 0.570 in 14,500 it D Only 0,0000 in 0.000 ft 0.000 in 0.000 ft Page 233 of 237 ��9TRlIGTt]RAL ENGshtEERurG •s aril MY3RS UA6 mlis P. lk Yf `e0 hS�Y.M S nc•Me Fuw mw le iW,uns:clat,uCc�Ys.N Project Title: Lot 58B Madision Englnear: R.A. Project Descr: Project ]ID: 1708130 Prow& 2D APR 2010, s:UNI ' no o%LserveVrolectstOT5BB-103,SFR-t1R W447—MNGl17O8130.e Steel Column ENERMC, INC, W113-201E,9uNd:10-1&1,31,Ver.10.1$1., Description; Cantilever Column (Gridline 15) Maximum [reflections for Load Combinations Load Combination Max, X-X Deflection Distance Max. Y-Y Defection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.mo It L Only 0.0000 in 0.000 ft 0.000 In 0.000 ft S Only 0.0000 in U00 ft 0,000 in 0.000 ft W Only 0.0000 in 0.000 ft 0010 in U00 ft N Only 0.0000 in 01000 It 0.000 In 0.000 ft Steel Scotian Plra�erties W74x55 --- _ ....... - ...._ -, —_ _ Depth - 14.200 In --- 1 xx - 1,110,00 iiO4 J = 5.370 in"4 Web Thick = 0.485 in S xx W 157,00 in"3 Cw = 18000.00 in"6 Flange Width - 14,600 in R xx 6,170 In Flange Thick - 0.780 in Zx - 173,000 in" 3 Area - 29.100 in"2 I YY - 402.000 in^4 Weight = 99.000 plf S yy - 56.200 1n13 Wno - 49,000 in12 Kdesign - 1,380 in R yy - 3:710 in Sw = 139,00D in^4 K1 - 1.438 in Zy = 83.600 in"3 Qf = 36.900 in"3 ris - 4.140 in tT = 01000 in Qw = 86-100 in 3 Yog - 0.000 in Sketches _. _ - -- - Y i t Load-1 — X 14.6Cin Page 234 of 237 Projecl Title: Lot 58B Madision Engineer: R.R. Project ID: 1708130 �STRUCta1RALENGiftEERNG :«. n. �..,.w.M.u... Project DeScr: N49d: 20 F3'R 201A. 3:43PM yam on Elastic Foundation ermIPrQ,eciltiorses-1103-STR-IIRA -„-IAENU1t7o613a.go Flie=+�a ENERMC.INC. 16+83'201B, B4100.18.1.31, Ver.19.18.01 RA STRUCTURAL ENGINEERING KW-00607-37 Licensee Description : Grade Beam for Cantilever Column CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 Material RrqpqrUes _ .- _..... ._ PC - - f 2,50 ksi Phi Values Flexure: 0.90 fr = fe ' 7.50 = 375.0 psi Shear : 0.750 y! Density = 145.0 pd p , = 01850 n Lt Wt Factor - 1.0 Elastic Modulus - 3.122.0 ksi i Soil Subgrade Modulus = 200.0 psi 1 (inch deflection) E Load Combination ASCE 7- 10 fy - Main Rebar - 60.0 ksi Fy - Stirrups - 40.0 ksi 1 E - Main Rebar = 29,000,0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # - # 3 Number of Resisting Legs Per Stirrup 1.0 Beare I -gyppQrted on an elastic foundation,- ,�,p�F'Wl'1fLYt�"®11f.alvn+n- rmmn�'8� ]]C'Jpi8tJ1➢I tl19',nr ylII ��rmn.nr—�ni ^'-ffitlCllY�vni+•n y'i: '-'^""�"']�f1Y1'iC>�k��7>c�•.+ - pan= .v — --------- Cross Section & Reinforcing Details Rectangular Section, Width = 30.0 in, Weight = 24,0 in Span #1 Reinforcing.... 446 at 3.0 in from Bottom, from 0.0 to 25,0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Moment : E = 206,625 k-ft, Location =12,50 ft from left end of this span DESIGN SUMMARY 446 at 3.0 in from Top, from 0.0 to 25.0 ft in this span Service toads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.624: 1 Maximum Deft-ection Section used for this span Typical Section Max Downward L+Lr+3 Deflection Mu: Applied -101.197 k-ft Max Upward L+Lr+S Deflection Mn ' Phi: Allowable 162.266 k-ft Max Downward Total Deflection Max Upward Total Deflection Load Combination , +1.20D+0<50L+0,20S+E+1.6 Location of maximum on span 12.353 ft Span # where maximum occurs Span # i Maximum Soil Pressure = Allowable Soil Pressure = 2.461 ksf at 26.00 ft LdComb: IE Only 2.50 ksf OK 0.000 In 0.000 in 0.085 in -0.429 in `tear Stirrup Requirements ,,hire Beam Span Length: Vu < PhiVc12, Req'd Vs = Not Reed, use stirrups spaced at 0.000 in Maximum Forces & St►eames for Load Combinations �• Load Co binatinn LocaWn (19 TT ^-'Bend ing Stress Results ( k-ft ) Segment Length Span # in Span Mu : Max phi Mnx Stress Ratio - MA7imum Bendtag Envelope Span # 1 1 12.647 101,19 162.27 0.62 +1.40D+1.60H Page 235 of 237 Span # 1 1 24.706 400 162.27 0.00 +1.20D+0.50Lr+1.60L+1.60H ��SIRI)CiIJRlIL kTJG1<JEf Rlf�, ve sYawvsma,..a.:ns n ,E'�a.ili H f fi+thYa. YShS c;h? .W,>„i 04.s> N¢LNBr¢cfsW S� Project Title: Lot 58B Madision Engineer: f2,A. Project Rasa: Project ID: 1708130 PmW& W A,'R 201 fi. SAY" File -$Lserver%Prolecla1L07589-1%03-STR- IIRAd04.17---iamt70B13U,er Beam on Mastic Foundation ENERCALC. INC. 1983zo18,9u�1d'f0.18.1.31,Veri0.18.1.b IN E:TI Description: Grade Seam for Cantilever Column Load Combination Location (ft) Bending Stress Results (k-ft ) Segment Length Span # in Span Mu: Max Phl`M1nx Stress Ratio Span # 1 1 24.706......_ - -0.00 162.27 0,00 +1,20D+1.60L+0,505+1.60H Span # 1 1 24,706 -0.00 162.27 0,00 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 24.706 -0.00 162,27 0.00 +1.20D+1.60Lr+0,50W+1.60H Span # 1 1 24.706 -0.00 162.27 0.00 +1,20D+0.50L+ 1.60S+ 1.60H Span # 1 1 24.706 -D.00 162.27 0.00 +1.20D+1.60S+0.50W+1.60H Span # 1 1 24.706 -0.00 162.27 0.00 +1.20D+0.60Lr+0,50L+W+1.60H Span # 1 1 24.706 .0.00 162.27 0.00 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 24.706 -0.00 162.27 0.00 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 12.647 101,19 162.27 0.62 +0,90D+W+0,90H Span # 1 1 24.706 -0,00 162.27 0.00 +0,90D+E490H Span # 1 1 12.647 101.19 162.27 0,62 Overall Maximum Deflections - Unfactored Loads _ _ Load Combination Span Max. %' DO Locaim in Span Load Combination pax+^ D Location in Span - 1 0.0854 25.000 Span 1 -0,4292 0.000 Span 1 Detailed. Shear Information - -- - - _ - _ __... Span Distance d' Vu (k) Mu -d•Vo/Mu Phl,Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k ft) (g) (k) Req'd Suggest +0.90 -, ARUN- 1 0,00 21.00 0.11 0.11 0.00 1.00 51,49 Vu < PhiVc12 Not Reqd 0.00 0.00 +0,90D+E+0.90H 1 0.29 21,00 -OA9 0.49 0.06 1,00 51.49 Vu<PhiVcJ2 NotReqd 0.00 0.00 +0.90D+E+0.90H 1 0.59 21.00 -0.88 0.88 0.23 1,00 51.49 Vu < PhiVcJ2 Not Reqd 0.00 0100 +0.90D+E+0,90H 1 0.88 21.00 -1,28 1.28 0.52 1.00 51.49 Vu < Ph!Vcl2 NotReqd 0.00 0.00 +0:901D+E+0.90H 1 1.18 21.00 -1,69 1.69 0.93 1,00 51.49 Vu<PhlVcl2 Not Reqd 0100 0.00 +0.90D+E+0,90H 1 1,47 21.00 -2.09 2.09 1.46 1,00 51 A9 Vu < PhiVcl2 Not Reqd 0.00 0,00 +0.90D+E+0.90H 1 1:76 21.00 -2.49 2.49 2.11 1.00 51.49 Vu < PhiVcl2 Not Reqd 0.00 0.00 +0.90D+E+0,90H 1 2.06 21.00 -2,90 2.90 2.87 1.00 51.49 Vu < PhiVa(2 Not Reqd 0,00 0,00 +0.900+E+0.90H 1 2.35 21,00 -3.31 3.31 3.76 1.00 51 A9 Vu < Phi*12 Nat Reqd 0.00 0.00 +0.90D+E+0.90H 1 2.65 21.00 -3.72 3,72 4.76 1.00 61.49 Vu < PhiVcl2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 2,94 21,00 4,13 4.13 5.89 1.00 51.49 Vu < PhiVcJ2 Not Reqd 0.00 0.00 +0,90D+E+0:90H 1 3.24 21.00 -4.54 4.54 7.13 1.00 51AS Vu < PhiVrd2 Not Reqd 0100 0.00 +0.90D+E+0.90H 1 3.53 21.00 -4.96 4,96 8150 1.00 $1.49 Vu < Ph1Vcl2 Not Reqd 0100 0.00 +0.90D+E+0.901-11 1 3.82 21.00 -5.37 5.37 9.99 1,00 51.49 Vu<PhiVc12 Not Reqd 0100 0.00 +0,90D+E+0,90H 1 4.12 21,00 -5.79 5,79 11A0 1.00 51.49 Vu < PhIW2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 4.41 21.00 -6.20 6.20 13.33 1.00 51.49 Vu < PhiVci2 Not Reqd 0.00 0.00 +0,90D+E+0.90H 1 4.71 21.00 -6:61 6.61 15.19 1.00 51.49 Vu < PhiVct2 Not Reqd 0.00 0,00 +0.90D+E+0.90H 1 5,00 21.00 7.03 743 17.16 1.00 51,49 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.901)+E+0:901-1 1 5,29 21.00 -7A4 7.44 19.26 1.00 51.49 Vu < PhiVc12 Not Reqd 0.00 0,00 +0.90D+E+0.90H 1 5.59 21.00 -7.85 7.85 21,48 1,00 51AO Vu < PhiVe12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 5,88 21.00 -8.26 8.26 23.82 1,00 51A9 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 6.18 21.00 -8.66 8,66 26.28 1.00 51,49 Vu < PhiVc12 Not Reqd OAO 0,00 +0.90D+E+0.90H 1 6,47 21.00 -9.07 9.07 28.86 1,00 51 A9 Vu < Ph!Vr;J2 Not Reqd 0.00 490D+E+0,90H 1 6.76 21.00 -9,46 9A6 31.56 1.00 51.49 Vu < PhiVcJ2 Not Reqd 0.00 +6.9r7D+E+0.90H 1 7.06 21,00 -9,85 9.85 34,38 1.00 51,49 Vu < PhiVrl2 Not Reqd 0.00 'a,,,0 +0.90D+E+0,90H 1 7.35 21.00 -10.24 10.24 37.31 1,00 51 A9 Vu < PhiVc12 Not Reqd 0.00 0,00 +0.900+E+0.90H 1 7,65 21.00 -10.61 10.61 40,35 1.00 51.49 Vu < Ph!Vd2 Not Reqd 0,00 0.00 +0.90D+E+0.90H 1 7.94 21.00 -10.98 10,98 43,50 1,00 51,49 Vu < PhiVc12 Not Reqd 0.00 0.00 +0,90D+E+0,90H 1 8.24 21.00 -11,34 11.34 46.76 1,00 51,49 Vu <PhiVcl2 Not Reqd 0.00 0.00 +0,900+E+0.90H 1 8.53 21.00 -11 A8 11,68 50,13 1.00 51,49 Vu < PhiVrd2 l4At,A996 of 237 0.00 0.00 +0.900+E+0.90H 1 8.82 21.00 A2.01 12.01 53.59 1,00 51.49 Vu < PhiVcJ2 Not Reqd 0,00 0.00 Project Title: Lot 58B Madision LA5TRi.C7tffiAt 7Jv^iNEERiNG Engineer: R,A, Prol'ect ILO: 1708130 ., GIN RIJ`.». ProjectDescr: Gene. If..ks1K: C.`kE-1n•tl/+ RML. xgYRuf[¢'GivRur;N PrMw. 20"2018. 5APM BCIsVLt7TE89-110 File=115erverlPr�j3-STR-11R M-17 119NIMIT08130.ed aam on Elastic Foundation EMERCALC. INC, 1983.20f8.Build: 10.18.1.31, Ver.10.10.1.31 Description : Grade Beam for Cantilever Column Detailed Shear Information w Span Distance V Vu (k) Mu d'Vu/MU Phi'Vc Comment Phi"Vs Spacing (in) Load Combination Number (ft) In (') Actual Design g { •ft) k k () k - () Re d _q' Suggest +0.90DrE+0.3')H 1 9.12 21.00 - -12.33 12,33 67,16 1.00 51.49 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 9.41 21,00 -12.63 1213 60,82 1,00 51:49 Vu < PhiVc/2 Not Reqd 0100 0,00 +090D+E+0,90H 1 9.71 21 A -12,92 12.92 64,57 1.00 51.49 Vu < PhiVc/2 Not Reqd 0.00 0100 +0.90D+E+0,90H 1 MOO 21.00 -13.18 13.18 68,40 1.00 51.49 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 10.29 21.00 -13.42 13.42 72.30 1.00 51.49 Vu < PhiVc/2 Not Reqd 0,00 0.00 +0,9OD+E+0,90H 1 10,59 21.00 -13.64 13.64 76.28 1.00 51.49 Vu < PhlVc/2 Not Reqd 0.00 0,00 +0.90D+E+0.90H 1 10:88 21,00 -13,83 13,83 80,32 1.00 51 A Vu < PhiVd2 Not Reqd 0.00 0100 +0,90D+E+0.90H 1 11.18 21.00 -13.99 13.99 84A2 1,00 51,49 Vu < PhiVc12 NotReqd 0.00 0.00 +0,90D+E+0.90H 1 11.47 21.00 -14.12 14.12 89,57 1.00 51.49 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0,90D+E+0,90H 1 11.76 21.00 -14.22 14.22 92.75 1.00 51.49 Vu < PhiVc12 Not Reqd 0.00 0.00 +0,900+E+0.90H 1 12.06 21.00 -14.28 14.29 96.97 1.00 51.49 Vu < PhiW2 Not Reqd 0,00 0.00 +0.900+E+0.901-1 1 12.35 21.00 -14.30 14.30 101,20 1,00 51.49 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0,90H 1 12.65 21.00 -14.28 14.28 10119 1.00 51.49 Vu <PhiVc1Z Nat Reqd 0.00 0.00 +0.900+E+0,90H 1 12.94 21 A •14.22 14,22 96.96 1.00 51.49 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0,90D+E+0,90H 1 13.24 21,00 A4.12 14.12 92.75 1 A 51.49 Vu < PhlVc/2 Nat Reqd 0.00 0.00 +0.900+E+0.90H 1 13.53 21.00 -13.99 13.99 88.56 1.00 51,49 Vu < PhiVc12 Not Reqd 0.00 0.00 +0,90D+E+0.901-1 1 13.82 21,00 -13.83 13.83 84A2 1,00 51 A9 Vu < PhiVc/2 Not Reqd 0.00 0,00 +0,90D+E+0.90H 1 14.12 21.00 -13.64 13.64 60,32 1:00 51:49 Vu <PhiVc/2 Not Reqd 0.00 0:00 ,n.90D+E+0.90H 1 14,41 21.00 -13.42 13,42 76.28 1.00 61 A Vu < PhiVc/2 Not Reqd 0.00 0.00 )OD+E+0,90H 1 44.71 21.00 -13.18 13.18 72.30 1.00 $1,49 Vu < PhlVc/2 Not Reqd 0,00 0.00 -0.90D+E+0,90H 1 15.00 21.00 -12,92 12.92 68,39 1,00 51 A9 Vu < Ph!Vc(2 Not Reqd 0,00 0.00 +0.90D+E+0.90H 1 15.29 21,00 -12.63 12.63 64,56 1.00 51.49 Vu < PhiVc/2 Nat Reqd 0.00 0.00 +0.90D+E+0.90H 1 16.59 21.00 -12.33 12.33 60.81 1.00 51.49 Vu < PhiVc/2 Nat Reqd 0.00 0.00 +0.90D+E+0,90H 1 15.68 21.00 -12.01 1101 57.15 1,00 51.49 Vu < Ph1Vc/2 Nat Reqd 0.00 0100 +0,90D+E+0.90H 1 1618 21.00 A 1.68 11.68 53.59 1.00 51.49 Vu < PhiVU2 Not Reqd 0.00 0.00 +0,900+E+0,90H 1 16A7 21.00 -11.34 11.34 50.12 1,00 51.49 Vu < PhiVe/2 Not Reqd 0.00 0.00 +0.90+E+0,9014 1 16.76 21.00 -10.98 10.98 46.76 1,00 51 A Vu < PhlVc/2 Not Reqd 0.00 0,00 +0.90D+E+0.90H 1 1 T.06 21,00 -10,61 10,61 43.50 1.00 51.49 Vu < PhiVct2 Not Reqd 0,00 0.00 +0.90D+E+0.90H 1 17.35. 21.00 -10,24 10.24 40.34 1,00 51.49 Vu < PhiVc/2 Not Reqd 0.00 0,00 +0,90D+E+0,90H 1 17.65 21.00 -9.85 9.85 37,30 1.00 51.49 Vu < PhiVc/2 Nat Reqd 0.00 0.00 +0.90D+E+0.90H 17.94 21.00 -9,46 9.46 34.37 1.00 51.49 Vu<PhiVc12 Not Reqd 0.00 0,00 +0,90D+E+0.90H 1 1824 21,00 40T 9.07 31.56 1,00 51.49 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0,90H 1 18.53 21,00 -8.66 8.66 28.86 1.00 51.49 Vu < Ph1Vd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 18.82 21,00 -8.26 8.26 26.28 1,00 51.49 Vu<PhiVd2 Not Reqd 0.00 0100 +0.90D+E+0.90H 1 19.12 21.00 .7,85 7.85 23.82 1.00 51,49 Vu < PhiVc)2 Not Reqd 0,00 0.00 +0.90D+E+0.90H 1 19.41 21.00 -7,44 T44 21,46 1.00 51.49 Vu < PhlVc/2 Not Reqd 0.00 0.00 +0.90D+E+0,90H 1 1911 21,00 -7,03 7,03 19.26 1,00 51 A Vu < PhiVc/2 Not Reqd 0A0 0.00 +0.90D+E+0,90H 1 20,00 21.00 -6,61 6,61 17,16 1.00 51.49 Vu < PhiVc/2 Not Reqd 0.00 0,00 +0,90D+E+0,90H 1 20,29 21.00 -6.20 6.20 15.19 1.00 51.49 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 20,59 21.00 -5.76 5.78 1333 110 51A9 Vu c PhiVc/2 Nat Reqd 0.00 0,00 +0.90D+E+0.90H 1 20.88 21,00 -5.37 5.37 11,60 1.00 51.49 Vu < PhiV02 NotReqd 0,00 0,00 +0.90D+E+0.90H 1 21.18 21,00 4.96 4,96 9.99 1.00 51 A9 Vu < PhtVct2 Not Reqd 0.00 0.00 +0,90D+E+0.90H 1 21.47 21.00 -4.64 4.54 8.50 1.00 51A9 Vu<PhiVc/2 NolRegd 0.00 0,00 +0.90D+E+0,90H 1 21,76 21.00 -4.13 4,13 7.13 1.00 51 A9 Vu < PhiVcl2 Nat Reqd 0.00 0,00 +U0D+E+0.90H 1 22.06 21.00 3.72 3e72 5.88 1.00 51.49 Vu < PhiVc/2 Not Reqd 0.00 0.00 100+E+0.90H 1 22,35 21.00 -3.31 3,31 4JO 1.00 51.49 Vu<PhfVcJ2 Not Reqd 0.00 0.00 .30D+E+0.90H 1 22,65 21.00 -2.90 2.90 3.75 1 AO 61.49 Vu < PhlVc/2 Not Reqd 0.00 0.00 +0.90D+E+0,90H 1 22.94 21,00 -2.49 2.49 2.87 1.00 51.49 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0,90D+E+0.90H 1 23,24 21.00 -2.09 2.09 2.11 1.00 51,49 Vu < PhiVc/2 Not Reqd 0+00 0,00 490D+E+0.90H 1 23,53 21,00 .1.69 1.69 1.46 1,00 51.49 Vu<Ph1VG12 Not Reqd 0,00 HO +0.90D+E+OA0H 1 23.82 21.00 -1.28 1.28 0.93 1,00 51,49 Vu<PhiVea Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 24.12 21.00 488 0,88 0.52 1.00 51.49 Vu < PhVG/2 Not Reqd 0.00 0,00 +0.90D+E+0.90H 1 24,41 21.00 -0.49 0.49 0.23 1,00 51,49 Vu < PhiVc/2 1@R 7 of 237 0,00 0.00 +0.90D+W+0.90H 1 24.71 21.00 0.11 0.11 0.00 1.00 51.49 Vu < PhiVa Not Reqd 0.00 0.00 OMEGA EQUIPMENT PERFORMANCE ENGINEERING, INC. 1301 MONTALVO WAY BLDNG 4 & 6, PALM SPRINGS, CALIFORNIA 92262 P: 760-423-9479 E: DANNY@OMEGAEQUIPMENTPE.COM TRUSS ENGINEERING t,-F2f►C&, TODAY'S DATE: 5/18/2018 CITY OF LA QUINTA BUILD?NC & SAFLTY DFPT. APPROVED FOR CONs7AuCTjOU PROJECT DATE? Z BY__3 MCCLURE RESIDENCE. 9 � i � '� 53-205 HUMBOLT BLVD. LOT 58B LA QUINTA CA. 92253 CONTENT Truss Layout — Addended Separately 24 x 36 Truss to Truss Hardware List Truss Calculations RECEIVED MAY 2 3 2018 CITY OF LA QUINTA COMMUNITY DEVELOPMENT OMEGA EPEI / OMEGA EQUIPMENT PERFORMANCE ENGINEERING, INC. P:760-423-9479 WWW.OMEGAEPEI.COM I& SIMPSON HARDWARE SCHEDULE LOT 58-B RESIDENCE A1A, A1B, A3, A4, A5, A5-DT, A8, A9, A10, A10-DT (LUS26) C, CA-DT, Cl, Cl-DT, C2, C2-DT, C2A-DT, C2-GB (LUS26) D2, D3, D3-GB, D3-GT, D3A, D3A-GT, D5, D11, D12, D13, D3B, D3D-GT, D3C-GT, D11A-GT, D11-GT (LUS26) D8, D9, D10-GT, D11A, D12A, D13A, D14-GT, D15, D16, D16A, D17, D18, D19 (LUS28 SKEW) D5-GT (HHUS262) H2, H2-DT, H3, H3-DT, H4 (LUS26) H, H-GB, (HUS26) J27, J28, J28-GT, J31, J32, J33, J34, J35, J36, J37 (LUS26) J6, J13, J16, J17, J18, J19 (LUS26 SKEW) J15-GT (HHUS262 SKEW) K2, K4 (HUS26) M, M-DT, M1, MI -GB, M-GB (HUS26) M2-GB, M2, M2-DT (HUS282) l OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:52:25 760-423-9479 Page: 1 of 1 SPAN PfrCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY j 16-5-8 025 /12 7 Oar l2 0-" 0-" 0-" 1 24 in 761bs TT N TT 17-0-4 , 6.1 4-1-6 , a1.8 -1-1-6 , 4-1.-6� 4.1.5 6-4-r2 12.4.2. tB.r8 F„c _ 0.25 13x4 - 2)�4 1 3x44 - 3x8 - 6x�2 - 24 1 53- 4x8 - 5x5 - 2x4 1 0-0-0 0-0-0 _ e t e ate I•18 d•s e T. All plates shown to be Eagle 20 tdcss otherwise noted 1 T Loading (psi) General CSI Deflection L✓ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 017(1-2) VertTL: 0.13in L/999 (8-9) L/240 TCDL: 15 TPI1-2014 BC: 034(8-9) VertLL: 0.05in L/999 (8-9) L/360 BOLL: 0 Rep Mbr Increase Yes Web: 029(1-9) HorzTL: 0.01in 5 BCDL: 10 Lumber D.O.L.: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 10 1 15 in --- 852 lbs 69 lbs 5 1 5.5 in 150 in 831 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 4-M, Pudin design by Others BC: DEL 91 2 x 4 BC: Sheathed or Purlins at 10-", Purhn design by Others Web: DEL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h =15 It, End Zone Truss, Both end webs considered DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead +live loads. Member Forces Table indirdes: Menbe m. mac CSC mac axial force (rrex minor force ifdiffae t 5om max axial force) Only rorm ewer din 300lbs an; shown in This table TC 12 0-170 -1,532Ids 3-4 0.168 -1,920 lbs 2-30.1. •1,9201bs 4-5 0.157 •1327lbs X 7-8 0.303 1.3331hc W 16e) M 0.343 1.539 lb, 43 tu3 4[Fb 1.10 A082 MIN 219 0.081 451 I m 061ltis1 S-7 0.202 1.48216s 1.1'_ lbs) lA 0.291 1,647lbs (771b3) 4-8 0 121 685lbs (3216st 2A 0050 479lbs 4-7 0060 -557lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80) 3) Hanger is for graphical intreprelation only, Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)Acreep factor of 100 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 8) Listed wind uplift reactions based on MWFRS Only loading 8241 `n FXP, 6/30/18 aF � CN ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSTRUCTED TO TnleSttilc[*Ttttss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS,LIMITATIONSANDQUALIFICATIONSSETFORIHINTHEEAGLEIvIECALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Meta I Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: Al 1301 MONTALVO WAY, STE 4 JobNarne:rnadison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:52:39 760-423-9479 Page: l of t SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0.25 / 12 1 0 6-12 0-" 0-" 0-" 1 24 in 74 lbs TT l I Fi-1t 4-1-6 1 4-1-6 t 4-1-6 4-1-6 8-2-12 12-4-2 1&5-8 0.25 1� 4 24,4 3x44 - 31- 0.0-0 0-0-0 4-1-6 4-1-8 4-1-6 4.1-6 4.1-6 6-2-12 12-0-2 res$ All plates shown to be Eagle 20 urkss otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 021(4-5) VertTL: 0.14in L/999 (8-9) L/240 TCDL: 15 TPI1-2014 BC: 039(8-9) VertLL: 0-05in L/999 (8-9) L/360 BCLL: 0 Rep Mbr IncreaseNo Vkb: 0,30(1-9) HofzTL: 0.02in 6 BCDL : t0 Lumber D.O.L.: 115 % Reaction J1' BrgCombo B Width Pild Brg Width Max React Max Grav U Wi Max Wind Uplift Max U Iifl Max HorrE l0 l 15 in -- 862 lbs 69 lbs 6 l 5.5 in 1.50 in 820 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 44-0, Purlin design by Others BC: DFL # l 2 x 4 BC: Sheathed or Purtins at 10-0-0, Purlin design by Others Vkb: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = l 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead +live loads Mem her Farree Tnhle diA- Marcher m — (_41 mac axial force Gnat mnmr forte ifdiffa t from mac axial forte) Only fortes wew than 3001bs ae shown in this table TC 1-2 2-3 0197 0.191 -1,5701bs -1.9301bs 3d •I-5 0207 0 _G6 -1,9801bs •t 433 Ibs 9C 7.9 03388 Lq'19 M 1401ba 90 U 38R 1367lbs 01 rw) Va 0093 -801lhx 2-8 0086 48§Iba (-2arm) 5-7 0;79 1,1771tz (-&IItLs) 140 -9 0296 1,6771bs (�S lbs) 4-8 0113 6381bs (321bx) 56 0083 -761 lbs 2-9 0 052 493 lbs 4-7 0 060 -556 Ibs Notes 1) Unless noted otherwise, do notcutor after any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq= 0.80) 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage t0 prevent pending. 5) Brace bottom chord wihh approved sheathing or purtins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MVvTRS Only loading. �241 r+i Exl 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I Tn3eBuild®Truss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LINUTATIONS AND QUALIFICATIONS SE FFOff1TI IN THE EAGLE NEIAL PRODUCTS DESIGN NOM ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: AIA 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:52:50 760-423-9479 Page: 10f1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0 / 12 1 0-M 0-0-0 0-" 0-" 1 24 in 73 lbs T T 16-5-6 < 4.0-0 i 4-0.0 t .0*0 i 4-5-8 4-0-0 8-0-0 12�-9 16-5-8 3x8 - 6x,�_ 31= 2VI 3x44• 712- 2N 1 6x6 _ 4x6 • 61- 2 4 1 0-0-0 0-0-0 4-0-0 4-0-0 40-Q 44-8 4-0-0 8-0-0 S211 16-5-8 All plates shown to be Eagle 20 unless otherwise noted T T 0 Loading (psi) General CSI Deflection L! (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.28(4-5) VeATL: 023in L/812 (7-8) L/240 TCDL: 15 TPI1-2014 BC: 053(7-8) VertLL: 0.08in L/999 8 L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,40 (5-7) Horz TL: 0.01 in 5 BCDL : 15 Lumber D.O.L.: 115 % Reaction JT Br Combo Brg Width Rqd Brg Width Max React Max Lira_ y Uplift Max Wind 11P. tl Max Uplift Mae Flory 10 1 15 in — 895 lbs -47 lbs 5 1 5.5 in 150 in 913 lbs Material Bracing TC: DFL ft t 2 x 4 TC: Sheathed or Purlins A 3-6-0, Pudin design by Otters. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DEL 92 2 x 4 Loads I)This truss has been designed forthe effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ( h = 15 $ End Zone Truss, Both end webs considered DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates Menba ID, mac CS't, max aciat fonx; (mac mnipr. foice ifdiffamt liom mac anal fume) Only fours gicatm than 300lbs ae shown in this table 're. 11-2 o2S2-I361bs 12-3 0272--''s42lbs 134 0272-2.3421t>r, 144 027E Z187ibs 1 1-9 Q396 2,243lbs I4-8 0131 740lbs 2-9 0.055 -537 Ibs 4-7 0 054 -525 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. F E SS f 2) The fabrication tolerance for this roof trass is 20 %(Cq = 0 80). Q � 3) Hanger is for graphical intrepreration only. Install hanger permanufact rer's recommendation 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary c - lit=' 6)A creep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" 8241 T 8) Listed wind uplift reactions based on MW FRS Only loading Exp.,6/ 3 0/ 18 � ''f CIV1� tip' �FOF CAL1��C; ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I T=Build®Tmss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONSSET FORTE IN THE EAGLE METALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MFTAI . CONNEMRS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: AM 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:52:52 760-423-9479 Page: 10171 SPAN PITCH QTY OHL ORR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0/12 1 0-" (4W 0-M 0-M l 24in 74lbs `4 1 4-0-0 4-0-0 4-0-0 t 4-5-8 4.0-0 8-0-0 1iG� •16d.8� 3A - 6x,� - 31- 2V I 3 4 • 7XJ2 - T 2r 0-0-0 0-0-0 4-0-0_ J 4-0.0 4-" t 4.5-4 t 8-0 4-0-0 -0 12-0-0 16-5-8 All plates shown to be Eagle 20 unless otherwise noted 1 T m 0 Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 027(4-5) VertTL: 022in L/862 (7-8) L/240 TCDL: 15 TPI1-2014 BC: 03I(7-8) WALL: 0.08in L/999 8 L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 0 39 (5-7) Horz TL: 0.01 in 5 BCDL: 15 LumberDOL.: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz l0 l 15 in — 895 lbs 48 lbs 5 1 5.5 in 150 in 9l3 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-7-0, Purlin design by Ot hers, BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) TI1is truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category IT, Overall Bldg Dims 25 ttx 60 f(h = 15 It, End Zone Truss, Both end webs considered, DOL = 1,60 3) Minimum s(orage Whe loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead + live loads Member Forces Table indicates: Menbe (D, mmc CSL mac acial force (mac rumor. foae ifdidaent kom mac a al forte). Only fonts eta than 300lbs an; shown in this table Tc. ] 2 0 247 2A701bn '_ 3 0 263 -Z7$4 61 :w 0263 4,7541het 4-5 0.271 -2 I2U Ibs BC 7S 0.512 ? 120Ibs 84 0.506 1 f1701bs V%b 1-10 CM -813 lbs 2.8 0136 7696 -7 0393 2,2261ha IA 0385 2,181lbs 4-8 0.127 719lbs 2-9 0.055 -537lbs 4-7 0054 -526 lbs Notes 1) Unless noted otherwise, do not Cut or alter any truss member orplate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftnlss is 20 %(Cq = 0.80). 3) Hanger is for graphical intreprelation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)Acreep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe lop chord shall not exceed 0.5" 8) Listed wind uplift reactions based on MWFRS Only loading. I.: CA8241' Exp. ._ 6/30/18 Jaf- CALtF��'\V ALL PERSONS FABRICATING, HANDLING, FR=G OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TmeBuild®Truss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: Al-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:52:27 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0.25/12 1 0-6r12 0-M 0-0-0 04W 1 24in 77lbs TT 0 TT i:&12 4-1-6 i 4-1-6 i 4-1-6 4-1-6 1 0-0-0 0.25 12 4x4 - 4-1-6 4-1-6 4-1-6 8-2-12 All pl ates shown to be Eagle 20 unless otherwise noted 2)�4 1 4-1-6 4-1-6 12-4-2 16-57 61- 0-0-0 Loading (psi I General CSI Deflection L✓ (loc) Allowed TCLL: 20 BldgCBC2016/ TC: 059(3-4) VeATL: 026in L/744 (8-9) L/240 TCDL: 15 TPII-2014 BC: 0,65(8-9) VertLL: O.OSin L/999 (8-9) L/360 BCLL: 0 RepMbrIncreaseNo Web: 0,58(1-9) HorzTL: 0,03in 6 BCDL : 10 Lumber-DOL.: 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 10 l 15 in — 1,612 lbs 69 lbs 6 1 5.5 in 178 in 1,670 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at2-10-0, Puiiin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) This puss has been designed for tie effects due to 10 psf bottom chord live load plus dead loads 2) This puss has been designed for the effects of wind loads in accordance witrASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 f( h =15 ft, End Zone Truss, Both end webs considered. DOL = 160 3) Minimum storage attic loading has been applied in accordance with 03C 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead + live loads. LoadCase D1: StdDeadLoad Dishibutud 1-oaths Member L.ormon I Wca*n 2 Direction Spread SbA lAarl End Load T rib Width Top -0M-12 16-5-8 Down Proi 34 psf 60 psf 24 in Member Forces Table indicates Manba m- nras CSL nw axial fonx (nwc wnwr foaie if dffumt fiom mac adal Rome). Onlv Roos arcatatlim 30016s are shown in this table TC 1-2 i 0445 0480 -2,995 lbs 4867lbs 34 4-5 0589 0 580 3,867 lbs 2,873lbs Bt: 7-8 01622 ZW4Ibs 8A 0 rria 2,W) k Wb 1.10 0167 •I. W 166 2-8 0 161 979 qu 4.7 0.138 -1;230lbs 1-9 0584 3,200 lbs 3-8 0074 648 lbs 5-7 0583 3,160 lbs 2-9 0114 -1,040lbs 4$ 0199 1,1261bs 5-0 0182-106lbs Notes , [)Unless noted otherwise, do notcutor alter any truss memberor plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0-80). 3) Hanger is for graphical intrepretation only. Install hanger per manufac1urels recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 1,00 has been applied for this Cuss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. 111//I� , 2 41 Exp. 6/30/18 V�r11 r�oFCAu�`�,� ALL PERSONS FABRICATING, HANDLING, ERECTING ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGAREINSTRUCTED TO I TnieBWI&Tniss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LINQTATIONSAND QUALIFICATIONS SERFORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH 11 Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGNVALID ONLY WHEN EAGLE METAL CONNK—TORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A3 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:52:57 760-423-9479 Page: loYl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PI Y 4-6 4 0 / 12 1 0-M 0-" 0-" 0-" 1 24 in 25 lbs 4-6-4 i n u 3.6-4 t� u 4-6-4 1-0-0 a 2V 1 3x44 T 3x14 �T lk- TT 2z4 1 3x4 - 3.4 - 0-0-0 0-0-0 5�0.0 t 3-6-4 r 1 1� 4-6-4 1 All plates shownto be Eagle 20 unless otherwise noted. Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.17(3-4) VenTL: 0.02in L/999 (5-0) L/240 TCDL: 15 TPI I-2014 BC: 0.19(5-0) VertLL: 0.01 in L/999 (5-6) L/360 BCLL : 0 Rep MbrIncreaseNo Web : 0.08 (1-0) HorzTL: 0 in 5 BCDL: 15 LumberD.OL.: 115% Reaction JT BrgCumbo Brg Width Rcld ift Aldih Mae React Max Grav Uplift Max Wind Uplift Max Uplift _Max How 7 1 1.51n — 338lbs •161bs -16lbs -39lbs 5 1 1.5 in — 307 lbs Material Bracing TC: DFL # l 2 x 4 TC: Sheathed or Purlins at6-3-0, Purlin design by Others BC: DFL # t 2 x 4 BC: Sheathed or Purlins at 10-M, Partin design by Others Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Duns 25 ft x 60 t h = 15 f( End Zone Truss, Both end webs considered. DOL = 1 60 3) Minimum storage attic loading has been applied in accordancewith IBC 1607.1 4)A250 lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates Meirber ID, mac (S1, rrm axial force, (mac comps fame ifdfft fmm mac axial force). Only fora gamer than 300lbs we shown in this table TC I I -a o 048 -372 Ilbs LIC 15.6 0 185 3371bx t-lv lbal NHf 0033 30911a 25 0061 -345 M 1a -6 0080 455 lbs (-230 lba) - Notes 1) Unless noted otherwise, do notcutor alter any miss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof mLss is 20 %(Cq = 0.80), �q :. 3) Hangers are for graphical intrepreution only. Install hangers permanufacturer's recommendations. _ _ 4) Provide adequatedrainage topreventponding. 41 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At leastone web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of'the 1K56rnt b , s ss al`l with 6 " of each web panel point y S 2 41 7)A creep factor of 100 has been applied for this truss analysis. 8) Lisled wind uplift reactions based on MWFRS Only loading. 6/3 0/ 18 LXD. _ clv�\- OF CALIF�� hLL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TweStilcMTtuss Software v5.6.280 REFERTOALLOF THE INSTRUCTIONS, LIN/11TATIONSAND QUALIFICATIONS SETFORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN PITCH QTY OHL OHR CANT L CANT R 46-4 0/12 1 0-0-0 0-0-0 0-0-0 0-" 4-64 1-0-0 2-0-8 i 1-5-12 h 1-0-0 3-0-8 4-5-0 1-0-0 10 14 1 02 4xf . 4r54 - 3x4 . 1 �T �l 2A 1 3z4 • 44B - 2 B4 1 0-0-0 0-0-0 1-0-0 2-0-8 1-5-12 1-0-0 3-0-t1 4-0-4 All plates shown to be Eagle 20 unless otherwise noted Truss: A4 JobName: madison-lot-58b Date: 05/18/18 10:53:00 Page: 1 of 1 PLYS SPACING WGT/PLY 1 24 in 26lbs Loading (pst) General CSI Deflection LL/ (lox) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.05(1-2) VertTL: Din L/999 (7-8) L/240 TCDL : 15 TPI 1-2014 BC: 0,09 (7-8) Vert LL: 0 in UP L / 999 (7-8) L / 360 BCLL . 0 Rep MbrincreaseNo Web : 0,07 (1-8) HorzTL: 0 in 6 BCDL: 15 LumberDOL.: 115% Reaction JT Brg Combo Brg Width Rqd Brg VvUth Max React Max Grav Uplift Max Word Uplift Max Uplift Max Honz 9 1 15 in — 338 Ibs -16 Ibs -16lbs 40 lbs 6 l 1.5 in — 307lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at6-3-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DEL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance witrASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 f(h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607,1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead + live loads, Member Forces Table indicates: Mmba ID, max (S7, iriax axial fond (mac mmpr. foie if diHaart 5om mac axial fame). Only forms greater d w 300lbs am shown in This table Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof muss is 20 %(Cq = 0.80), 3) Hangers are for graphical intrepretarion only. Install hangers per manufacturer's recommendations, 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or pits per Bracing Summary. 6) At least one web of this truss has been designed with a panel point in the web, At panel points on such webs shall be braced laterally perpendicular to the 6 " of each web panel point 7)A creep factur of 1.00 has been applied forthis truss analysis, 8) Listed wind uplift reactions based on MWFRS Only loading. EXP. b/3U/123 IALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TweBuild&Twss Software v5.6280 REFER TO ALL OF THE TNSTRUCMONS, LINITTATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE TVEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROMFAGLEUPON REQUEST DESIGNVALID ONLY WHIN EAGLE METAL CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A5 1301 MONTALVO WAY, STE 4 JobNarne: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:07 760-423-9479 Page: lofl SPAN PfrCH QTY OHL ORR CANT L CANT R PLYS SPACING WGT/PLY 4-6-4 0 / 12 1 0-0-0 (W-0 0-0-0 0-" 1 24 in 25 lbs 4-s•a 1."3-6-4 1-0.0 1 444 1-0-0 2r34 10.25 12 3x44 - 3� - qT TTLU 2.741 U64. 3x4 . 0.0-0 0-0-0 1-0-0 3-6-4 1-aA 4-6-4 All plates shown to be Eagle 20 tulless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,17(3-4) VertTL: 0.02in L/999 (5-6) L/240 TCDL: 15 TPI I-2014 BC: 0,19(5-6) VertLL: 0.01 in L/999 (5-0) L/360 BCLL : 0 Rep MbrIncreaseNo Web: R08 (1-6) HorzTL: 0 in 5 BCDL : 15 Lumber D.O.L.: 1 l5 % Reaction JT Br Combo Br Width R d Brg Width Max React Max Grav Uplift Max Wu d Uplift Max U lift Max Horiz 7 1 L5 in — 338 lbs 45 lbs -15 lbs 42 lbs 5 1 1.5 in — 307lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purhns at 10-M, Purlin design by Others. Vlreb: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord tive load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 - l0 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 $ It = 15 ft. End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Manber1D, mac CR mar axial forte, (irex conpr. force if diSereit fmm im axial font) Only forces grate than 3001bs an; shown in this table TC 12 0 048 -372 lbs 9C 54 0.. M, 1371hs t-riru Il ,l AUla 1 I-7 0..033 -Mlbs 2-5 0062 3451bs I-6 0.080 455lbs (-228I1u} Notes 1) Unless noted otherwise, do not cut or Ar any truss member or plate wilhoutprior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hangers are for graphical intrepredtion only. Install hangers per manufacturers recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web ofihis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind upliftreactions based on MWFRS Only loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS "TRUSS DESIGN DRAWING ARE INSTRUC ED TO I TweStlilcWTruss Software v5.6.280 RIFERTOALL OFTHE INSTRUCTIONS, LINIITATIONSANDQUALIFICATIONS SErF0F3-HIN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Prodacts THIS DFIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHFN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A5-DT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:04 760-423-9479 Page: 10171 SPAN PfrCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 4-45r4 0 / 12 l 0-0 0 0-M 0-M 0-" l 24 in 25 lbs 1-0.0 1 3-fi-4 i 1-0-0 f 4-6-4 1-0-0 6 2VI025 12 3x44- 3, qT 2.741 3x4 - 3x4 - 0-0-0 0.0-0 1-0-0 3-6-4 4-6-4 { All plates shown to be Eagle 20 un) ess otherwise noted Loading (pst) General CSI Deflection U (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: O,17(3-4) VertTL: 0.02in L/999 (56) L/240 TCDL: 15 TPI 1-2014 BC: 0.19(56) VeitLL: 0.01 in L/999 (56) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0.12 (2-5) Horz TL: 0 in 5 BCDL: 15 Lumber-W.L.: 115% Reaction IT Brg Combo Big Width Rgd Big Width Max React Max Grav Uplift Max WSrni t )pliii Iviae UPhll Max I lorix 7 l 15 in — 379 lbs -75 lbs -15 lbs -75 lbs 42 lbs 5 l 15 in — 366 lbs -88 lbs -88 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Puriin design by Others BC: DFL # 12 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads, 2) This buss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-M to 46-4: 180 plf. 3) T7his truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 fl, h = 15 fit End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607 1 5) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads Member Forces Table indicatm: Manta D, mac (SL nwc anal tome, (n� mmpr. fume if rlidaent from mac axial forxz) Only foma gicdff than 300lbs are shown in this table TC 1 12 0 048 -494 lbs 134 0.171 608 9hs 1 1 16 0088 635lbs (2281ba)l2-5 0121-715lbs Notes 1) Unless noted otherwise, do notcut or after any truss member or plate without prior approval from a Profess ional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0,80), 3) Hangers are for graphical intreprelation only. Install hangers per manufacturet's recommendations, 4) Provide adequate drainage to prevent ponding. 5) Brace botom chord with approved sheatlring or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 100 has been applied for this mass analysis. 8) Due to negative reactions in gravity load cases, special connections to the bearing surfaceatjoints 7, 5 may need to be considered 9) Listed wind uplift reactions based on MWFRS Only loading. r() 1��1r j . F' .r �Exp. 6/30/18 J*� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSTRUCTED TO I TmeBuild®Tnrss Software v5.6.280 REFER TOALLOFTHEINSTRUCTIONS, LINaTATiONSANDQUALIFICATIONS SErFORMINTHEEAGLENIETALPRODUCTS DESIGN NO-LESISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A6 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:15 760-423-9479 Page: loft I SPAN 1-11 CH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-11-4 025/12 6 0-" 0b12 0-" 0-" 1 24in 31lbs s-s-o 2-11-6 , 2-tt•14 �1P1 2-11-6 &It-4 ' T or t 0-0-0 0-0-0 2-11-6 d 2-11.14 2-11-6 S-11.4 i All plates shownto be Eagle 20 unless otherwise noted Loading (PS" General CSI Deflection L/ (hoc) Allowed TCLL: 20 Bldg Code: C13C2016/ TC: 0.08(1-2) VertTL: 0.01 in L/999 (4-5) L/240 TCDL: l5 TPI1-2014 BC: 0.08(4-5) Vertl-L: Din L/999 (4-5) L/360 BCLL : 0 Rep MbrIncrease Yes Web: OX (3-5) Horz TL: D in 4 BCDL : tO Lumber D.O.L.: 115 % Reaction JT BrgCombo Brg Wldt1 R d Brg Width Max React Max Grav U kh Max MW CI 1i11 Max Uplift Max I lunz 6 1 5.5 in 150 in 336 Ibs -9lbs -9 lbs -83 Ibs 4 1 1.5 in — 391 Ibs -17lbs -17 Ibs Material Bracing TC: DFL # 12 x 4 TC: Sheathed or Purlins at 6-3-0, Pwiin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purhns at 10-0-0, Purlin design by Others VVkb: DFL #2 2 x 4 except DFL SS 2 x 6: 8-0 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input t 10 mph (Factored), Exposure C, Enclosed, Crable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 tt h = 15 f , End Zone Truss, Both end webs considered. DOL = 160 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads 5) ** - Indicates parapet wind loading has been applied to member 8-1 Member Forces Table indicates Meoba ID, max CSI, mac anal force, (max wrnpr. force if diffeed from mac anal force) Only fb o data dial 300lbs arc shown in this table TC 112 0083 -356 lbs 123 0,080 356lbs I 1 ►►fe6 I1 0..070 3961bs (bl Ibs)34 0,045-32216a 3-5 0071 4001bs (1851W Notes 1) Unless noted otherwise, do notcutor akr any truss member or plate without poor approval from aProfessional Engineer. 2)Thefabricationtoleranceforthisrooftrussis20%(Cq=0.80), 3) Hanger is for graphical intrepretation only. install hanger per manufacturer's recommendation. 4) Provide adequate drainage 10 prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web ofthis truss has been designed with a panel point in the web. All panel points on such webs shall be braced morally perpendicular to the plane of-th Iru il burCeSs Ian be instalk d 6 " of each web panel point 6/ 3 0/ 18 7)A creep factor of 100 has been applied for this truss analysis. * L X P • - 8) Listed wind uplift reactions based on MWFRS Only loading. 9) Parapet TL:0 in, 2LH99 (8-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TmeBuild®Tnrss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATTONSAND QUALIFICATIONS SECFORTH IN THE EAGLEMEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal I mclucts THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A6A 1301 MONTALVO WAY, STE 4 dobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:18 760-423-9479 Page: lofl SPAN PrrCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-11-4 025/12 1 0-M 0(r12 04).0 0-" 1 24in 31lbs 6-6-0 , r 2-11-6 , 2-11-14 iO4 d 2-11-6 5-11-4 ' a T x 1 0-0-0 0-0-0 2-11-6 2-11-14 2-11-6 s-11- All plates shownto be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 022(2-3) VertTL: 0,02in L/999 (4-5) L/240 TCDL: 15 TPI1-2014 BC: 0.10(4-5) VertLL: Din L/999 (4-5) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0.13 (3-5) Holz TL: 0 in 4 BCDL: 10 LumberDO,L.: 115% Reaction JT Brg Combo Brg Width R d Brg Width Max React MaxGnwUpId Max Wind Uplift Max Uplift Max Horiz 6 1 5.5 in 150 in 575 lbs -83 lbs 4 1 1.5 in — 770 lbs Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins 96-3-0, Purhn design by Others. BC: DEL 91 2 x 4 BC: Sheathed or Purlins at 104)-0, Purlin design by Others Vokb: DFL #2 2 x 4 except DEL SS 2 x 6: 8-0 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category li, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage allic loading has been applied in accordance with IBC 1607.1 4)A250 lbs moving point live bad has been applied to the BC concurrent with other dead + live loads 5) ** - Indicates parapet wind loading has been applied to member 8-1 Load Case DI: StdDeadLoad Distributed Loads Member LocationI Location Direction Spread Start Load End Load TnbWidth Top 0-M 6-6-0 Down Proi 34 psf 60 psf 24 in Member Forces Tableindiates: MenberID, mac CSI, mac anal force, (mm mnpr. force ifdffmt fiom mac a" force.. Only forces Lathan 300lbs are shown in this table 1-5 0.127 717 lbs 13-5 0128 724 lbs Notes 1) Unless noted otherwise, do not cut or after any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80) 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent pending 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At leastone web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe tuts, 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis 8) Listed wind upliftreactions based on MWFRS Only loading 9) P•ampet TL: 0 in, 2LN99 (8-1),Allowable 2L/120. Exp. 6/30/18 br�x�sy�ll�h¢�tsi1 � *) ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCI TO I TnleBuild®Truss Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS,LIMITATIONSANDQUALIFICATIONSSETFORTHINIHEEAGLEMETALPRODUCTSDESIGNNOTESISSUEDWITI Eagle MetalProchrcts THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss: A6-DT JobName:madison-lot-58b Date: 05/18/18 10:53:12 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-11-4 0.25/12 1 0-0-0 0-0r12 0-M 0-" 1 24in 31lbs s-6-o , t 2-11-6 L 2-11-14 0 2.114 0 1 T025 12 211 4V - N TTT T 0-0-0 0.0-0 2-11-6 2-11-14 2-11: 5-11-0 All plates shownto be Eagle 20 unless otherwise noted Loading (PSO General CSI Deflection U (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0-18(2-3) Ve11TL: 00lm L/999 (4-5) L/240 TCDL: 15 TPII-2014 BC: 0.10(4-5) VertLL: Din L/999 (4-5) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0.14 (3-5) Horz TL: 0 in 4 BCDL: tO Lumber-DO.L.: 115% Reaction JT BrgCombo Brg Width Rqd Brg Width Max Read Max Gray Uplift Wind Uplift Mar Uplift Max Honz 6 1 5.5 in 150 in 595 lbs _Max -83 lbs 4 l 1.5 in — 6671bs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 9-8-0, Purim design by Others Web: DFL 42 2 x 4 except DFL SS 2 x 6: 8.6 Loads 1) This truss has been designed for the effects due to 10 psf boaDm chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0to 541-12: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following riser defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60 Q h= 15 It, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5)A 250 lbs moving point live load has been applied b the BC concurrent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to member 8-1 Load Case DI: StdDeadLoad Distributed Loads Member Location Location2 Direction Spread S1artLoad End Load TnbWidth Top 0-0-0 6-6-0 Down Proi 30 psf 30 psf 24 in Member Forces Table indicates: Menba D, mac M mac aeal IOme. (mac wnipr. Tome ifciffeert iinm mac axial Tome) Only foes greater thax 300lbs aeshom in thiutdll TC' 1-2 0 175 -07 lbs 2 ] 017b -70 ft - - -- - DC 4-5 Q.07 S12lbx sr, n p89 534 lbs \ t Mkt 1-0 0..ff35 Wto ri 0.1543 432f J 1 0057 -6xs tin 1-5 0.137 990 lbs (-212 khs) 3S 0 138 1,0021bs (2171Irs] Notes -� 41 ' 1) Unless noted otherwise, do notcutor alter any truss member or plate without prior approval from a Professional Engineer. 6/30/ 18 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80). F X p . _ 3) Hanger is for graphical intrepretation only. Install hanger per manufacturrer's recommendation. 4) Provide adequate drainage in prevent ponding t. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. _ 6)At least one web ofthis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss ( n } rl widtin 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis 8) Listed wind uplift reactions based on MWFRS Ondy loading. 9) Parapet TL:0 in, 2Lr999 (8-1),Affowable2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSTRUCTED TO I TrueBuild(A)Truss Software v5 6280 REFER TOALL OF THE INSTRUCTIONS, LIIN(ITATIONSAND QUALIFICATIONS SET' FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL. CONNECTORS ARE USED, OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS 54)-0 0/12 1 0-04) 0-0 0 0-0-0 0-0-0 l 5-0-0 1-0-0 I 4-0-0 1 �•G•01 5-0-0 t 1-0.0 US - 6 211 6x10 3x14 - LU 1 2x4 1 3x4 • 3>c4 - T 0 0-0-0 0-0-0 r 1-0-0 t 4.0-0 _ t 1.0.0 5-0-0 All plates shown to be Eagle 20 unless otherwise noted Truss: A8 JobName: madison-lot-58b Date: 05/ 18/ 18 10: 53:22 Page: 1 oft Loading (psf) General CSI Deflection U (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.19(3-4) VertTL: 0.02in L/999 (5-0) L/240 TCDL: 15 TPI1-2014 BC: 021(5-6) Vertl-L: 0.01m L/999 (5-0) L/360 BCLL : 0 Rep MbrIncreaseNo Web: 0.09 (1-0) HorzTL: 0 in 4 BCDL : 15 Lumber D,O.L.: 115 % Reaction JT Brg Combo Brg Wtdt1 Rqd Brg Width Max React Max Grav Uplift Max Wad Uplift Max U_ plift Max Horiz 7 1 1.5 in — 353 lbs -1 l lbs -11 lbs -39 lbs 4 l 5.5 in 150 in 343 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Partin design by Others. Web: DFL ff2 2 x 4 Loads I ) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASC E7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 $ h =15 ft, End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607,1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead+ We loads. Member Forces Table indicate: Manba ID, rant CSI, nvc asial force, (aw conpr. force if diffeaht Sum nm axial force) Only fonxs g eawthan 300lbs ae shown in This table TC 1-2 a.048 }Mlbs SPACING WGT/PLY 24 in 291bs 1SEh 1-7 0032 3261ba 2-5 0065-3641I1s 1-6 0.086 4841bs (-2231bsj Notes I)Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication toleranceforthis rooftruss is 20 %(Cq= 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. L ` 17 6)At least one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicularto the phulenftu Iss Lraert braces s 6 " of each web panel point Z 1 7)A creep factor of 100 has been applied for this truss analysis m 8) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0 5" 9) Listed wind upliftreactionsbased onMWFRSOnly loading * EXp, _ 6/30/18 �r�')IVIL . �tivt �AtIF�� ALL PERSONS FABRICATING, HANDLING, ERE('- G OR INSTA LLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TroeBWWTruss Software v5.6.280 REFER TO ALL OF THE INSTRUCf10NS, LIMITATIONS AND QUALIFICATIONS SET FORTHINTHEEAGLE METALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQU EST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A9 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:27 760-423-9479 Page: loft SPAN PITCH QTY OHL OUR CANT L CANT R PLYS SPACING WGT/PLY 5-M 0/12 1 0-M 0-M 0.0.0 0-(W 1 24in 30lbs s-o-o 1-0-0 , 2-0-8 , 1-11-8 , 1-{FO 3-06 5�1-t1 1-0-0 3x8 - 0 12 4x� - �x10 - _ 10 5 I 3x14 - �a Tku 6 24 1 3z4 - 4xe - 2x4 l 0-0-0 0-0-0 1-0-0 1-11-8 1-a0 3-0-8 8-0-0 All plates shown to be Eagle 20 unless otherwise noted 1 T Loading (pst) General CSI Deflection L/ (roc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.05(1-2). VertTL: 0.01in L/999 (7-8) L/240 TCDL : 15 TPI I-2014 BC: 0.10 (7-8) VertLL: 0 in UP L /999 (7-8) L 1360 BCLL : 0 Rep Mbr IncreaseNo Web : 0.08 ([-8) Horz TL: 0 in 5 BCDL : 15 Lumber D,O.L, : 115 % Reaction JT BrgCombo Brg Width R d Brg Width Max React Max Grav Uplift Max Word Uplift Mar U lift Max Horiz 9 1 15 in — 353 Ibs -10lbs -10lbs 40 Ibs 5 1 5.5 in 150 in 343 Ibs Material Bracing TC: DFL # l 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others - BC: DFL # l 2 x 4 BC: Sheathed or Purhns at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead bads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 $ h — 15 tl; End Zone Truss, Both end webs considered. DOL — 1 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates : Mo- ba D, i-nac CSI, mac axial tome, (mac compr. tome ifdidae t 11om max axial tome) Only lba grater than 300lbs are shown in this table Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80) 3) Hanger is for graphical intreprelation only. Install hanger per manufac0.uee s recommendation 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At leastone web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the 6 " of each web panel point 7)A creep factor of 100 has been applied for this truss analysis 8) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side of the top chord shall not exceed 0 ` 9) Listed wind uplift reactions based on MWFRS Only loading. ALL PERSONS FABRICATING, HANDLING, EREC TWIG OR IN STALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCIFD TO I TnreBuild®Tmss Softre wav5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIN lITAT[ONSAND QUALIFICATIONS SECFOIIIH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILAB LE FROM EAGLE U PON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONN13MRS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: A10 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:52:43 760-423-9479 Page: 10171 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-" 0 / l2 7 0-0-0 0-M 0-M 0-M 1 24 in 28 lbs 1-0-0 4-0-0 1-0-0 5-0-0 1-0-0 $ 2V1 0.25 12 612- T 2y 1 4 �T T Lj 1 34 - 2A 1 3x4 0-0-0 0-0-0 1-0-0 4-0-0 1-0-0 5-0-0 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (hoc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0,16 (3-4) VertTL: 0.02 in L /999 (5-0) L /240 TCDL: 15 TPI1-2014 BC: 0.18(5-6) VertLL: 0.01 in L/999 (5-6) L/360 BCLL : 0 Rep Mbr Increase Yes Web : Op9 (2-0) Horz TL: 0 in 4 BCDL: 15 Lumber D.O.L.: 115% Reaction .rr BrgCnmbn Brg Wxlth Rqd Brg Nklth Mae Rurel Ivlm Grm Uplift Max 11tnd Uplift Max Uphfi Max firxrz 7 1 1.5 in — 353 lbs -10 lbs -10 lbs 42 tbs 4 l 5.5 in 150 in 343 lbs Material Bracing TC: DFL 41 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL # 12 x 4 BC: Sheathed or Purlins at t 0-0-0, Purlin design by Others Web: DFL #2 2 x 4 Loads l) This truss has been designed for the effects due to 10 psf bottom chord We load plus dead loads. 2) Thhis truss has been designed for the effects of wind loads in accordance witiASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Crable&hp, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = t 5 f(End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250lbs moving point live load has been applied to the BC concurrent with other dead+ live loads Member Forces Table indicts Mannba ID, mac (S7, mac mal form, (mac mrTr. force if diffumt from irnac viral form) Ordy form graff than 300lbs ae shown in this table I2-5 0066 -364 lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftrussis20%(Cq=0.80), Lu Jr 3) Hanger is for graphical intrepretafion only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage topreventponding. 4� Erj 5) Brace bottom chord with approved sheathing or purlins per -Bracing Summary. 6)At least one web of Otis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendiUdar to tie plane of braces 'Al 6" of each web panel point 8 2 4 S 7)A creep factor of 1,00 has been applied forihis truss analysis, r 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0-5 6/30/ 18 9) Listed wind uplift reactions based on MWFRS Only loading. L X P IX4, lCIV1\_—"—�A/ ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCT® TO TmeBuild®Trtss Software v5.6280 REFER TO ALL OF -ME INSTRUCTIONS, LIMITAT7ONS AND QUALIFICATIONS SEF FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEFAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss: A10-DT JobName: madison-lot-58b Date: 05/18/18 10:52:41 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-0-0 0 / 12 1 0-M 0-0-0 0-0-0 0-" 1 24 in 28 Ibs � 5-0-0 �1-0-0 11. 4-0-0 1 _ 1-0-06.0.0 1-0-0 0.25 12 6x12 - 2V 1 4 8 21 x14 F T T a 1 Li r 3x4 - 2 4 1 3.4 - 0-0.0 0-0-0 1-0-0 4-0-0 1-0-0 5-0-0 All plates shown to be Eagle 20 unless otherwise noted Loading(pS" General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.19 (3-4) VertTL: 0.02 in L / 999 (5-6) L /240 TCDL: 15 TPII-2014 BC: 0.21(5-0) VertLL: 0.0Im L/999 (5-0) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,14 (2-5) Horz TL: 0.0 t in 4 BCDL: 15 Lumber D.O.L.: 115% Reaction J l' Br Combo Br Wdth R d Br VvUdi Max React Max Grav Uplift Max Wind Uplift Max U Iift Max Horiz 7 1 15 in — 407lbs -80 Ibs -10 Ins -80 Ibs 42 lbs 4 1 5,5 in 150 in 400 Ibs -88 Ibs -88 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL # l 2 x 4 BC: Sheathed or Purlins at 10-M, Purtin design by Others Web: DEL 92 2 x 4 Loads l) This truss has been designed for the effects due b 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects due tD drag load distributed along shear walls along the bottom chord from 0-0-0 to 5-0-0: 180 plf. 3) Thus truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gabl&-hp, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, It = t 5 f( End Zone Truss, Both end webs considered DOL = 1.60 4) Minimum storage attic loading has been applied n1 accordance with IBC 1607.1 5)A250 lbs moving point live bad has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Menba m, ii v l3[ nrsd axial Rome, (mar cumpr. fume ifdiflaart from inex axial tome) Only fours gre wthai 300lbs are shown in this table lr 134 0.188 643 Ibs I l 12-4 0.115 7301bs (676lb7)l Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftmssis20%(Cq=0.80). ` --_.- 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 1 . I 4) Provide adequate drainage to prevent ponding. t� 5) Brace bottom chord with approved sheathing or prlrlins per Bracing Summary. cam, 6)Atleastone web ofthis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plans= or s insta'd 6 " ofeach web panel point 7)A creep factor of 1.00 has been applied for this truss analysis U 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" EXP. 6/ 3 0/ 18 9) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 7,4 may need to be considered. 10) Listed wind uplift reactions based on MWFRS Only loading • r I_AL}�� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuild*Truss Softvvare v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIIvQTATIONSAND QUALIFICATIONS SET' FORTH INTHE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MEGA. CONNEC TORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A11 1301 MONTALVO WAY, STE 4 JobName: madism-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:52:45 760-423-9479 Page: Iofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-11-8 0.25 / 12 1 0-" 0-" 0-" 0-" l 24 in 301bs s-t t-a 2-9-4 4-2-4 .. 2-9-4 6.114 3x4 - 0.25 1� 2 0 4 2V I 0-0-0 0-0-0 2-9-4 4R-4 2-9-4 6-11-8 All plates shown to be Eagle 20 unless otherwise noted Loading (psfl General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 022(2-3) VertTL: 0.03in L/999 (4-5) L/240 TCDL: 15 TPI1-2014 BC: 025(4-5) VertLL: 0.01 in L/999 (4-5) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0.15 (2-4) Horz TL: 0 in 4 BCDL : 10 Lumber D.OL.: 115 % Reaction JT Bra Combo Bra Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Upti t Marc Hertz 6 1 5 5 in 150 in 390 Ibs 51 Ibs 4 1 5.5 in 1.50 in 390lbs Material Bracing TC: DEL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This puss has been designed for the effects ofwind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/1 lip, Risk Category 0, Overall Bldg Dims 25 ft x 60 f(h = 15 1( End Zone Truss, Both end webs considered. DOL =160 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied ro the BC concurrent with other dead + live loads. Member Forces Table ind rates: Mamba ID, mac CS[, mac adal fume, (mac mmpr. Tome if di$aect fmm mac anal force) Only fors greater thai 300lbs ae shown in this table FCC 4-5 0247 Sat^ ttrs (-1 ld rbsl w1Nr I� 0.Q34 -338 ?-1 n ISS-Sissliss 1-5 OI09 6161bs 1•1561W Notes 1) Unless noted otherwise, do notcutor alter any puss memberor plate withoutprior approval from a Professional Engineer. 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80), 3) Provide adequate drainage toprevent ponding. Q 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary.Ct,O aF E {yam 4( 5)A creep factor of 1.00 has been applied forthis truss analysis.- 6) Listed wind uplift reactions based on MWFRS Only loading. 3241 rT' LxP, 6/30/18' OF OVA L<<��`? ALL PERSONS FABRICATING, HANDLING, EI=NG OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCT® TO I Tntel3uildOTruss Sotlware v5 6 280 REFERTOALLOFTHEINSTRUCTIONS,L00TATIONSANDQUALIFICATIONSSECFORIHINTHEEAGLEMEIALPRODUCTSDESIGNNOTESISSUEDWITH Ilf Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 PITCH QTY OHL OHR CANT L CANT R 0.25 / 12 1 (W-0 09)-0 0-0-0 04W s.+sa 2-9-4 4-2-4 2.9-4 a-11-6 0-0-0 0.25 12 2 41 2-9-4 2-9.4 All plates shownto be Eagle 20 unless otherwise noted Loading (psi) General CSI TCLL : 20 Bldg Code : CBC 2016/ TC: 022 (2-3) TCDL : 15 TPI 1-2014 BC: 0,25 (4-5 ) BCLL : 0 Rep MbrincreaseNo Web: 0.15 (2-4) BCDL: 10 Lumber D.O.L.: 115% 0-0-0 4-2-4 6-11-6 Deflection LJ VertTL: 0.03 in L / 999 VertLL: 0,01 in L/999 Horz TL: 0 in Truss: A11A JobName: madison-lot-58b Date: 05/ 18/ 18 10: 52:47 Page: 1 of 1 PLYS SPACING WGT/PLY 1 24in 30lbs (roc) Allowed (4-5) L/240 (4-5) L/360 4 Reaction JT Brg Combo Bug Width Rqd Big Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 6 1 5 5 in 150 in 390 Ibs 51 Ibs 4 1 5 5 in 150 in 390 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL #1 2 x 4 BC: Sheathed or Purhns at 10-M, Purlin design by Others. Web: DEL 92 2 x 4 Loads 1) This Goss has been designed forthe effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h =15 It End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage allic loading has been applied in accordance with IBC 1607.1 4)A250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads Member Forces Table indicates: Maurer m, aim CS1, n� adal force, (ir comer. forte ifddlinnt 5om mac adal tone) Only form greater than 300lbs ae shown in this table TC 112 0.158-563lbs I l II 11-5 0.109 616lbs (4561bmil Notes l ) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80) 1 3) Provide adequate drainage to prevent pending (• ` _ 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary., t 5)A creep factor of 1.00 has been applied forthis truss analysis. 6) Listed wind uplift reactions based on MWFRS Only loading 6/30/18 f� CIVI F CA ALL PERSONS E.4BRICATING, HANDLING, EP=NG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuild®Tnuss Software v5 6.280 REFER TO ALL OF THE INSTRUCTIONS,LIIvQTATIONSANDQUALIFICATIONSSETFORIHINTHEEAGLEMETALPRODUCTSDESIGNNOMISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MEFAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS 16-5-8 0.25/12 1 0-6-12 0-00 0-" 0-04) 1 0&f2 a.t6 S-f$ I aT8 a-f� t—t 9-12�-2 TT 0 N lT 0.25 1 x4 - 2x� 1 63- 53- 6x8 - 2.641 0-0-0 V! r _4-1-6 4-1-6 8-2-12 All plates shown to be Eagle 20 unless otherwise noted 3x8 - 2)�4 1 4xf - 712 - 1 T 0.0-0 4-1-6 12-4-2 16-5-8 Truss: A-DT JobName: tnadison-lot-58b Date: 05/18/18 10:52:16 Page: 1 of 1 Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2011/ TC: 0,41(2-3) VnTL: 021in L1915 (8-9) L/240 TCDL: 15 TPI1-2014 BC: 0,58(8-9) VertLL: 0.05m L/999 (8-9) L/360 BCLL : 0 Rep Mbr IncreaseNcr Web: 0.50 (1-9) Horz TL: 0,02 in 5 BCDL: 10 LumberDO.L : 115% Reaction JT BrgCombo BrgH4clth R%tdIIrgWidth Mar React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz l0 1 15 in — 1,440 lbs 69 lbs 5 1 55 in 150 in 1,400lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Rurlins at 3-2-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 8-1-0, Purtin design by Others. Web: DFL 42 2 x 4 Loads 1) This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 16-5-8: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GabloHip, Risk Category 11, Overall Bldg Dims 25 ftx 60 f( h= 15 $ End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage allic loading has been applied in accordance with BC 1607.1 5 )A 250 lbs moving point live load has been applied to the BC concurrent with other dead +live loads Load Case DI: StdDeadl-oad Distributed Loads Member Location Location Direction _ Spread Start Load End Load TnbWidlh Top -0-6-12 16-5-8 Down Proi 34 psf 34 psf 24 in Me[nber Forces Table indicates: Mamba D. max CS1 max axial tome (mar conmr. force ifdiTmt from r ar axial rome) Only tomes ereter that 300lbs are shown in dris table TC 1-2 2 S 0405 0 410 2,58916s 3.n11lbs 3A 4-5 0404 0.%6 -3,220 lbs .2223 firs SC 6.7 0146 4 7lbs 7-8 0508 1-371 11>1 8-9 4575 Z931hs q-10 0 181 -761- lbs %3W 1-10 0.148 -1,3741bs 2-8 0 181 1,3151bs (370144 4-7 0113-1,0231bs 1-9 0501 2,80816s 3.8 0063 -5511bs 5-7 0451 2,4881bs _9 0 096 -914lbs 4-8 0 216 1,564 Ibs (-19 ttm) Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof tress is 20 %(Cq = 0,80)- 3) Hanger is for graphical inhepretation only. Install hanger per manufachuer's recommendation, 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)Acreep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) Listed wind uplift reactions based on MWFRS Only loading. SPACING WGT/PLY 24in 79lbs r7 ,241 .Vxp. 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSTRUCTED TO TmeBniIcWTtuss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, 1,11VI TATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Prochrcts THIS DFSIGNAND AVAILABLEFROM EAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B 1 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:31 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 32-" 0 / 12 9 0-M 040 0-M 0-" 1 24 in 152 lbs 4.9-10 , 2." 1-6-4 4 4 o T 91 I 3x44 - 9 025 12 214 I 616 7 3�4 - 6xe _ 9 6Z� fix11? - 1 5rb9- TTT21 2x4 I T 22U 1 4z9 - 27 I 6z10 - 3.4 - 7X8 - 6z9 - 4x4 m 0-0-0 0-0-0 1-0- 2-1-6 2-1-6 4-9-111 4-9-9 4-9-10 4-9-9 4-9-10 ,1A4 -0- 3-1-6 5-2-12 10-0-8 149-15 19-7-9 24-5-2 29-2-12 32-0-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0,72 (10-11) VertTL: 038 in L / 750 (15-16) L /240 TCDL: 15 TPII-2014 BC: 0.56(16-17) VertLL: 0.16in L/999 (15-16) L/360 BCLL: 0 Rep Mbr Increase Yes Web: 035(10-14) Cant/OHTL: 0.16inUP 2L/759 21 2L/480 BCDL: 10 Lumber D.O.L.: 115% Cant/OHLL:0.1 in UP Lt._— TI - AM ;_ 2L/999 2t III 2L/480 Reaction Jl' BrzCcimbo Brg Width Rqd Brg Wdth Max Re= IvW Grav M11 Max %%d lJpiiR Max Uphill Max Nrxrz 18 l 5.5 in 1.68 in 1,577 Ibs 97 Ibs 13 l 5.5 in 3.84 in 3,597 Ibs 11 1 5.5 in 150 in 47 lbs -1,978 Ibs-219lbs -1,978 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-9-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins 13-11-0, Purlin design by Others Web: DFL #2 2 x 4 except DFL SS 2 x 6: 22-21 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60 ft, h = 15 ft, End Zone Truss, Both end webs considered DOL = 1 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving pointlive load has been applied to the BC concurrent with otherdead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 22-1 LoadCase DI: StdDeadLoad Distributed Loads Member Location) Location Direction Spread Start Load End Load TnbWidth _ But 0-M 5-M Down Proi 5 psf 5 psf 24 in Pan[ Goads Member Location Direction Load Trib Width Top 29-2-12 Down 96lbs Mem her Forrec Tahlr iMi-t- V—k, ID mar (Cr mar axial f— !ma mmnr fogy ifdiff r k— mar axial form) Onil F.— n to th- 30011,c am 4— TC 46 5-6 6-7 0383 0270 0217 5331bs -1,8841bs -1.3941bs (-79IN) 744 V) 9-10 0247 0215 0276 -2,71I Ibs -2,108 lbs -325lbs 10-I1 0722 2,5231bs (.4011w I; BC 1344 0248 522IN I&i7 0559 2,70616s (•2411rs) 14-15 0200 3221bs (-371IN) 17-18 0198 -1,0971bs 15-16 0455 104tbs J-341bs I&t9 0198 -1JonIN Rib 211 0.094 5301tu (•72$91 7.17 0.374 •Io12lbs M-13 016'_ -1,4341ia Z-19 0.051 -4521bs 8-16 0133 7191bs 11-13 0433 -3,241 Ibs 5-19 0.122 6781bs (-1991b5) &15 0061 -5541bs 5-18 0.146 -1,4221bs 945 0.364 1,998lbs (47IWJ 5-17 0.484 2,709 Ibs (-149 Ibs) 9-14 0.107 -962 Ibs 6-17 0.037 3321bs 10-14 0.546 2,9791bs (951b) ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRU= TO TtueBuildtTnrss Software v5.6.280 REFER TOALL OF THE INSTRUCTIONS, LINUTATIONSAND QUALIFICATIONS SET FORM IN THEEAGLE MnU PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSM. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B 1 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:31 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 32-M 0 / 12 9 0-M (-0-o 0-" 0-" 1 24 in 1521bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0 80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or ptrrtins per Bracing Summary. 5)At least one web of Avis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the truss Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" 8) Due to negative reactions in gravity bad cases, special connections to the bearing surface atjoint 11 may need to be considered 9) Listed wind uplift reactions based on MWFRS Only loading 10) Parapet TL: 0.04 in, 211776 (22-1),Allowable 2L/120 Q?'Y ss/off 8241 Exp. 6/30/18 4F i_�ALiC4��. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TnreBuild*Ttuss Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATION S SET FORIH IN THE EAGLE ME-rAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECIORS ARE USED. I OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B2 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:33 760-423-9479 Page: Iof2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 32-0-0 0/12 24 (W-0 (W-0 0-" 0-" 1 16 in 1481bs JL-U-U -0•Q 2.18 r 2.1$ r 4•&IA 4.9-9 _ +)-@-74 4.9.9 4.3}{) _ 2.9-i i 3-1-6 5-2-12 10-0-6 I19-11 19-7-9 245.2-!�2.12 —� 3240 1-0•A 1-64 0,25 12 214 1 21 2u 1 4A - 0-0-0 0-0-0 `1-0- 2-1-6 2-1-6 4-9-10 i 4-9-9 r 4-9.10 r 4-9-9 4-9-10 r 2-9-4 �I-O- 3-1-6 5-2-12 10-06 14-9-15 19-7-9 24-5-2 29-2-12 32.0.0 AI l plates shown to be Eagle 20 unless otherwise noted Loading'PS" General CSI Deflection LJ 0oc) Allowed TCLL: 20 Bldg Cade: CBC2016/ TC: 030(8-9) VertTL: 0,55in L/573 (15-16) L/240 TCDL: l5 TPI1-2014 BC: 0.64(15-16) VertLL: 023in L/999 (15-16) L/360 BCLL : 0 Rep Mbr Increase Yes Web: 0.53 (7-17) Cant/OHTL: 023 in UP 2L / 526 21 2L /480 BCDL: 10 LumbefD.O,L,: 115% Cant/OHLL: M2inUP 2L/999 21 2L/480 HorzTL: 0-06in 12 Reaction JT Brg Combo Brg Width Rqd BrgWidth Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 18 1 5.5 in 150 in 1,307 lbs 65 lbs 12 1 5.5 in 150 in 945 lbs Material Bracing TC: DFL # 1 2 x 4 TO Sheathed or Purlins 13-4-0, Pudin design by Odiers- BC: DEL 91 2 x 4 BC: Sheathed or Pudins at 7-1-0, Partin design by Others Web: DFL 02 2 x 4 except DFL SS 2 x 6: 22-21 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 f% h = 15 fi; End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage allic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead + live loads- 5) ** - Indicates parapet wind loading has been applied to member 22-1 LoadCase DI: Std DeadLoad Distribtrted Loads Member Location Location Direction Spread Start Load End Load TribWidth Bet 0-M 5-M Down Proi 5 psf 5 psf 24 in Point Dads Member Location Direction Load Tnb Width Top 29-2-12 Down 96lbs Member Forces Table indices: Mcu berD, mac CSI, rmx axial force, (mar. ccrrpr, force iHiffimt flour mac aria) force). Only tomes grcterthai 300lbs mshown TC 4-5 56 0 0291 0.209 0.19) 424 lbs -1,9721bs •1,01 1br (4616s) 7-8 89 940 0290 0303 02" -3,278 lbs -3,464 lbs -7 7'Q lbs 10-11 0.113 -1,285 lbs FA' 0312 I281lbs 16-17 0620 3,276lbs (39lbs) ;3.14 415 0541 2,747 lbs (-13165) 17-18 0170 -839 lbs 15-I6 0.642 3-461 lbs 14i lbs) 18-19 0 170 -839 lbs W& 2-4 0.075 •1.'.-.'.Ihs (-II Ibs) S-16 0.141 -)7G des 11.12 a16'_ -%1 % 2.19 0.040 -355 lbs 9-15 0145 823 lbs (-341bs) S.19 0.088 500lbs (-118lb%] 9-14 0,052 -490lbs 5-18 0.121 -1.188lbs 10-14 0,283 1,602 lbs (67 [ba) 347 0.463 2,619lbs (-103 16a) 1043 0,092 -833 lbs 7.47 0.525 -1,423 lbs 11-13 0279 1,57S lbs q� 8241 Exp. 6/30/18 C I'V 1 \- -- ALL PERSONS FABRICATING, HANDLING, ERHCliNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSTRUCIFD TO I TrueBuild®Tmss Software v5.6280 REFER TOALLOFTHE INSTRUCTIONS, LINUT:ATIONSANDQUALIFICATIONSSETFORIHIN THE EAGLEMEDILPRODUCTS DESIGN NOTES ISSUEDWITH Eagle Metal Products THIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLEMEDrd- CONNECTORS AREUSED- OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B2 1301 MONTALVO WAY, STE 4 7obName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:34 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL ORR CANT L CANT R PLYS SPACING WGT/PLY 324)-0 0 / 12 24 0-M 0-M 0-M 0-M I 16 in 148 lbs Notes l) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80). 3) Provide adequate drainage to prevent ponding 4) Brace bottom chord with approved sheathing or pLahns per Bracing Sununary. 5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) Listed wind uplift reactions based on MWFRS Only loading 8) Parapet TL: 0 05 in, 21J543 (22-1), Allowable 21Jl20 [ 8241 m Exp. 6/30/18 iJ h 1, I V 1\, �F ,qrE OF CALI�p� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCT® TO I TmeBWIdVTruss Software v5 6280 REFER TOALLOFTHE INSTRUCTIONS, LIMITATIONSANDQUALIFICATIONS SErFORIHINTHEEAGLEMETALPRODUCTS DESIGN NOTES ISSUED WITH jl Eagle Metal Products TE THIS DESIGNAND AVAILABFROMEAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B3-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:36 760-423-9479 Page: Iof2 SPAN Pfl CH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26.11-8 0.25 /12 1 0-" 0-" 0-0.0 0-" 1 24 in 145 lbs 0 N � Tl T ze-+1-e � 4-11-14 , 4-9-9 , 4-9-10 4-10-7 2-6-0 , 2-6-0 1 2-6-0 , R11-I4 9-&7 1i.7-1 19-5-8 21-11-8 2i�Sa 26-11-0 0.25 12 3x8- c_c _ 2x4I 6x6 - 5XP • 41 - 2V I 3V • 710 0-0-0 0-5-8 0-5-8 0-0-0 4.17-1i , i-4A 4-9-10 4-10-1 1 2-6-0 , 2-0-0 1 2E-0 , 4-11-14 9-9-7 12 -1 19-5-8 21-11-8 24-5-8 26-11-6 All plates shownto be Eagle 20 unless otherwise noted T T M Loading (psf) General CSI Deflection L/ (toe) Allowed TCLL: 20 Bld ode: CBC2016/ TC: 0.63(4-5) VertTL: 026m L/877 (16-17) L/240 TCDL: 15 TPI1-2014 BC: 0.55(16-17) VertLL: 0.1 in L/999 (16-17) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,40 (3-17) Horz TL: 0.02 in 13 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT 13rg Combo Big Width Rqd Big Width Max Ike= MaxGr+v llpfill Max Wmf I )pliil Max Uplift Max i [oet 18 1 5-5 in 1-50 in 854 lbs 70lbs 13 l 5.5 in 177 in 1,662 lbs 8 1 5.5 in 150 in 399 lbs -321 lbs -21 lbs -32 l lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed orPurlins at3-10-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins 15-M, Purlin design by Others, Web: DFL #2 2 x 4 except. Web: One MidpointRow:4-l3 DFL #1 2x 4: 1-18 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 27-0-0: 200 plf. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 fit, It = 15 ft, End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607-1 4)A 250 lbs moving point live bad has been applied to the BC concurrentwith other dead+ live loads. Member Forces Table indicates Menba m, max CSI, m axial to= (mac corrpr. fume ifdi8aad from rrox axial to=) Only form geatathar 3001bs ae shown in this table TC 12 2-3 0391 0266 2,137 lbs -,138Ib6 3-1 4-5DG27 0268 -2 111 I,5tiS Aix 781bs) 56 w 0478 0..169 755 lbs 893 bs (IG9 lbs) 3031 74 0087 305 lbs (-2601h5} EC 9-to 0057 ..X611A 12»13 0.tM6 -1,710Iix 0,357 1,441 pu (,2b61ht) I7•18 0.237 I,albl6s. 11-12 0087 -581IbY 14- 5 0399 -Z071in :546 &!7 0.553 1,3391bs -72Ibs %1W 1-18 0.072 -778 lbs 4-16 0234 1,576 tz (-303 Ibs} 7.12 0 141 -4,096 Rm 1-17 0391 2,211 lbs (-89Rx) 4-13 0.365 -2,797lbs 7-11 0.075 422lbs (-3091hs) 2-17 0.041 -372 lbs 15-13 0218 1,556 lbs (30816s) 8-11 0-061 494lbs 3-17 0.399 -110991bs $-13 0.166 -8471bs 11-9 0.052 376 lbs (373 lbs) 3-16 0034 -4111bs 5•i2 0.203 1,4301bs (2481bs] Notes 1) Unless noted otherwise, do notcutor alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable webs placed at24 " OC, U.N.O. rr7 3 )Attach struck" gable blocks with 2x4 20ga plates, U.N.O. 6/ 3 0/ 18 `43 X p 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA * 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6) Provide adequate drainage to prevent ponding J' 'J� C I 1 L 7) Gable must be sheathed on one side or lateral bracing applied appropriately. 8)At least one web of this truss has been designed with a panel point in 01e web All panel points on such webs shall be braced laterally perpendicular to the plane of One truss- L tii ;st tlQ,lk W within 6 " of each web panel point 9)A creep factor of 100 has been applied for this truss analysis. 10) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 11) n ' I Indicates lateral bracing required perpendicular to the plane ofthe truss at either the midpoint (one shown) or third points (two shown), bracing by others- See BCSI-133 for additional infomration, ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnueBuild®Truss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL. CONNECTORS ARE USED- OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B3-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:36 760-423-9479 Page: 2 of2 SPAN PrFCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-11-8 025 / 12 1 0-" 0-M 0-M 0-" 1 24 in 145 lbs 12) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoint 8 may need to be considered 13) Listed wind uplift reactions based on MWFRS Only loading f' -241 4 Exp. 6/30/18 CIVO ALL PERSONS FABRICATING, HANDLING, ERFC-ITNG OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuiIcMTluss So11vvm v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORIH IN TI-IE EAGLE MEFAL PRODUCTS DESfGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: B3-GBDT 1301 MONTALVO WAY, STE 4 .lobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:38 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANTL CANTR PLYS SPACING WGT/PLY 19-11-8 0.25/12 1 0-" 0-M 0-" 0-" 1 24in 94lbs j 4.11•t4 4-9-9 4-9-10 5-4-7 ; 4-11-14 9-9-7 14a-1 19-11-e 0.25 12 4 4x4 - 3V - 4x4 - 24,4 l - 4 0-0-0 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General TCLL : 20 Bklg Code : CBC 2016/ TCDL : 15 TPI 1-2014 BCLL: 0 Rep Mbr IncreaseNo BCDL : 10 Lumber D_O.L- : 115 % 4-94 j 4-9-10 9-9-7 14-7-1 5-4-7 19-11-i 0-0-0 CSI Deflection L/ (loc) Allowed TC: 0.46(3-41) Vert TT,: 0.05in L/999 (6-7) L/240 BC: 0,25(6-7) VertLL: 0.03m L/999 (6-7) L/360 Web: 0.60 (3-9) HorzTL: 0 in Reaction Combo arg Widd1 Rc 1�13FZ Wdd1 Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 1 239.5 in N/A 442 lbs -217 lbs -217 lbs -746 Ins 1 239.5 in N/A 595lbs -334lbs 1 239.5 in N/A 475 Ins 47 lbs 1 2395 in N/A 581 Ibs -1,734lbs 1 2395 in N/A 515 lbs -313 lbs -313 Ins -694 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 5-5-0, Purlin design by Others BC: DEL 91 2 x 4 BC: Sheathed or Purlins at 7-10-0, Purlin design by Others Vkb: DEL #2 2 x 4 except DFL # 1 2 x 4: 1-10 Loads l) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 04)-0 to 27-0-0: 200 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 $ h = 15 $ End Zone Truss, Both end webs considered. DOL = [.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607. l 4)A250Ins moving point live bad has been applied to the BC concurrent with other dead+ live loads - Member Forces Table indicts: Manba ID, mac CSL mar anal form (r <minor, force ifdiflamt fiom mar axial force) Only fors asYa it= 3001bs m shown in this table TC 12 0-413 I4181be -1,4I1Ihe 23 0-412 1,201lhs -1,INlhs13-4 0-456 916lbs RX Iln 4-5 0357-985lbs IKI (r7 9 25Q X1716e 7-9 0-M -cm Pas &9 fl niS .6491tn 9-10 0.226 -w ]6s hAHr 1-10 0,042 -4741hs 3.9 0602 -1,661 lbs 4-7 0.053 -81bs 1-9 OS50 -1.511 lbs 3$ 0-052 622 lbs 5-7 0.467 1,081 Ibs (1,076 1ba) 2-9 0-044 -395 lbs 4-8 0 519 -1,420 lbs 56 0-036 -397 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at 24 " OC, UN.O, 3)Attach structural gable blocks with 2x4 20ga plates, U.N.O. 4) Bracing shown is for in -plane requirements- For out -of -plane requirements, refer to BCSI-133 published by the SBCA 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80) 6) Provide adequate drainage to prevent ponding 7)A creep factor of 100 has been applied for this truss analysis 8) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoinls 6, 10 may need to be considered 9) Listed wind uplift reactions based on MWFRS Only loading it 2411 Fri rn Exp. 6/30/18 r'F f ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I T1ueBuild®Truss Software v5 6 280 REFERTOALL OFTHE INSTRUCTIONS, LRvQTATIONSAND QUALIFICATIONS SET FORTH INTHE EAGLE NIECALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST DESIGNVALID ONLY WHEN EAGLE MEEAL CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B3-GT 1301 MONTALVO WAY, STE 4 JobName: madism-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:40 760-423-9479 Page: Iof2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-11-8 0,25 / 12 1 0-M 0-0.0 0-M 04W 2 24 in 122lbs a N N v 11 TT I_ 26-11-8 4-11-14 4-9-9 4-9-10 4-&9 4-9-10 2-9-4 4.11-14 9-9-7 14.7.1 1L-1S 24-24 26-11-8 0.26 12 4A4- g 61- 6r.p- a,� _ 2x4 I 6X¢ - 5 0-0-0 0.0.0 o 4 g14 16 4 9A 0- 4.11 • N 111 14.7-1 1114-10 24R-4 2�1 T•8 All plates shown to be Eagle 20 unless otherwise noted Loading (pso General CSI Deflection L/ (loc) Allowed TCLL: 20 BldgCode: CBC2016/ TC: 0,85(6-7) Vert"IL: 0.39in L/730 (11-12) L/240 TCDL: 15 TPI1-2014 BC: 0.65(12-13) VertLL: 0.08in L/999 (11-12) L/360 BCLL : 0 Rep MbrIncreaseNo Web : 0.55 (6-10) HorzTL: 0.02 in 8 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT BrgCombo Br Width R d BFZ Width Max React Max Grav U Gft Max'Mnd U lift Max Uplift Max Honz 14 1 5 5 in 1.50 in 1,898 lbs 70 lbs 9 1 5 5 in 3.52 in 6,598 lbs 8 1 55in N/A 0lbs -3,455lbs -1,129lbs -3,455lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL # l 2 x 4 BC: Sheathed or Purlins at 7-5-0, Purlin design by Others. Web: DFL 42 2 x 4 except DFL #1 2x 4: 1-15 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Flip, Risk Category 11, Overall Bldg Dims 25 ftx 60 $ h=15 ft, End Zone Truss, Both end webs considered. DOL = 1,60 3) Minimum storage attic loading has been applied n accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads Load Case DI: StdDeadLoad Distributed Loads lmortxT Lclasion I Lticyim i]i< cOm $mew Start Load End Load TnbWidth Top 0-0-0 26-11-8 Down Proj 45 psf 45 psf 24 in ^� Point Loads Member Location Direction Load Tnb Width Top 24-2-4 Down 45 lbs Member Forces T.W indwl M-i -r Ili — ( St mac -ial f— (mere --r f— ifdiff t firm ma r axial fn—) C.1l fn nz mxtw rhm lMlh—h— TC 1-2 2-3 0450 0.3'1l5 2,290lbs -�.,?91 ibs 34 15 0342 a28? 2,95916s v-+091hs 6.7 0846 2,521lbs (oIN) W 9-10 0252 2,520lbs 11-12 0450 2,204lbs 10-11 0.167 3'_l lbs 12-13 0.649 2,954lbs Nab 1-15 0.079 -84316s 442 0 162 W; Ibs 6-10 0$49 ;Losqu 1-13 0-437 2,369 lbs 441 0067 -637 lbs 6a 0149 -1,412 lbs ,%13 0.046 429b 5-IID 0.378 7A 0342 -30951b 3-13 0.098 -731 A 0108 -2060lb 1,027bs 74 0322 1,1703bss Notes 1) Unless noted otherwise, do notcutor alter any truss member or plate withoutprior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq= 0.90). 3) Provide adequate drainage to preventponding 4) Brace bottom chord with approved sheathing or purtins per Bracing Summary. 5)A creep factor of 100 has been applied for this truss analysis- f /T \- a 241 F Exp. 6/30/18 �JJ IALL PERSONS FABRICATING, HANDLING, EREC T NG OR INSTALLING ANY TRUSS BASED UPON -MISTRESS DESIGN DRAWING ARE INSTRUCTED TO I TnieBuild*Tmss Sottware v5.6.28( REFER TO ALLOFTHEINSTRUCTIONS,LIMITATIONSANDQUALIFICATIONSSECFORTHINTHEEAGLEMETALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products 1 ] IS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B3-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:40 760-423-9479 Page: 2 of2 SPAN PUUCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-11-8 0.25 / 12 1 0-M (4W 0-M 0-M 2 24 in 122lbs 6) Due to negative reactions in gravity bad cases, special connections to the bearing surface atjourt 8 may need to be considered. 7) The forces shown for this multi -ply truss are per ply and the reactions are for all plies Two identical trusses shall be built and attached as follows, per ply: l 6d Nails or Grin Nails[min .135"x3 TC -1 row @ 12 in oc, BC -1 row cr 12 in oc, Webs - I row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental I6d Nails or Gun Nails[min .I35"x3 as follows within 24" of the location shown: TC: 24-24,(1)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations 8) When applied loads are on one side ofgirde5 do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half ofthe connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 9) Lateral bracing shall be attached to each ply. 10)At fasteners minimum 2-1/2" long, unless otherwise noted. 11) Nails in lstand 2nd ply shall be offsetfrom successive plies by 1/2 the nail spacing 12) Listed wind uplift reactions based on MWFRS Only loading, e �j) E SS , o � C 7 x ,241 � Exp 6/30/18 CIVo CA ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I True13ndcWTmss Software v5,6280 REFER TO ALLOF THE INSTRUCTIONS, LII JI=ONSAND QUALIFICATIONS SETFORIH IN THEEAGLE [v[ETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:29 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 32-" 0.25 / 12 1 0-0-0 0-M 0-" 0-0.0 1 24 in 156 Ibs 1 3-1-6 h1-10-1011-6G 4-0-6 4-9-9 1 4-9-10 h 4-9-9 4-9-10 2-9-4 3-1-6 5-0-0 10-0-6 14-9-15 19-7-9 24-5-2 29-2-12 32-0-0 0 NIo i U114- 41- 4. � 1 0.25 12 31 6%¢- 4V. 61- 61f- 91le 1 5 7 1 TT 2z 1_' 42xd_ x �l 6. 9- 411- 7.9- 6.19- 19. 2X11 10-- Iq 0-0-0 0.5-8)-5-8 0-0-0 3-1-6 1-10-101-0- 4-0-6 4-9-9 4-9-10 4-9-9 4-9-10 2-9-4 3-1-6 5-0-0 -0- 10-0-6 149-15 19-7-9 24-5-2 29-2-12 32-0-0 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,82(9-10) VertTL: 0.38in L/740 (14-IS) L/240 TCDL: 15 TPII-2014 BC: 0.63(15-16) VertLL: 0.17in L/999 (14-15) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 057 (6-16) Can(/OH TL: 0.19 in UP 2L / 631 22 2L /480 BCDL: 10 Lumber D.O.L.: 115% Cant/OHLL: 01inUP 21,/999 22 2L/480 Ilor/. 11, m)l irl 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 19 1 55 in 1.65 in 1,549lbs 70 lbs 12 l 5,5 in 3.88 in 3,635 lbs 10 1 55 in 1,50 in 41 lbs -2,001 lbs -217 lbs -2,001 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-5-0, Purfin design by Others, BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 3-8-0, Purlin design by Others, Web: DFL #2 2 x 4 except DFL # 1 2 x 4: 1-22 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord five load plus dead loads 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-M to 32-0-0: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GablaHip, Risk Category II, Overall Bldg Dims 25 ft x 60 t( h = 15 It, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minunum storage attic loading has been applied in accordance wilh IBC 1607.1 5)A250 lbs moving point five load has been applied to the BC concrurentwith other dead+ live loads. LoadCase DI: StdDeadLoad Distribided Loads Member l..Iharlirnl I I.ocatKin 2 1 mxlian Sprrzld SwLoad Fnd Lood TribWidth Bot 0-0-0 5-M Down Proi 5 psf 5 psf 24 in Point Loads Member Locabon Direction Load TnbWidth Top 29-2-12 Down 96 Ibs MPmhor Farrar Tahlc mdi— March -ID mar rc1 mar aria) 4i— fi-- M— ifiA— fmm „ur areal fh�l C1ni, fnms on thm IMx , J— TC 12 :-3 34 0182 0406 0.254 739 lbs 1,9441bs CAI Pm (-3491bs) (431:bS) (-M 4-5 56 &7 0247 0297 0287 1,669 lbs 2,3171bs -?8771in (-1,572 FM 7-8 8-9 9-10 0251 0319 0..319 2,1961bs -1,030 lbs Z549km (-3311n) BC: 11-12 0317 4I21bs 14-15 0529 2.IQ111s C-391bs) 18-19 0159 -2,298lbs 12-13 0.290 2,548 lbs 15-16 0.634 2,872 lbs (25 161 21 22 0.100 -569 lbs 13-14 0232 919lbs I{15 16-17 0.180 95516s 750 %W) 121 40U i13lbs 5-18 0.548 -2,33216s 7-14 0.064 -583 & 2-21 0070 398lbs (-841b4 18-16 0.374 1,969lbs 8-14 0.376 2,067lbs (45ibs) Z49 0.138 -1,276lbs 5-16 0.057 416lbs (185 IW 8-13 0.109 -981 Ibs 21-19 0088 -895 lbs C.16 0.570 -1,573 lbs 9-13 0.556 3,0311bs (-951bs) 349 0.174 -1,1101bs 6.15 0.043 -351 lbs 9-12 0.164 -1,4501bs 3-18 0.319 1,777 lbs (119 ft) 7-15 0252 1,399 lbs (689 10.12 0.438 -3,2741bs ALL PERSONS FABRICATING, HANDLING, FRET NG OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TnreBltild®Truss Software v5.6,0223 REFER TOALL OF THE INSTRUCTIONS, LLMITATIONSAND QUALIFICATIONS SETFORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:53:29 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 32-M 0.25 / 12 l 0-M 0-" 0-M 04W 1 24 in 156lbs Notes I) Unless noted otherwise, do notcut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabricalion tolerancefor this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing SLM-flary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss taleral braces shall be installed within 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 8) Due to negative reactions in gravity bad cases, special connections to the bearing surface at joint 10 may need to be considered. 9) Listed wind uplift reactions based on MWFRS Only loading. �9LO�Ess 0 t.8241 ' 717 Exp. 6/30/18 Jf C m\- ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCT® TO I TnteBuild®Truss Software v5 6.0.223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORIH IN THE EAGLE MEAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUS®. OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY PALM SPRINGS CA. 92262 Truss: C JobName: madison-lot-58b Date: 05/18/18 10:53:46 Page: l of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-11-0 0.25/12 7 0-" 0-M 0-" 0-0-0 1 24in 120lbs om 8x1' - 0.25 12 5.7 _ 1 5x9 - 4.4. _ 127025 I2N 1 z 78 • 7.9 . 44 . 42- 7.1 z.41 5.9. 0-0-0 0-0-0 3-0-12 3*14 343-4 33J 3•E•1 34r-4 1-0.0 3.0.12 5-2.0 9.10.4 19.8-Q 17.2-12 20-11-0 1.11 AI I plates shown to be Eagle 20 unless otherwise noted Loading(psf) General CSI Deflection Il (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: OA8(5-6) VertTL: 0.5in L/515 (13-14) L/240 TCDL: 21 TPI1-2014 BC: 056(13-14) VertLL: 0.15in L/999 (13-14) L/360 BOLL: 0 Rep Mbr Increase Yes Web: 0.83(6-8) HorzTL: 0.02in 10 BCDL : l5 Lumber D.O.L.: 115 % Reaction JT Brg Combo Br Width R d BM Width Max React Mar Grav U lift Max Wind Uplift Max Uplift Max Horiz 1 1 5 5 in 150 in 1,458 lbs -50 lbs 10 1 15 in — 1,488 lbs Material Bracing TC: DEL 91 2 x 4 TC: Sheathed or Pur5ns at2-", Purlin design by Others BC: DFL ff 1 2 x 4 except BC: Sheathed or Purlins at 10-M, Purlin design by Others DFL SS 2 x 6: 12-17 Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 115 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 it h = 15 ft, End Zone Truss, Both end webs considered DOL = 1 60 2) Minimum storage allic loading has been applied in accordance with IBC 1607.1 3)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads Member Forces Table inchcates: Menba ID, mac CSL mac axial foma (max oomor, fame ifdiIIaert from mac axial force) Only foam eruatathac 300lbs are shown in this table TC l 2 24 0.210 0.358 2,317lbs 39921bs 34 4-5 0 363 0.482 -3,993 lbs 5,341lbs 5G 6-7 OA85 0.184 -5,354lbs -383lbs HC 10-11 0.395 2,04316s 1243 0.440 4,09516s r4-15 0.536 5,300 K 11-12 0.402 1758lbs 13-14 0562 5 49lbs 15-16 0.268 2314lbs %b 1-16 0.500 ZGW Ibs 6S 0.931 -%736 N 2.16 0.114 -1,034lbs 8-12 0451 2,350lbs _'-15 0,353 1,8361bs &10 0272 -2,504 lbs 4-15 0.322 -1,401 lbs e-13 0.255 1,329lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80) 3) Hanger is for graphical intreprelaton only. Instal] hanger per manufaclurees recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary 6)At least one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factorof 100 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the lop chord shall not exceed 0.5" 9) Listed wind up]iftreactons based on MWFRS Only loading. CIV1, F CAL ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TrueBWUTtuss Software v5 6.280 REFER TO ALL OF THE INSTRUCTIONS,LINIITATIONSANDQUALIFICATIONSSECFORIHINTHEEAGLEIVIETALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: C 1 1301 MONTALVO WAY JobName: madison-lot-58b Date: 05/18/18 10:53:56 PALM SPRINGS CA. 92262 Page: l of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 104W 0/12 7 O-M 0-" 0-" 0-" 1 24in 51lbs rn.a.o 1-0.0 , 4-6-0 , 4-6-0 , 1-0-0 5-6-0 10" 1-0-0 0.25 12 3x4 - �vd I A 612 - 43 - 2 A I 5.1. 2A , 0-0-0 0-0-0 _ ,_U-0 I 4-6_0 , 4-&6 , t-01 5-6-0 164E t All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 025 (24) VertTL: 0.06 in L /999 (7-8) L /240 TCDL: 21 TPI1-2014 BC: 0,27(7-8) VertLL: 0.02in L/999 (6-7) L/360 BCLL : 0 Rep Mbr Increase Yes Web : 0.33 (3-4) HorzTL: 0 in 5 BCDL: 15 LumbeCDO.L : 115% Reaction ]T BrgCombo Brg 11t+idth Rod Big %kith Mac R= Max Grav Uplift Max Wind Uplift Max Urm Max hior¢ 9 l 1.5 in — 699lbs 51 lbs 5 1 5 5 in 1 50 in 674 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 5-8-0, Purhn design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others Web: DEL #2 2 x 4 Loads l) This truss has been designed for die effects of wind loads in accordance with ASCE7 - 10 with the following user defined input 115 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category If, Overall Bldg Dims 25 ft x 60 It It =15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3)A 250lbs moving point live load has been applied b the BC concurrentwith other dead + live loads. Mem her Fnrree Tahle indict M-4—ID —(-Sr new-4-9 fi— (-- f— ifdiffirmt fnm m gal fame) Only fobs gjeata that 300lbs ae shown in tivs table •rC 46 0.229-1255Its .. V 13C 7•8 WV1 =111" 02IlAq 8r 11262 932lhs •871bsl %b 3-9 0.124-1,14211>s S-7 0 255 IJ25 bs t-7611n) 34 0,327 -1,090 lbs 3-7 0.088 480 lbs Notes l ) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80) 3) Hanger is for graphical intreprelation only. Install hanger per manufacturees recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At leastone web of dais truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)Acreep factor of 1.00 has been applied for this truss analysis 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" 9) Listed wind upliftreacdons based on MWFRS Only loading rat braces 8241 T 6/30/18 L CAu� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuild®Tnss Software v5 6280 REFER TOALLOFTHEINSTRUCTIONS, LIMITATIONSANDQUALIFICATIONS SErFORIHINTHE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONN ECIORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: C 1-DT 1301 MONTALVO WAY JobName: madison-lot-58b Date: 05/18/18 10:53:54 PALM SPRINGS CA. 92262 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WG1'/PLY 10-0-0 0 / 12 1 040 0-0-0 0-M 0-" 1 24 in 51 Ills 1 ao-a i 1-0-0 t 4-6-0 t 4-6-0 _ r 1-0-0 5-6-0 faav 1-0-0 025 12 3x4 . 612 - T T 4x4- 2x41 5x8. 2841 0-0-0 4-6-0 4-6-0 1-0-0 5-6-0 10-0.0 All plates shownto be Eagle 20 wiless otherwise noted Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 028 (2-4) VertTL: 0.06 in L / 999 (7-8) L /240 TCDL: 21 TPII-2014 BC: 031(7-8) VertLL: 0.02in L/999 (6-7) L/360 BCLL : 0 Rep MbrIncreaseNo Web : 0.42 (3-4) Horz TL: 0.01 in 5 BCDL: 15 Lumber D.O.L.: 115% Reaction JT Brg Combo Brg Wdth Rgd Brg Width Max React Max Gran ilplift Max Wald UphR _Max Uplift Max Iituu 9 1 15 in — 699 Ibs 51 Ibs 5 1 55 in 1.50 in 674 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 5-4-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purhns at 8-5-0, Purlin design by Others Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-M to 10-0-0: 180 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following riser defined input 115 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ftx 60 ft� h=15 It End Zone Truss, Bode end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Mom her Farrrc Table indicates Menba ID_ rnac CSL mac axial Ram (mac tumor. force ifdi8erart fmm max anal foae) Only form Rwerthan 300lbs are shown in this table TC N 0283 -U41+5 4-5 0265 •1336lbs 13C 6-7 O-N? 762lbs 7-8 0.307 1.170lbs 4140fe) M 0.?.9fi 9121145 147 Ibs1 Web 3.9 0 124-1,142lbs 5-7 0255 I,90l W (76 34 0415-1,434116 34 0152 1,01611)s (-522164) Notes 1) Unless noted otherwise, do notcutor alter any truss member or plate withoutprior approval from a Professional Engineer. 2) The fabrication tolerance fortes rooftnlss is 20 %(Cq = 0,80), 3) Hanger is for graphical intrepretatlon only. Install hanger per manufachaer's recommendation, 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with apanel point in die web All panel points on such webs shall be braced laterally perpendicular to &- p: 6 " of each web panel point 7)A creep factor of 1.00 has been applied forthis truss analysis 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 9) Listed wind uplift reactions based on MWIRS Only loading 241 - LXp 6/30/18 yT C1V1 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TrueBuild®Tniss Software v5.6.280 REFFRTOALLOFTHEINSTRUCTIONS,LINRTATIONSANDQUALIFICATIONSSETFORIHINTHEEAGLEIv1ETALPRODUCPSDESIGNNOTESISSUEDWITH Ill Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: C2 1301 MONTALVO WAY JobName:madison-lot-58b Date: 05/18/18 10:54:03 PALM SPRINGS CA. 92262 Page: 1 oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-0.0 0/12 4 0-" 0-" 0-M 0-M 1 24in 51Ibs _ u-�-� , a-s•o , a-s-o , 1.p.0 5-6-0 10-0-0 1-0-0 9re 1 0.25 12 4x,4 � 41 - 4x 0-0-0 1-0-0 , 4-6-0 1-0-0 5-6-0 All plates shown to be Eagle 20 unless otherwise noted f a-6-0 10-0-( 0-0-0 Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 028 (4-5) VertTL: 0 07 in L /999 (6-7) L /240 TCDL: 21 TPI1-2014 BC: 0,28(7-8) VertLL: 002in L/999 (6-7) L/360 BCLL : 0 Rep Mbr Increase Yes Web : 0.35 (3-4) Horz TL: 001 in 6 BCDL : 15 Lumber D.O.L.: 115 % Reaction JT BrgCombo BaWidth R9dBig Width Max React Max Grav Uplift Max WuldUplift Max Uplift Max Horiz 9 1 1.5 in — 709 Ibs 51 Ibs 6 1 5.5 in 1.50 in 664 Ibs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 5-5-0, Pudin design by Others BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL 42 2 x 4 Loads 1) ThJs truss has been designed for the effects ofwind loads in accordance with ASCE7 -10 with the following user defined input 115 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 fl; It =15 it End Zone Tnlss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3 )A 250 Ibs moving point five bad has been applied in the BC concurrent with other dead + five loads. Member Forces Table indicates : Menba ID, rnac CSI, mac axial fmaG (mac mrnpr. fon:e ifdiff=t from mac axial fore). Only fours grata than 300lbs ae shown in this table, TC 45 0 279 -1.3321bs BC 7.8 0w75 al 114 (4D ltn) &9 0256 943 N iM lbn) k%i b 34 R ING -1,156 lbs 4-7 0 034 303 ltfs 34 0349 -1,164lbs 5.7 0.268 1396lbs (-901hs) 3-7 0101 544Ibs 5.6 0063 -563lbs Notes 1) Unless noted otherwise, do notcutor after any puss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80), 3) Hanger is for graphical intreprelation only. Install hanger per manufachue#s recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to aw. 6 " of each web panel point 7)Acreep factorof 1,00 has been applied forthis truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCT® TO TrueBWWOTruss Software v5 6280 REFER TOALLOF THE INSTRUCTIONS, LIIvdTATIONSAND QUALIFICATIONS SETFORIII IN THE EAGLEIVEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY PALM SPRINGS CA. 92262 Truss: C2A-DT JobName: madison lot-58b Date: 05/18/18 10:54:07 Page: 1 Oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 10-" 0 /12 1 0-" 0-" 0-0-0 0-" 1 24 in 51 lbs so-o.o j1-0-0 4-6-0 t 4-6-0 _ t 70-0� 5-6-0 10-M 1-0.0 2 4 0,25 12 4X44 - 41 - I T 10 1 2tI �T PL 44- 2 A 1 58- 0-0-0 1-0-0 4-6-0 55-6-0-0 All plates shownto be Eagle 20 udess otherwise noted Loading (pst) General CSI TCLL : 20 Bldi Code : CBC 2016/ TC: 032 (4-5) TCDL : 21 TPI 1-2014 BC: 031 (7-8) BCLL : 0 Rep Mbr IncreaseNo Web : 0,40 (3-4) BCDL : 15 Lumber D.O.L.: 115 % 10-0-0 Deflection L/ Vert TL: 0.07 in L / 999 Vert LL: 0.02 in L / 999 Horz TL: 0.01 in 0-0-0 (toe) Allowed (6-7) L/240 (6-7) L / 360 6 Reaction JT BrgCombo Brg Wddr Rqd Brg LWth Max Rena. Mar Gray Uplift Max Wind Uplift Mar Uplift Max liorie 9 1 15 in — 709 lbs 51 lbs 6 l 5 5 in 1.50 in 664 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at5-1-0, Purlin design by Others - BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 8-3-0, Purlin design by Others Web: DFL 42 2 x 4 Loads 1) This truss has been designed for the effects due to a 1,650lbs (165 pit) drag load distributed along shear walls along the bottom chord from 0-0-0 to 10-M. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 115 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category It, Overall Bldg Dims 25 ftx 60 $ h = 15 it End Zone Truss, Both end webs considered. IDOL = 1.60 3) Minimum storage amc loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Meru her Forces Table indicate_ Menbe ID- mac CSr nl axial fome fit tumor tome if di11aeit from nr axial fond Only fumm water than 300lbs ae shown in this table TC 2-4 0279 -820lbs 4-5 0322 -1,l"lbs BC: 0 ❑.278 742lbs 7-8 aw 1p81Ita I•I?711u10 020 9431bs t-47lbs 1 t5* 3.9 012f, -U-%111s 4-7 0034 -303I1ss 3-40399 -1,377lbs 5-7 0.268 1,4961bs (-90lW1 3-7 0134 974 lbs (4061ba156 0063 -563 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate wilhoutprior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80) 3) Hanger is for graphical intreprelaton only. Install hanger per manufacturef s recommendation. 4) Provide adequate drainage to prevent ponding- 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 100 has been applied forthis truss analysis 8) Listed wind upliftreactions based on MWFRS Only loading • ili4la-lle% ty811 n 1 Exp. 6/30/18 *r c- C A Ll�� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TnleBuild®Truiss Software v5 6280 REFER TOALLOF THETNSTRUCTIONS, LINUTATIONS AND QUALIFICATIONS SErFOR1-H IN THE EAGLE NETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROMEAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METALCONNEMRS AREUSED- OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY PALM SPRINGS CA. 92262 Truss: C2-DT JobName: madison-lot-58b Date: 05/18/18 10:53:59 Page: 10171 I SPAN PITCH QTY OHL ORR CANT L CANT R PLYS SPACING WGT/PLY I 10-" 0/12 1 0-" 0-" 0-" 0-" 1 24in 51lbs 10-0-0 ' 1-0-0 4-6-0 4-6-0 1-0-0 S44 10-0-0 1-0-0 2a1 0.25 12 444_ 41- T ,� 2x)4 �T TT 4A- 2 A 5.78- 0-0-0 0-0-0 1.0.0 4-6-0 444 0 1--0 5-6-0 ,0-0-0 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 032(4-5) VertTL: 0-07in L/999 (6-7) L/240 TCDL: 2l TPI1-2014 BC: 031(7-8) VertLL: 0.02m L/999 (6-7) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0 42 (3-4) Horz TL: 0.01 in 6 BCDL: 15 LumberD,O,L-: 115% Reaction JT Brg Combo Brg Width R2d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 9 1 15 in — 709 lbs 51 lbs 6 1 5.5 in 150 in 664 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 5-1-0, Purlin design by Others BC: DFL # l 2 x 4 BC: Sheathed or Purlins at 7-11-0, Pudin design by Others Web: DFL 92 2 x 4 Loads l) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-M to 10-0-0: 180 plf. 2) This truss has been designed for die effects ofwind loads in accordance withASCE7 - 10 with the following user defined input 115 mph (Factored), Exposure C, Enclosed, Gable Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 it h =15 fl� End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates : Me&a ID, mac CSI, mac axial fume (max mnprr fume ifdi9avd from mac axial fame). Only fonxs gtueta than 300lbs ae shown in this Fable TC 2-4 0.279 -886lbs •1-5 (132—, -I:159 Itu DC 6.7 0.278 .8101hs 7-8 0 31'_ 1.139168 W52 Ni &9 0-N9 N3 165 f 97 U) Web 3-R 0.126 -1, 156 lbs 1-7 ()M-1 }n31bs 34 0418 -1,444lbs 5-7 0268 1,563lbs (-90tbsl 3.7 0 143 1,037 lbs (468 lbs) 5-6 0063 -563 lbs Notes l) Unless noted otherwise, do not cut or alter any truss member orplaw without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intreprehation only. Install hanger per manufacturers recommendation 4) Provide adequatc drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web ofthis truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading rfflk�'Wk4 t e� r�r 630 Exp. / /18 C IV1 Afit TEOF ALL PERSONS FABRICATING, HANDLING, EREC'ITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TnieBuild®Truss Sottwate v5.6280 REFEP TOALLOF THEINS-IRUCTIONS, LIkUTATIONSAND QUALIFICATIONS SETFOIUH IN TFIE EAGLE kETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLFFROM EAGLE UPON REQUEST DESIGNVALID ONLY WHEN EAGLE ME[AL CONNBMRSAREUSED. I OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY PALM SPRINGS CA. 92262 Truss: C2-GB JobName: madison-lot-58b Date: 05/18/18 10:54:01 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-" 0 / 12 1 0-0-0 0-0 0 0-" 0-" 1 24 in 53 lbs 1-0.0 r 4-0-0 4-6-0 r 1." 5.6-0 10-0-0 1-0-0 2 41 0.25 12 4x44 , 41 10 2 ,41 Tit TLi LI, 4 4- 2.41 5 8- 0-0-0 0-0-0 i 14),0. 1 4.9-0 i 4-6-0 1-6Q 15-6-0 10-0-0 All plates shown to be Eagle 20 tmless otherwise noted Loading (psli) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.32 (4-5) VettTL: 0.07 in L /999 (6-7) L /240 TCDL: 21 TPII-2014 BC: 0.31(7-8) VertLL: 0.02in L/999 (6-7) L/360 BCLL : 0 Rep MbrincreaseNo Web : 035 (3-4) HorzTL: 0,01 in 6 BCDL : 15 Lumber D.O.L.: l 15 % Reaction JT Brg Combo Brg Width R do d Brg Width Max React Max Grav Uplift Max Wind Uplift Mar Uplift Max Horiz 9 1 15 in — 709 lbs 51 lbs 6 1 55 in 1 50 in 664 lbs Material Bracing TC: DFL # 12 x 4 TC: Sheathed or Purlins at 5-1-0, Purhn design by Otters. BC: DFL # 1 2 x 4 BC: Sheathed or Partin at 10-M, Purlin design by Otters Web: DFL 42 2 x 4 Loads 1) This truss has been designed for the effects ofwind loads in accordance withASCE7 -10 with the following user defined input: 115 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category IL Overall Bldg Dims 25 ft x 60 fi; h = 15 f( End Zone Truss, Both end webs considered. DOL = 1,60 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3)A250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. Mem her Form Table indicates: Menba lD. mac CSr mac racial force (rrex tumor force if di8emt from mac axial force). Only forces Rrele tba1 300lbs ae shown in this table .W 4-5 0.322 -13321bs U 1 74 0.312 811 Ibs t-9 [I"l 831 0197 M3 fin 07lbs Htb 3-9 dim -1,1%Ibs 44 0034 -303lbs 14 0.349 -1,164lbs 5-7 0268 1396lbs 090IW) 3-7 0.101 544 lbs 5b 0.063 -563 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Profess ional Engineer. 2) Gable webs placed at 24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For outof-plane requirements, refer to BCSI-B3 published by the SBCA 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0 SO). 6) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation 7) Provide adequate drainage to prevent ponding 8)At least one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " ofeach web panel point 9)Acreep factorof 100 has been applied forihis truss analysis. 10) Listed wind uplift reactions based on MWFRS Only loading. i i_5;. ' I f txp _6/30/18 �F cm ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnteBuild'JR Truss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SErFORIH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY PALM SPRINGS CA. 92262 Truss: CA-DT JobName: madison-lot-58b Date: 05/ 18/ 18 10: 54: 09 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-11-0 025/12 1 0-" 0-" 0-" 0-" 1 24in 102lbs T J 0,25 12 3r4. 4x61 a.e_ .121025 0-0-0 0-0-0 84P�12. 3-1�4 S8-i &&4 3-e-1 3.8d 1-0�0 Sa7�12 &$U 9-10-4 13-6-5 17-2-12 20-11-0 1-11 All plates shown to be Eagle 20 unless otherwise noted Loading (PS" General CSI TCLL : 20 Bldg Code : CBC 2016/ TC: 0.48 (34) TCDL: 21 TPII-2014 BC: 0.17(12-13) BCLL: 0 Rep Mbr IncreaseNo Web: 0,17(4-15) BCDL: 15 LumberD-O.L-: 115% Deflection L✓ VertTL: 0.01 in L/999 Vert LL: 0.01 in L / 999 HorzTL: 0 in T (loc) Allowed (14-15) L/240 (13-14) L/360 Reaction Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 1 263 in N/A 482lbs-214Ibs-214lbs-558lbs 1 263 in N/A 6041bs 403 lbs 1 263 in N/A 850lbs 383 lbs 1 263 in N/A 812 lbs 114 lbs 1 263 in N/A 832lbs 52lbs 1 263 in N/A 799lbs-735lbs 1 263 in N/A 711 lbs 28 lbs 1 263 in N/A 471 lbs 45 lbs 45 lbs -289lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-" to 20-11-8: 180 plf. 2) Tltis truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 115 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 $ h =15 it End Zone Truss, Bode end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead + live loads. LoadCase DI: StdDeadLoad Distributed Loads 5S1 Member Location 1 Location 2 Direction Spread Start Load End Load Tnb Width iJ� Top 0-0-0 21-1 l-0 Down Proi 45 psf 45 psf 24 in pCI S� G�,J. Fir Member Forces Table inrlirds: Menba ID, n� CS4 mar racial firrce, (nm compr. force ifclff a t fioin rim axial force). Ordy forces greater than 300lbs u shwM Ih_it TC 1-2 0272 496lbs 34 0477 534lbs (4681in} 56 0388 432lbs [.-; v^ 'r 2-3 0.382 676lbs -U)8 Ita) 4-5 0 364 424lbs 6-7 0.389 638lbs -04 W Z 6C II-12 0.166-3181bs 13-14 0-166-332lbs r7 r . l_ 8L41 m 12-13 0-166-333lbs 14-15 0166-332lbs ►Ab 1-17 QM5 432 lbs 445 0175 784 Tbs 642 0-073 -W 1 9 &10 0.071 4881bs Exp. 6/30/18 1-16 0085 576lbs (572 lbs) 4-14 0072 -763 lbs 6-8 0100 511 lbs 7� 2-16 0.062 -718 lbs 5-14 0154 -703 lbs 8-12 0059-3(21bs 2-15 0.125 -755 lbs 5-13 0 068-707lbs 7-8 0.071 -363 lbs C I V 3-15 0.065 -580 lbs 6-13 0144 -6621bs 8-11 0071 -518 lbs � f� Notes or CA l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.90) 3) Provide adequate drainage to prevent ponding- ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASF UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuild®Truiss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEr FORTH IN THE EAGLE MEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle MetalRrxjucts THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEIAL CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: CA-DT 1301 MONTALVO WAY JobName: madison-lot-58b Date: 05/18/18 10:54:09 PALM SPRINGS CA. 92262 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-11-0 025 / 12 1 0-" 0-0-0 0-0.0 0-0-0 1 24 in 102lbs 4) Brace bottom chord with approved sheathing or purhns per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the truss Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1,00 has been applied for this truss analysis 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 10,17 may need OD be considered 8) Listed wind upliftreactions based on MWFRS Only loading r SS 4�2 I t'Exp. 6/30/18 1*' r �IV1� ALL PERSONS FABRICATING, HANDLING, FREMTNG OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSJRU= TO I TrueBuild®Truss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEC FORIH IN THE FAGLEIVIEr'AL PRODUCTS DESIGN NOTES ISSUED WITH JI Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHIN EAGLEMECAL CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: C-DT 1301 MONTALVO WAY JobNatne: madison-lot-58b Date: 05/18/18 10:53:43 PALM SPRINGS CA. 92262 Page: 10171 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-11-0 0.25/12 1 0-" 0-" 0-" 0-" 1 24in 120lbs a-0-12 3-14 t 3�4 14" 1-0-0� 3-0-12 6-2-0 9-104 13-6-8 17-2-12 20-11-0 1-11 1-0.0 6x1 v _ 025 12 5x7 - 5X,5 - 4.4. o.,. _ _ 12 1025 1 I 2x4, 7.9 - 7.9 x 44 . 42- 7x6 • 2.11 5z7 - 0-0-0 0-" } 3-0-12 ! 3-14 3-6-4 '-'-431-4 3-6-4 1-QA,,JJ 3-0-12 6-2-0 9-104 13-6-6 1T2-12 20-1 1-0 1-11-Q All pl ates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.53(5-6) VertTL: 0.5in L/515 (13-14) L/240 TCDL: 21 TPII-2014 BC: 0.63(13-14) VertLL: 0.15in L/999 (13-14) L/360 BCLL : 0 Rep MbrIncreaseNo Web: 0.83 (6-8) Horz TL: 0.02 in 10 BCDL : 15 Lumber D.O.L.: l 15 % Reaction JT Brg Combo Br,g Width Rqd Brg Width Max React Max G1av Uplift Max Wu1d Uplift Max Uplift Max Horiz 1 1 5.5 in 150 in 1,458 lbs -50 lbs 10 l 1.5 in — 1,488lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 2-3-0, Purlin design by Others BC: DFL 41 2 x 4 except BC: Sheathed or Purlins at 10-M, Purlin design by Others DFL SS 2 x 6: 12-17 Web: DFL 42 2 x 4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-11-8: 180 plf. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 115 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall B Idg Dims 25 ft x 60 it h = 15 k End Zone Truss, Both end webs considered DOL = 1 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates Mmdra D, mac CSt, mac axial forte, (max mmpr. force ifdldfaant from mac axial force). Only fortes pjcka than 300lbs ae shown in this table TC 1-2 20 0231 0.394 2,317 lbs 3,9421bs 34 4-5 0399 0530 -3,993 lbs -5,304lbs 5-6 6-7 0.533 0212 -5,354 lbs 467lbs DC t0-11 0.440 2,043lbs 12-13 0491 4,095lbs 14-15 0.D7 5,300lbs 16-17 0.051 4791bs 1142 0.449 1,7581bs 13-1•1 0.626 5-349lbs 15-16 0300 141bs 11tb 1-16 0.500 2,604 lbs 5d4 0.149 -6w1% IWO 0.272 2,504 lbs 2-I6 0.114 -1,034 lbs 5-13 0.030 -358 lbs 2-IS 0353 1,836 lbs 6-13 0.255 017 lbs 4-15 0.322 -1,404 lbs 64 0.831 -37361bs 444 0.048 348 lbs (A8 lh6) 8-12 0451 2:3501bs Notes 1) Unless noted otherwise, do notcut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0 80). 3) Hanger is for graphical intreprehation only. Install hanger per manufacturer s recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular bathe plane of the 6 " of each web panel point 7)A creep factor of 1,00 has been applied for this truss analysis 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" 9) Listed wind Uplift reactions based on MWFRS Only loading lLL PERSONS FABRICATING, HANDLING, FREC"ITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO k TrueBlnld®Truss Software v5.6280 :EFERTOALL OFTHE INSTRUCIIONS, LI?vfITA-HONSAND QUALIFICATIONS SEr FOM IN THE EAGLE MEEkL PRODUCTS DESIGN NOTES ISSUED WIT14 I Eagle Metal Products IRIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECIDRS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:17 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 224-8 0.25/12 1 0-M 0-M 0-" 0-" 1 24in 106lbs v Tl TT 22.4-8 1 4-2-5 t !1 2 13 r 4.2.1,2 r 4-2-13 4-2-13 } t 4-2 S E b2 M-T-34 4&lU 11 21-1 6 22.4-01 FW1 - 4x4 - 12 2K,4 1 3xa4 • 6x;0 0-0-0 0-6-0 0-6-0 4-2-5 4,2.t1 "2-12 4.�13 4.2.13 1.1'-Q 4-2-5 112 it-7-14 16-10-11 21-1-8 22-4-8 All plates shown to be Eagle 20 unless otherwise noted Loading (PS" General CSI TCLL: 20 Bldg Code: CBC2016/ TC: 0.43(1-2) TCDL: 15 TPI1-2014 BC: 0.85(12-13) BCLL : 0 Rep MbrincreaseNo Web: 0.56 (1-14) BCDL : 10 Lumber D O.L : 1 l5 % Reaction Deflection L/ VertTL: 0.53 a3 L/483 VertLL: 0.21 in L/999 Horz TL: 0.04 in (toe) Allowed (12-13) L/240 (12-13) L/360 8 JT Brg Combo Brg Wtddl Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 15 1 5 5 in 150 in 1,172 lbs 54 lbs 8 1 55 in 150 in 1,101 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at2-M, Pudin design by Odiers, BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Vkb: DFL #2 2 x 4 Loads 1) Tllis truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GableMp, Risk Category II, Overall Bldg Dims 25 ft x 601i h =15 It, End Zone Truss, Both end webs considered. DOL = L60 3) Minimum storage attic loading has been applied in accordance with IBC 1607,1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: StdDeadl-oad Point Loads Member Location Direction Load Tnb Width Top 2-11-8 Down 96lbs Member Forces Table indices: Mamba m, mac CSI, aw vcial force, (n� mnpr. force if liffimt firm mac axial tome) Only fu s grmta than 300lbs am shown in this table TC 1-2 0.431-3,0191bs 34 0410 4,263 lbs 5-6 0162-1,0771bs 2-3 0402 4.M bs 4-5 0393 4-166kn r►7 0150 -i'_,_8' lbs I I 1-14 0 563 3,144 lbs (-8 Ibs)5-12 0 241 1,363 lbs (-36 U) 7•9 0 109 -1,075 lbs 1.1.1 0083 -800 lbs 5-9 0513 -1,934 Its :13 0230 1,303 lbs (-1021ba) 11-9 0.476 2.669 lbs (8 ibS} Notes �6 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80) 3) Provide adequate drainage to prevent ponding 4) Brace botom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of due truss 6 " of each web panel point 6)Acreep factor of 100 has been applied for this truss analysis 7) Listed wind uplift reactions based on MWFRS Only loading r� F E 5Slp� 3241 Exp. 6/30/18 �slial}) x ALL PERSONS FABRICATING, HANDLING, ERE( i- G OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TrueStuldJTrmss Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATION SSE rFORIHINTHE EAGLE MLTALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Ptoducts THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D1 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54: l9 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 224-8 0.25 / 12 2 0-" 04W 0-0-0 0-" 1 24 in 1041bs TT LL-9-O t 4-2-5 1 4-2-13 4-2-12 h_ _ 4-2-13 1 4-2-13 3 1-3-0 4-2-5I 6-5 2 12-7-14 16-10-11 21-1-8 1 22-4-6 1 025 12 2N4 1 3xgq - 7x8 - Sx�2 2 6xa • 454' 0-0-0 0-0-0 4-2-5 4-2-13 t 4-2-12 h 4-2-13 h 4-2-13 h 1-3-0 h 4.2-5 8-5-2 12-7-14 16-I0 11 t 21-1.5 t22-4-6 t At I plates shown to be Eagle 20 unless otherwise noted 0 1 T Loading (ps" General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,43(1-2) VertTL: 0.54in L/475 (I1-12) L/240 TCDL: 15 TP[1-2014 BC: 0.84(11-12) VertLL: 0,21in L/999 (11-12) L/360 BCLL: 0 Rep Mbr IncreaseNo Web: 0S6(1-13) HorzTL: 0.06in 8 BCDL: 10 Lumber D.O.L.: 115% Reaction Yl- BrgCombo Big Width Rqd Brg 1 1th Max R;nd M_ _tx G_m_v iJOl't _ _Max Vend UpIdt Ma_x pews Max Hrxrc 14 1 5.5 in 1.50 in 1,172 lbs 61 lbs 8 l 5.5 in 150 in 1,101 lbs Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins at2-", Pwhn design by Others BC: DFL #1 2 x 4 BC: Sheathed orPurlins at 10-M, Purlin design by Others. Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Grable44, Risk Category II, Overall Bldg Dims 25 IT x 60 t h = 15 f( End Zone Truss, Both end webs considered. DOL = 1,60 3) Minimum shorage attic loading has been applied in accordance with IBC 1607.1 4)A250 lbs moving point live load has been applied to the BC concurrentwith other dead+ live loads Load Case D1: StdDead Load Pant Loads Member Location Direction Load TribWidth Top 2-11-8 Down 96lbs Member Forces Table indicates Manba ID, i= CSL, max axial forte, (nix mmpr. forte if difiae it fiom max axial forte) Only fans fie than 300lbs are shown N this table TC 11-2 0.431 -3,019 lbs 134 0408 4,262 lbs 15-6 0277 -2,942 lbs : L.a-,I 10-11 0.641 2,912N (•741bs) 12,13 0684 3.056ibs Mbb 1-14 0.114 -UN16s 441 0037 363tfs 6n 0.109 .1,023I6s � � � fR 1-13 0,563 3,144 lbs (A Ibis) 5-I1 0245 1,385 lbs (3516s) 7-9 0249 1,410 lbs (511ixs) , 2-13 0.083-799lbs 5-10 0.077 -732 lbs 7-8 0 120 -1,142 lbs 2-12 0.230 1,302 lbs (402 lhz) 6-10 0.411 2,317 lbs (33 Ibs} 4" .� Z Notes L 8241 m 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. r F X P 6 / 3 0/ 18 2) The fabrication tolerance forthis roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. )f C I V � \- 5)A creep factor of 1,00 has been applied for this truss analysis 6) Listed wind uplift reactions based on MWFRS Only loading 01 C A Li ` ALL PERSONS FABRICATING, HANDLING, ERECiiNG OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TnleBuild®Truss Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEC FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTFS ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGNVALID ONLY WHEN EAGLE MEfALCONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D2 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:04 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0/12 6 0-" 0-M 0-M 0-" 1 24in 97lbs a 0 T9 T 2) TT " 4-8-10 48-81-118 , 210--3214-2-13 - 0.25 12 a„n _ 2x41 7x� - 72 5 0-0-0 04-0 1-0-0 f 3.9.8 , a-a-1, , 4-5-10 , 4-8-11 1 -0.6T14-2-13 18-11-8 20-2-8 All plates shown to be Eagle 20 unless otherwise noted 0 T T Loading (psi) General CSI Deflection t✓ (hoc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.31(4-5) VertTL: 0,36in L/658 (I1-12) L/240 TCDL: 15 TPII-2014 BC: 0,67(11-12) VertLL: 0.14in L/999 (I1-12) L/360 BCLL : 0 Rep Mbr Increase Yes Web: 04 (2-4) HorzTL: 0.05 in 9 BCDL : 10 Lumber D O.L : 115 % Reaction J•r Brgcomho Brg Wdth laid 13rg 4lklth Max Rana Max Gray 11p5R M a,c Wind Uplill Max UpGR Max Honz 15 l 1.5 in — 1,057 lbs 52 lbs 9 l 556 150 in 997 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 3-2-0, Purlin design by Others, BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Vkb: DFL 42 2 x 4 Loads 1)This truss has been designed for the effects due to 10 psf bottom chord We load plus dead bads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h =15 R End Zone Truss, Bohr end webs considered DOL = 160 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving pointlive load has been applied to the BC concurrentwith other dead+ live loads. LoadCase DI: StdDeadl-oad Distributed Loads 6-It7nlxr I.oartKln l Location 2 Direchm. sprew Start Load End Load Tnb Width Bot 0-0-0 4-9-8 Down Proi 5 psf 5 psf 24 in Member Forces Table indicates: Menber m, mar a[, am axial forte, (mac compr. form ifdi1leait 5om mac axial form) Only fonts guata than 300lbs an: shown in this table TC 14-5 0309-3,5251bs I6-7 0239 2,756lbs 36 0.264 +Z7901bs 7-8 0.181-756lbs 1t-12 0669 3,520lbs 1•102kh9 13-14 0291 946lbs 215 0,136-1.57t, I[,,, i41 0.311 $75 U a -to 0.235 L3'S W 2-4 0641 2,583 lbs 6-11 0037 -330 lbs 8-90110 -1,050 lbs 2-13 0.339 1,920 lbs (-71 lbs) 7-11 0378 2,140 lbs (-83 lie) 4-12 0148 836 lbs (-5016s} 7-10 0,100 -933 lbs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlms per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the trus 6 " of each web panel point 7)A creep factor of 100 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. s �241 T Exp, 6/30/18 c m \_ r L Q sl> it i, within ALL PERSONS FABRICATING, HANDLING, FREC7ING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TmeBuild®Truss Software v5.6.280 REFEP TOALLOF TFIE INSTRUCTTONS, LIN/I[TATIONSAND QUALIFICATIONS SErFORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLEUPON REQUEST. DESIGN VALID ONLY WHEN FAGLEMETALCONNECIORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D2-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:59 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT CANTR PLYS SPACING WGT/PLY 20-2-8 0 / 12 5 040 (W-0 0-M 0-M 1 24 in 97 lbs '1-0-0 3-9-8 a-8-11 4-8-10 4-8-11 1-3-0 11 4-9-8 9-6-3 14-2-13 18-11-8 2r3.2-S 0.25 12 'W4 - 2X�4 1 71 TT 5r 0-a,0 0-0-0 r-0.0 3-9-8 4-8-11 4-8-10 4-8-11 4-9-8 I 9-8-3 14-2-13 18-11-8 20-2-8 All plates shown to be Eagle 20 unless otherwise noted 1 T Loading (pso General CSI Deflection L/ (loc) Allowed TCLL: 20 BldgCode: CBC2016/ TC: 031(4-5) VertTL: 036in L/658 (I142) L/240 TCDL: 15 TPII-2014 BC: 0.67(11-12) VertLL: 0.l4m L/999 (11-12) L/360 BCLL : 0 Rep Mbr Increase Yes Web : 0.64 (24) Herz TL: 0 05 in 9 BCDL: 10 Lumber D.O.L.: 115% Reaction JT Brg Combo Brg Width Rqd Brg WSdth Max React Max Grav Uplift Max Wmd Uplift Max Uplift Max Horiz 15 1 15 in — 1,057 Ibs 52lbs 9 l 55 in 1.50 in 997 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-2-0, Partin design by Others. BC: DFL tl1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Vkb: DFL 92 2 x 4 Loads 1) This muss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This muss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-2-8: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h=15 it End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case D1: Stcl Dead Load DismiblredLoads Member Location Location Direction Spread StartLoad End Load TnbWidth Bat 0-M 4-9-8 Down Proi 5 psf 5 psf 24 in Member Forces Table indicates: Mmiba ID, nhac CSI, nhax axial foams (mac conpr. force if d&=t Som mac axial force) Only fors gre" than 30011bs an; shown in this table TC 13.4 0.163 -818 lbs 56 0.264 2 ,750 lbs 7A 0 181 -756 lbs I 4-5 0.309 3.525Ibs &.7 0239 2r756lbs '� f FQ0 ��• El rl' 0.641 2,583 Ibs {rl I 0 037 3301bs 8-9 0 110 -I 050lbs 3 0.339 1,9201bs (71 Ibs)7-II 0378 2,1401bs (-8311 2 0.181 1,285lbs (-5231bs17-10 0100 -933lbs (�r8-241 " Notes 6/30/18 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. Exp. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. T C I V 4) Provide adequate drainage to preventponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)AL least one web of this muss has been designed with apanel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral blares I installed within 6 " of each web panel point 7)A creep factor of 100 has been applied for this truss analysis 8) Listed wind uplift reactions based on MWFRS Only loading ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON'MIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TnheBuild®Tnhss Software v5.6280 REFER TOALLOF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEFFORIH IN THEEAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D3 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:34 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0 / 12 4 0-" 0-" 0-M 0-" 1 24 in 96 lbs zo-z-s 1.0.0 a-9-1i t �-S-t1 I 4-8-10 I 411-11 1.OA {-9•E 9-Ahi 14.2-13 1B-11-6 20-2-8 1-0-0 vx 12 v,.e_ 2X41 TT 2„ 0-0-0 0 60 I t-U-0 I 3!" I A.$-11 I "-1U t 4-8-11 I_ fS0_I t-0-0 ¢8�8 �113 14.2-15 18-11-8 20-2-e Al l plates shownto be Eagle 20 un ess otherwise noted 0 1 T Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,37(3-4) VertTL: 0,15in L/999 (11-12) L/240 TCDL: 15 TPI1-2014 BC: 0.34(11-12) VertLL: 0.05in L/999 (11-12) L/360 BCLL: 0 Rep Mbr Increase Yes Web: 0.37(4-12) HerzTL: 0.01 in 9 BCDL: 10 Lumber D.O.L.: 115% Reaction Tf BrgCombo BrgWrdth RgdBrgWid(h Max React Max Gray alift Max Wind Uplift Max Uplift Max Horiz 15 1 15 in — 122lbs -105lbs -29 tbs -105 lbs 52 lbs 13 1 5 5 in 156 in 1,461 lbs 9 1 5 5 in 150 in 703 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 5-1-0, Purlin design by Others. BC: DFL # l 2 x 4 BC: Sheathed or Purlins at7-1-0, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h =15 f(End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607-1 4)A 250 lbs moving point live load has been applied to the BC concurrent with oiler dead + live loads. Load Case D L• StdDeadLoad Distributed Loads Mu_,rnlyv L,ac*n 1 Lapdnn 2 Direction Spnmd StatL.owl End Load ThbWiddt Bot 0-0-0 4-9-8 Down Proi 5 psf 5 psf 24 in Pant Loads Member Location Direction Load Trib Width Top 4-9-8 Down 45lbs Top 6-9-8 Down 45lbs Mom her Farrec T hle i-i tex M—h, Ir] — CST — axial f— t-- f— ifriiff�mh frnm mac axial f-1 Oniv limes —ta that 3001b.s a e sh— TC •I.5 5.6 0.290 0. 19i -1,215 lbs -1.5Bd lbs 6-7 74 0186 D. 167 -1,592 lbs -5; ] an W 1 0-214 54tllbs (-1 lbs) 12-13 0 182 -833lbs :W 1.12 0.334 1.211lbs t-5lbsl ►tYb 24 0.142 W4lbs (41bs) 5-12 0t35t1 475 t1n 7-10 0..U47 -fin iths _%u 0167 -7721bs 5-11 0080 455lbs (28 R*) 8-10 0 167 946lbs (-361b5] 4-13 0.120 -1,1551bs t 31 0,037 -331 lbs 8-9 0078-7401bs 4-12 0374 2,114lbs (4216s) 1 7-H 0202 1,141lbs t--{Ibs} Notes 1) Unless noted otherwise, do notcutor alter any truss memberor plate without prior approval from aProfessional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intreprelation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding. f ESS��r,� ,241 m Exp. 6/30/18 ALL PERSONS FABRICATING, HANDLING, EREC PING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TmeSttild®Truss Softvvare v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LINIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLEN/EFALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE META L CONN ECIO RS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D3 1301 MONTALVO WAY, STE 4 JobName:madisonlot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:34 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0/12 4 0-0-0 0-0-0 0-" 0-0-0 I 24in 96lbs -)) tsrace notmm cnora wnn approveo sneauvng or purans per riracuug 6ummary. 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss Lateral braces shallbe installed within 6 " of each web panel point 7)A creep factor of 100 has been applied for this buss analysis. 8) Due tD negative reactions in gravity load cases, special connections to the bearing surface atjoint 15 may need to be considered. 9) Listed wind uplift reactions based on MWFRS Only loading ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASF UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TtueBuild&Truss Software v5 6.280 REFFRTOALL OF THE INSTRUCTIONS, LINUTATIONSAND QUALIFICATIONS SETFORIH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE U S®. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D3A 1301 MONTALVO WAY, STE 4 JobName: madison-tot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:40 760-423-9479 1 Page: loft SPAN PITCH QTY OHL ORR CANT L CANT R PLYS SPACING WGT/PLY 14-7-0 0 / 12 2 0-0-0 0-" 0-" 0-" 1 24 in 68 lbs 1 1-0-0 t 3-9-8 4-8-11 5-0-13 1-0-0 4-9-8 9-6-3 14-7-0 1-0-0 9vA I 4x 0.25 12 4x¢ - 41- 2U 1 4J • 3x4 • 3A • 4.4 - 0-0-0 0-0-0 1. 1-0-0 I_ 3.9-8 1 4-8-11 1 5.0-13 1-0-0 4-9-8 9-6-3 14-7-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 BldgCode: CBC2016/ TC: 0,33(5-6) VertTL: 0.15in L/999 (8-9) L/240 TCDL: 15 TPII-2014 BC: 0.50(7-8) VertLL: 0.05in L/999 (8-9) L/360 BCLL : 0 Rep Mbr lncreaseNo Web : 0,72 (5-7) Horz TL: 0.03 in 7 BCDL: 10 Lumber D.O.L.: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Mar Uplift Max Honz 11 1 15 in 820 lbs 50 lbs 7 1 1 S in — 7461bs Material Bracing TC: DFL # 12 x 4 TC: Sheathed or Purlins at4-", Purlin design by Others BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance whhASCE7 -10 with the following user defined input 1 IO mph (Factored), Exposure C, Enclosed, GabloHip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It h = 15 It End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 2501bs moving point live load has been applied to the BC concuurentwitl other dead+ live loads Load Case D1: StdDead Load Distributed Loads Member Location l Location Direction Spread Start Load End Load TnbWidth Bot 0-" 4-9-8 Down Pmi 5 psf 5 psf 24 in Member Forces Table indicates: Member ID, mac CSI, max wool fume, (mac wmpr. fome ifdUemnt from ne axial force) Only romm gWat1= 300lbs me shown in This table TC 1-2 0098 -1.105lbs 4.5 0 275 -I 7v4 Rr9 EK7 7.8 0495 I,79011n 3911n} 7SA 0,163 1.8%1bs 34 Ib5 9-10 G285 %21b8 (-41 I1Is1 wL^b I1 0.082 52916s 24 03M -t,B94An 1 I0 0 239 1,354 lbs (I07 lbs) 2-9 0.172 972 lbs (41 lbs) ' 2-10 0239 -656 lbs 5-7 0716 -1,863 lbs Notes I ) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80). 3) Hangers are for graphical intrepretaton only. Install hangers per manufacharel's recommendations 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 100 has been applied for this cuss analysis 8) Listed wind uplift reactions based on MWFRS Only loading. J. eRjE, ;f241 Exp. 6/30/18 f* f ALL PERSONS FABRICATING, HANDLING, FRECTNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED Tn TrtleBuildOTniss Software v5 6.280 REFER TO ALL OF THE INSTRUCTIONS,LIIvIITATIONSANDQUALIFICATIONSSETFORIHINTHETAGLEMETALPRODUCT'SDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DHSIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D3A-GT 1301 MONTALVO WAY, STE 4 dobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:38 760-423-9479 Page: Iofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0/12 1 0.0.0 (W-0 0-0-0 0-" 1 24in 110lbs 20-2-8 L1'0.0r 2 -0 _ r 3-11-14 3 .1,1 -14 r 3.11-I4 t 3-71-t 13A 1i I-0.0 3-0-0 6-11-14 10-71-72 tI-t1•t0 1&118 242=8 1-0A 025 12 0 7)�p 12 Y� 8A 6.91 0 1 T D3C-GT D3D-GT 0-RA 0-0-0 10 0! 2-0-0 r 3-11-14 r 3.11-14 3.113.14.1i 130 r t1-0.0 3-0-0 6-11-14 10-11-12 1411-10 18-11-B $OY3t All plates shownto be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed Carried Loads (psi) Bldg Code : CBC 2016/ TC: 0.63 (6-7) VertTL: 0.52 in L /450 13 L /240 TCLL: 20 TPI1-2014 BC: 0.74(12-13) VertLL: 0.22in L/999 13 L/360 TCDL : 15 Rep Mbr IncreaseNo Web: 0.83 (8-12) Horz TL: 0.07 in 10 BCLL : 0 Lumber D.O.L.: 115 % BCDL : 1.0 Reaction Tf Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max atift Max Horiz 17 1 15 in -- 1,362 lbs -45 lbs 10 l 5 5 in 2 17 in 2,033 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at24)-0, Purlin design by Others BC: DFL SS 2 x 4 except BC: Sheathed or Purlins at 9-6-0, Purlin design by Others DFL SS 2 x 6: 10-14 Web: DEL #2 2 x 4 Loads 1) T11is truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GabloHip, Risk Category II, Overall Bldg Dims 25 ft x 60 $ h = 151( End Zone Truss, Both end webs considered DOL = L60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point We load has been applied to the BC concurrent with other dead+ live loads Member Forces Table indicates Manber m, mac (S7, mac axial fo , (mac oonpr. forte ifdil ien( from mac adal to=) Only fbm der tltan 3001bs are shown m this table TC 4-5 5-6 0258 0 503 2,728 lbs -5122Ibs 6.7 74 0630 0 567 -6,176 lbs -5.821 !lox 8-9 0.221 -1,654 lbs W, 11-12 o.409 1.6551tiY t-713 W) 13-14 0-G:7 6.172 On (.678lbs) 1546 0.195 1,178 U 189 Ibs) 12A3 0.745 5.817RZ ¢78L1W 14.15 0667 4,981lbs f4761bs Ifr17 0-159 1,298lbs I-) lb.) _ /%W U 7 018.1 -1,8M Ito 544 (? 0Wl 516 bs (-?O Ibs3 8-1 l 0.191 -1,763 Ibs 24 0314 -2,655 lbs 6-14 0333 4,2061bs 9-11 0.515 2,799 lbs (410$s) 2-15 0296 1,659lbs (136 IN) 7-13 0109 569 lbs (4 IW 9-10 0239 2,239 lbs 4-15 0068 386lbs (6lhv) 7-12 0049 4371bs 5-15 0.592 2,430 lbs 8-12 0830 4,4851bs (-609 I6q) Truss to Truss Connection Summary Canal Two Cmvingt1>nn1 Ca y ORA D3CGT 13C 14-7-12 D3DGT 13C 16-04 p rjFESS T Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. F X P" 2) The fabrication tolerance for his roof truss is 20 %(Cq= 0.80). 3) Hanger is for graphical intrepredm tion only. Install hanger per manufacturer's recomendation lit . 4) Provide adequate drainage to prevent ponding �Ir 5) Brace bottom chord with approved sheathing or puffins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss Lateral 6 " of each web panel point 7)A creep factor of 100 has been applied for this truss analysis. 8) Listed wind upliftreactions based on MWFRS Only loading. 4'—".. - 6/30/18 araocs s tallbe installed witilin ALLPERSONS FABRICATING, HANDLING, ERECTING ORMSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGAREINSTRUC[FD TO I TmeBuild®Tniss Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LRv[ITATIONSANDQUALIFICATIONS SETFORTHINTHE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVA11.ABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MEFAL CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D3B 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:42 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 4-1-8 025 /12 2 0-0-0 0-M 0-" 0-0-0 1 24 in 26lbs 4-1-8 2-10-8 1-3-0 zf us 4-r.a 2s141 025 12 4x92- 121 00, :jD T-� T N � d 10 4A - 5x5 - 2A I T m 0 0-0-0 0-0-0 2-10-6 1 :1.". 2.10-8 •4.1.6 All plates shown to be Eagle 20 Lidless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.09 (l-2) VertTL: 001 in L /999 (5-6) L /240 TCDL: 15 TPI1-2014 BC: 0.09(5.6) VertLL: Din L/999 (5-0) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0.05 (3-5) Horz TL: 0 in 3 BCDL : 10 LumberD.O-L.: 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Mar Uplift Max Horiz 6 1 1.5 in - 247lbs -5lbs -5 Ibs 58 Ibs 3 1 5.5 in 1.50 in 271 Ibs -12 lbs -12 Ibs Material Bracing TC: DFL 41 2 x 4 TC: Sheathed or Purlins at 6-3-0, Pud in design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Pudin design by Others. Web: DFL ff2 2 x 4 Loads l) This truss has been designed for the effects due to 10 psfbottom chord live bad plus dead loads 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following User defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ( h = 15 It End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live bad has been applied to the BC concurrent with other dead + live loads. Member Fords Table indictes' Menba ID, mac 4SL mac aria[ force, (� comer. force ifdiife e t fmm = adal fume) Only fonxs gratathai 3001bs arc shown in [his table rc Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabricalion tolerance for this roof truss is 20 %(Cq = 0.80). OF 1 3) Hanger is for graphical intreprelation only Install hanger per manufacturer's recommendation 5� j�/� 4) Provide adequate drainage to preventponding. �� L ERs r 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 100 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" Z 8) Listed wind uplift reactions based on MWFRS Only loading 8241 T Exp. 6/30/18 C I V �QF CAL1Fac� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TmeBuildWTnus Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D3C-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:44 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-11-8 0/12 1 0-" 0-M 0-M 0-" 1 24in 32lbs i 2-11-12 2-11-12 4.f - 211 41- T T 2.41 eXse - 2.441 D3A D3A 0-0-0 2.11-12 2-11-12 All plates shownto be Eagle 20 tutless otherwise noted 2-11-12 0-0-0 Loading (pst) General CSI Deflection L✓ (loc) Allowed Carried Loads (psf) Bldg Code: CBC2016/ TC: 0.17(1-2) VertTL: 004m L/999 (4-5) L/240 TCLL: 20 TPI1-2014 BC: 025(4-5) VertLL: 0-01 in L/999 (4-5) L/360 TCDL : 15 Rep MbrincreaseNo Web : 0.35 (1-5) HorzTL: 0 in 4 BCLL: 0 LumberDO.L : 115% BCDL: tO Reaction IT Bra Comlxr Big Wdtr Rqd Big, Width Max React Max Grav Uplift Mu- Wlrid Upldl Nlax U10 Max Fkay. 6 1 1.5 in — 1,128 lbs -47 lbs 4 1 1.5 in — 1,151 lbs Material TC: DFL 41 2 x 4 BC: DFL SS 2 x 6 Web: DEL 92 2 x 4 Bracing TC: Sheathed or Purlins 14-8-0, Purlin design by Others BC: Sheathed or Purlins at 10-M, Purlin design by Others Loads 1) This truss has been designed for die effects due to 10 psf bottom chord We bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - l0 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60 t(h= 15 f(End Zone Truss, Both end webs considered. DOL = 1-60 3) Minimum storage ai is loading has been applied in accordance with IBC 1607,1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads Member Forces Table indicates: Mffnbff ID, mac CSI, mac axial force, (mac mnpr. rota ifdiffffffrt liom mac axial force) Only fonts gruff than 300lbs are shown in this table TC 11.2 0.175-1.69716a 1'•1 0175-1697lbs I 11-5 0351 1,826 lbs (-217 Qiz i134 0.088 -808 lbs Truss to Truss Connection Summary CarriedTnrss CanvinaChord CaryinaOf d WA BC 2-04 D3A BC 4-04 .q g0F F 5 SI GN NotesQ 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80)r a - 3) Hangers are for graphical intrepretalion only. Install hangers per manufacturer's recommendations. z (5,48241 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or prulins per Bracing Summary. 6� 3 0� 18 E X P 6)A creep factor of 1.00 has been applied for this truss analysis. * 7) Listed wind uplift reactions based on MWFRS Only loading. C IV �1F CAU4nR ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuildCK)Tmss Software v5 6 280 REFER TOALL OF THE INSTRUCHONS, LINUTATIONSAND QUALIFICATIONS SETFORTH IN THE EAGLEME-FAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DES IGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D3D-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:46 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-11-8 0/12 1 0-" (-0.0 0-M 0-M 1 24in 29lbs 5-11-8 2x14 3r,24 - T 3.4 • Ll 2.341 WR Dart 0-0-0 5-11-8 5-11-8 All plates shownto be Eagle 20 unless otherwise noted 0-0-0 Loading (psf) General CSI Deflection L/ (loc) Allowed Carried Loads (psf) Bldg Code CBC2016/ TC: 0.64(1-2) VertTL: 0.09m L/783 (3-4) L/240 TCLL : 20 TPf 1-2014 BC: 0.40 (3.4) Vert LL: 0.03 in UP L / 999 (3-4) L / 360 TCDL: 15 Rep MbrincreaseNo Web: 0,04(1-4) HorzTL: Din 3 BCLL: 0 LumberD.O.L : 115% BCDL: 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max Read Max Grav Uplift Max Wind Uplift Max Uplift Max Hors 4 1 15 in — 542 Ibs -4 Ibs -4 Ibs -50lbs 3 1 15 in — 548 Ibs - Material Bracing TC: DEL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Partin design by Others BC: DFL SS 2 x 6 BC: Sheathed or Purlins at W-M, Purlin design by Others Nkb: DEL 42 2 x 4 Loads 1) Tlus truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 tt h = 15 It End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Mavberm, mac C% nw mal tome, (mac ooinpr. fume ifdidaa t hum ma axial force) Only fonts grate than 300ibs m shown in this table TC IiG N4h Truss to Truss Connection Summary CanedTmss Cawing Chord _ Clwin%01-e_t D3B BC 2a4 D3B BC 4-04 F E 5Sl� Notes J l) Unless noted otherwise, do not cut or alter antruss member or late without prior approval from a Professional Engineer. Y p p aPP g '3 2) The fabrication tolerance for this rooftruss is 20 %(Cq= 0.80), 3) Hangers are for graphical intrepreMon only. Install hangers per manufaclurd s recommendations. 4) Provide adequate drainage to prevent ponding 8241 5) Brace bottom chord with approved sheathing or purhns per Bracing Summary. 6)A creep factor of 100 has been applied for this truss analysis. E X D 6/3 0/ 18 7) Listed wind uplift reactions based on MWERS Only loading. . * r "IV1��j. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuild®Tniss Software v5.6280 REFER TOALLOFTHEINSTRUCI'IONS, LIMITATIONSAND QUALIFICA-F[ONS SETFORM IN THEEAGLEN/EIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGNVALID ONLY WHEN EAGLEMETAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D3-GB 1301 MONTALVO WAY, STE 4 JobNanic: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:06 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0/12 1 0-M 0-M 0-" 0-0.0 1 24 in 96lbs TT LU-L-6 1 1-0-0 r 3-9-8 r 4-8-11 4-8-10 r 4-8-11 1-3-0 7-0,SI 4-9-8 9-6-3 14-2-13 �5.11.13 +20.2�8� 1�D-0 5 025 12 3 4 2 41 4x�12 - - 2x41 �xp' � - 0-0-0 0-0-0 ill-0-0 r 3-9-8 r 4-6-11 r 4-8-10 r 4-8-11 r ttii-0 r E1-0-0 k 4-9-6 9-6-3 14-2-13 18-11-8 20-2-8 All plates shown to be Eagle 20 udess otherwise noted 0 1 T Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.43(3-4) VeATL: 0.15in L/999 (11-12) L/240 TCDL: l5 TPI1-2014 BC: 038(11-12) VertLL: 0.05in L/999 (11-12) L/360 BCLL: 0 Rep Mbr IncreaseNo Web: 037(4-12) HorzTL: 0-01in 9 BCDL : 10 Lumber D,OL.: 115 % Reaction JT Br Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Watd Uplift Max Uplift Max Honz 15 1 1.5 in — 122 lbs -105lbs -29 lbs -105 lbs 52 lbs 13 1 5.5 in 1,56 in 1,461 lbs 9 1 5.5 in 1.50 in 703 lbs Material Bracing TC: DEL # 1 2 x 4 TC: Sheathed or Purhns at4-9-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 6-9-0, Purb design by Others Web: DFL 92 2 x 4 Loads i ) This truss has been designed for the effects due to 10 psfbottom chord We load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GableMp, Risk Category Il, Overall Bldg Dims 25 ftx 60 ti, h=15 ft, End Zone Truss, Both end webs considered. DOL = 1,60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead + live loads. Load Case D1: StdDead Load DistriWed Loads Member Location i Lartdrin 2 f7 cc6an Spread ShartLoad End Load Tnb Width Bot 0-0-0 4-9-8 Down Proi 5 psf 5 psf 24 in Pant Loads Member Location Direction Load Trib Width Top 4-9-8 Down 45lbs Top 6-9-8 Down 45lbs Member Forces Tableindicates ManbalD, mac CSI, mac axial fb= (tnac mmpr. force ifdittead fmm max acial roroe). Only ror --retathm 3001bs ate shovm n x'ea TC 4-5 56 0334 0 224 -1,215lbs - 3M Ibs 6-7 7-8 0215 0 193 -1592Its -539 IN DC IG41 0.243 540lbs (•I INN) 12-13 0 210 -833 Ibs ' J �6 11-12 0.Y79 1,211Ibx (-5Itu %b 24 0.142 SW lbs {t, lbs) S-12 O..050 -475 lbs 7•10 0 067 628 ft 3.13 0 167 -77216s 5-11 0080 455 lbs (28 Ass) &10 0 167 9461bs (-36 Re} 443 0120 -I, 1551bs 6-I1 0,037 -331 lbs M 0.078 -740 lbs ) 4-1Z 0374 2,114lbs (62UW 7-I1 0.202 1,141lbs (h41)b) Notes l) Unless noted otherwise, do notcutor alter any truss memberor plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0-80). 3) Hanger is for graphical intrepretalion only Install hanger per manufacturer's recommendation 4) Provide adequate drainage to preventponding. kxp. 6/30/18 I* Clvo- Tx ALLPFRSONS FABRICATING, HANDLING, ERECTING ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TmeBuild®Truss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS,1,110TATIONS AND QUALIFICATIONS SE FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D3-GB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:06 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0/12 l 0-" 0-" 0-M 0-" 1 24in 96lbs 5) Brace bottom chord wtlh approved sheatlung or purlins per Bracing Summary. 6)At leastone web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to die plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 100 has been applied for this truss analysis 8) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoint 15 may need to be considered 9) Listed wind uplift reactions based on MWFRS Only loading '241 Exp. 6/30/18 ft cm ALL PERSONS FABRICATING, HANDLING, EREC'ITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuild®Truss Software v5 6 2f REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEC FORTH IN THE EAGLEMEIAL PRODUCTS DESIGN NOTES ISSUED WITH I` Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. SPAN 20-2-s 7t cs l9 1 2Y TT OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D3-GT 1301 MONTALVO WAY, STE 4 JobName:madism-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:31 760-423-9479 Page: l of2 PITCH QTY OHL 0/12 1 0-" 0.25 12 -_, OHR CANT L CANT R 0-0-0 0-0-0 0-0-0 h 3-11-14 t 3-11-14 14_11-10 18-11-8 20-2-ii 3x4 - 112 121 - 4z4 - 2x4 1 4.9 _ 6.9 - 4R - 4M - 4x6 I 2x$ D3C-GT D3D-GT 0-0-0 0-0-0 r1-O-Oi 2-a4 9.11-1� t 3,1, t_ 3-11-14 t 3.11-14 _t 1-3-0 t 1-0 0 1 611.14 1�11-12 14-11-10 18-11-8 20-22 AI I plates shown to be Eagle 20 unless otherwise noted PLYS 2 0 T T TT r Loading (pso General CSI Deflection L1 (hoc) Allowed Carried Loads (psf) Bldg Code CBC2016/ TC: 0,29(6-7) VertTL: 0.25in L/956 (13-14) L/240 TCLL: 20 TPII2014 BC: 0.36(12-13) VertLL: Olin L/999 (13-14) L/360 TCDL : 15 Rep MbrincreaseNo Web : 0,42 (8-12) HorzTL: 0.01 in 9 BCLL : 0 LumberD.O.L : 115 % BCDL : 10 Reaction rr Brp Combo Brp VJnfth R d Big Altith Max React MaxOnw U Gil Max Wind Uplift Max Uplift Max Horiz 17 1 1.5 in — 1,335 lbs -45 lbs 9 l 5 5 in 150 in 2,060 lbs - Material Bracing TC: DFL # 12 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL SS 2 x 4 except BC: Sheathed or Purhns at 10-M, Purlin design by Others DFL SS 2 x 6: 10-14 Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GabloHip, Risk Category II, Overall Bldg Dims 25 tl x 60 it, h —IS f(End Zone Truss, Both end webs considered- DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 160T I 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads MemberForces Table indicate: Manta ID, mac CSL mac axial to= 6ix tumor. form ifd& mt fmm mac axial force) Only fors gnater dim 300lbs are shown in this table. TC 4-5 56 0,126 0.14 -1,333 lbs ,2,4811bs 6-7 7-S 0,286 02W -2,974 lbs -2-75511>5 8A 0.101 -643 lbs EX- I1-:2 0 T85 6W lbs (-801bq 13-14 0.301 2,972 bs (-317 lbs) 15-16 0.0% 577 Ibs 1-11 Ibs) 12-3 0.358 '_-;N Iin (401hs 14-15 0.324 Z421 lbs 12--1bs I6-17 0 078 636 lbs AS bil Mbb 2.17 0.090 -899 tin 7-13 6061 3lG 0" 2-1 0134 -1,297lbs 8-12 0420 2,272lbs (-305lhs) b15 0 144 810 lbs (63 1bs) 8-11 0 095 -908 lbs 5-15 0.136 -1,173lbs 1H1 0.255 1,390lbs (20416s) 6.14 0067 -561lbs Truss to Truss Connection Summary Cvxd [ltw 2!%W% CIMI _ UrvMgOffset D3GGT BC 14-7-12 D3DGT BC 16-04 SPACING WGT/PLY 24in 1081bs j F Notes 6/30/18 ' 1 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. Exp. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrep2btion only. Install hanger per man lfactu er's recommendation rl ^ I V 4) Provide adequate drainage to prevent ponding- �T. 5) Brace bottom chord with approved sheathing orpurhns per Bracing Summary [ `• ` 6)At least one web of this buss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss Late , hraees be installed within 6 " of each web panel point 7)A creep factor of 1,00 has been applied for this truss analysis. 8) Horizontal clearance between inside Face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 05" ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCT® TO I TrucBWIMTruss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SE rFORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED W IT14 Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHIN EAGLE METAL CONNECIORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D3-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:32 760-423-9479 Page: 2 of2 SPAN PfrCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-8 0/12 1 (4W 04W 0-" 0-" 2 24in 108lbs 9) The forces shown for this multi -ply truss are per ply and the reactions are for all plies two identical trusses shag be bu dt and attached as follows, per ply: 16d Nails or than Nads[min I35"x3 T C -I row @ 12 in oc, BC - l row @ l2 in oc , Webs -1 row gr l2 in oc Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder pees with supplemental 16d Nails or Gun Nails[min ,135"x3 as follows within 24" of the location shown: BC:14-7-12,(6)ConneMrs BC: 16-04,(3 )Connectors Connectors shall notencroach on other girder ply connectors ortruss-to-truss connectors in accordance with the NDS or the connector manufacturer recommendations 10) When applied loads are on one side of girder; do not flip girderduring ing girder connector mstaMon, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing) Connectors on opposite sides of the girder shall be offset 11) Lateral bracing shall be attached to each ply. 12)At fasteners minimum 2-12" long, unless otherwise noted 13) Nails in lstand 2nd ply shall be offset from successive plies by 12 the nail spacing 14) Listed wind uplift reactions based on MWFRS Only loading. �' P 18241 Exp. 6/30/18 c m\- �LLPERSONS FABRICATING, HANDLING, FREC[TNG OR [NSTALLINGANY "TRUSS BASED UPON THIS "[BUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuild®Truss Software v5.6.280 :EFERTOALL OFTHE INSTRUCITONS,LIIVIITATIONSAND QUALIFICATIONS SETFOFJHINTHE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products AIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECIORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAI\ PITCH QTY 017I1, OHR CANT L CANT R 154-. 0.25 / 12 4 0-M 0-M 0-" 0-" 15-4.8 t 708 7113t 7-7-0-8 14-1.8 15-4-8 T N I 0.25 12 211 qT I1 4x2.4 �T o� TT 1 7X8 - 4 4 0-0-0 0-0-0 7-0-8 7-1-0 7.0-8 14-1-8 15-4-8 All plates shown to be Eagle 20 unless otherwise noted PLYS 1 T 0 T Truss: D4 JobName: madison-lot-58b Date: 05/18/19 10:55:49 Page: 1 oft Loading (psi) General CSI Deflection L✓ 0oc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.75(1-2) VertTL: 027in L/651 (7-8) L/240 TCDL: 15 TPII-2014 BC: 039(6-7) VertLL: 0.08in L/999 7 L/360 BCLL : 0 Rep Mbr Increase Yes Vdeb : 0.40 (1-7) HorzTL: 0.01 in 5 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT Br Combo Br Width R d Big Width Max React Max Grav Uplift Max Wnd Uplift Max U lift Max Horiz 8 l 5.5 in 1,50 in 808 lbs 214Ibs 5 l 5.5 in 150 in 782 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purhns A 3-1-0, Purlin design by Others. BC: DFL # 12 x 4 BC: Sheathed or Purlins at 10-M, Partin design by Others Web: DEL #2 2 x 4 except DFL SS 2 x 6: 9-8 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads, 2)This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GableMip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft(h = I S fL End Zone Truss, Both end webs considered. DOL = L60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs; moving point live load has been applied to the BC concurrent with other dead+ live loads. 5) ** -Indicates parapet wind loading has been applied to member 9-1 LoadCase D1: StdDeadLoad Point Loads Member Location Direction Load Trib Width Top 1-11-8 Down 45lbs Member Forces Table indicates: Menba ID, mac CSI, max anal force, (mac mar. force if cI ffamt fmm max anal fo=) Only fonts greaterthm 300lbs are shown in this table 1-7 0398 2,251 lbs (-54 lbs)l3-7 0279 1580 lbs (2601ti6314-6 0224 1,2691bs (-127 Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftmss is 20 %(Cq = 0.80). ` 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. x 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe 6 " of each web panel point 6)A creep factorof l .00 has been applied forthis truss analysis. 7) Listed wind upliftreactions based on MWFRS Only loading. 8) ParapetTL: 0.06 in, 2LN79 (9-1),Allowable 2L/120. SPACING WGT/PLY 24 in 73 lbs Exp. 6/30/18 iR Irk brs�sh`a�llbe'�� t �rE�r lam„ ALL PERSONS FABRICATING, HANDLING, FRECnNG ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FOFUH IN THE EAGLE METAL. PRODUCTS DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE US®. TrueBuilcWTmtss Software v5 6280 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D5 1301 MONTALVO WAY, STE 4 JobNarne:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:53 760-423-9479 Page: I of I SPAN PrrCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-2-0 -025 / 12 4 0-" 04W 04W 0-M l 24 in 85 I lr I bL-U 4-34 { 4-3-8 1 4-3-8 4-3-8 h 1-0-0 4-3-8 8-7-0 12-10-8 17-2-0 18-2-0 4xf • 4 4 - 3 4 1210.25 X3 4 n4 - 2x4 I 3x8 0-0-0 04 -9 0-6-0 4-3-8 h 4_3-8 h 4-3-8 4-3-8 t 1-BA h f 4-3-8 8-7-0 12-10-8 17-2-0 h18-2-0 All plates shownto be Eagle 20 Mess otherwise noted. Loading (psit) General CSI Deflection tJ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.24(2-3) VertTL: 025in L/845 (10-11) L/240 TCDL: I TPI I-2014 BC: 0.5S(10-I1) VertLL: 0,1 in L/999 (10-11) L/360 BCLL : 0 Rep Mbr Increase Yes Web : 0,40 (4-8) Horz TL: 0,02 in 7 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg Width Rqd Big Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 13 l 5.5 in 1.50 in 899lbs -53 lbs 7 1 1.5 in — 899 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins A 3-9-0, Partin design by Others BC: DEL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads, 2) Tlhis truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category Q, Overall Bldg Dims 25 ft x 60 It, It =15 If End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indiras Manba ID- mac CSI, nlax axial force, (rrrar. oorrpr. fo¢e ddi9eent fiom mac axial fora) Only force gasta than 300lbs me shown in this table TC 1-2 2-3 0230 0241 -1.9451bs ;:,8231bs 34 4•_5 0.220 0141 -2,494lbs 4.0481bd 56 0131-1,223lbs NC IO•II 9547 �h31711n [-1i21bs] I I-i2 0.•i't1 1 r141 ibx !•71 16s W& 1.13 Q0" -M Ibis 3-10 0 t75 -ws Itn 1r7 0�6-8741hs 1-12 0.367 2,079lbs (-931b5) 4-8 0401 -1,485lbs 2-12 Q066 634 lbs 10S 0396 2,2421bs (-8311m) 2-11 0173 978 lbs (43 lb5) 6S 0268 1.5081bs (871bs) Notes l) Unless noted otherwise, do not cut or after any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0,80). 3) Hanger is for graphical intreprelation only. Install hanger per manufacturees recommendation 4) Provide adequa Le drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At leastone web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis, 8) Listed wind uplift reactions based on MWFRS Only loading- k ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TnreBuilcWTruss Software v5.6280 REFER TOALL OF THE INSTRUCTIONS, LIMIMONSAND QUALIFICAT[ONS SET FOFJH IN THE EAGLE NIEFAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEFAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D5-GT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:51 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 19-2-0 -025 /12 1 0-0" 0-0-0 0-" 0-0-0 2 24 in 85lbs T 4-3-8 4-3-8 4-3-8 4-3-8 . 1-0-0 1 4xf4 4 _ 12 0.25 . ,� 3>�4 - 4xa - 2)�4 I 3X9 0-0-0 0-6-0 0-6-0 4-3-8 4-3-8 4-3-8 4" 4-3-8 8-7-0 12-10-8 17-Y-0 1&2•Q All plates shownto be Eagle 20 unless otherwise noted 0 N q ll� TT T Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 BldgCode: CBC2016/ TC: 0.28(1-2) VertTL: 023in L/903 (to-] l) L/240 TCDL: 15 TPI1-2014 BC: 0.53(10-11) VertLL: 0.05in L/999 (10-11) L/360 BCLL . 0 Rep MbrIncreaseNo Web : 039 (10-8) Horz TL: 0.02 in 7 BCDL. 10 Lumber D.O.L.: 115% Reaction JT Brg Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wmd Uplift Mae Uplift Max E Inrix 13 t 5.5 in 1.50 in 1,716 lbs -53 lbs 7 t 15 in — 1,716lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purhn design by Others BC: DFL 41 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ftx 60 It h= 15 It, End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads- LoadCaseD1: StdDead Load Dimibtded Loads Member Location l Location 2 Direction Spread StartLoad End Load Tnb Width Top 0-M 18-2-0 Down Proi 45 psf 45 psf 24 in Mem her Forree Table indicate: Menbff ID- mac CSL it axial fume (mac mnwr. fore if d fmt fmm max axial fume). Only Tomes weatffthai 3001bs ae shown in this table TC 12 23 0284 0273 -1,862 lbs -Z?W 16s 44 •Fi 0274 0181 2,385 lbs -1.020 Ibs '`�6 0168 -1, 189 lbs 13C 10-11 0535 2,6961bs 11-12 0.400 1,858 lbs ►16b I-13 0.086 -824Ibs 3-to 0,00 a82111x r 7 0087 4461u 1-12 0,365 1990 lbs -14 0167 -1.3981bs =-12 0069 660 lbs 10-8 0392 2,140 lbs 111 0.162 911 lbs t+8 027t 1,466 lbs •1 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate- without prior approval from a Professional Engineer 2) The fabrication tolerance forthis moftruss is 20 %(Cq = 0 80). 3) Hanger is for graphical intreprelation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per B racing Summary. 6)Atleast one web ofthis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss 6 " of each web panel point 7)A creep factor of 100 has been applied for this truss analysis 9VIsS J 41 8241 ' rri Exp. 6/30/18 CIV1�,-,4�`�% within ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO { TmeBuildJTrass Software v5 6280 REFER TO ALL OF THE IN STRUCHONS,LI1vMTIONSANDQUALIFICATIONSSECFORMINTHEEAGLEMETALPRODUCTSDESIGNNOTESISSUEDWITH I Eagle Metal Products THIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D5-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:51 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-2-0 -025 / 12 1 0-" 0-0-0 0-m 0-0-0 2 24 in 85 lbs 8) The torces shown tor this multi -pry truss are per ply and the reactions are for all plies -Iwo identical trusses shall be builtand attached as tollows, per ply: ltid Naffs or Uun Narls[mut I35`xJ I C: -I row (�O, 12 in oc, BC -1 row a 12 in oc, Webs -1 row ge 12 in oc 9) When applied loads are on one side of girded do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install halfof the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 10) Lateral bracing shall be attached to each ply. I I )All fasteners minimum 2-12" long, unless otherwise noted. 12) Nails in lstand 2nd ply shall be offsetfrom successive plies by 12 the nail spacing 13) Listed wind uplift reactions based on MWFRS Only loading rFLJ.E..y � rY3 3241 Exp. 6/30/18 �T c m \- 9TFOF CAi. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TmeBuild®Truss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SECFORIHINTHE EAGLE MEIALPRODUCTS DESIGN NOTES ISSUED WITH 111 Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D6 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:55 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-7-8 -025 / 12 4 0-" 0-M 0-0-0 0-" l 24 in 81 lbs IS-7-8 , 4-3-8 , 4-3-8 , 4-3-8 , 5-9A 41V8 Q.7_6 12-10-8 10-7-a 1 II 4x18 - 41. 3Nt - 2x4 1 12 025 r; . 0-0-0 4-3-8 , 4.3.8 4-3-8 8-7-0 All plates shown to be Eagle 20 unless otherwise noted 4-3-8 12-10-8 xb 1 I T 0-0-0 6.9-0 18-7-8 Loading (psf) General CSI Deflection L✓ (hoc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.53 (4-5) VertTL: 0,32 in L /667 (7-8) L /240 TCDL: 15 TPII-2014 BC: 057(7-8) VertLL: 0.13m L/999 (7-8) L/360 BCLL : 0 Rep Mbr Increase Yes Web : 050 (5-7) Horz TL: 0.03 in 6 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Mar Uplift Max Horiz 10 1 5.5 in 150 in 919lbs -01 lbs 6 1 5.5 in 1 50 in 919 lbs Material Bracing TC: DEL 9 t 2 x 4 TC: Sheathed or Rurlins at 3-4-0, Purlin design by Others BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purhn design by Others Web: DFL k2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for die effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GableQ nip, Risk Category 11, Overall Bldg Dims 25 ftx 60 It h =15 it End Zone Truss, Both end webs considered. DOL = l 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrentwith other dead+ live loads. Member Forces Table indicates Menba ID_ mac CSL mac axial fome (mac mmor force if diffbmt 8om mac axial fonx). Onlv fors aiester than 30011bs am shown in this table TC 1-2 0218 -2,005lbs 2-3 0259 -1-93Blbs 34 0275 1,761lbs 4-5 0535-2.761lbs 19C 7-8 asm M935 [hs i-101 Rut " 0,430 2.001 lbs r-59lbs) ► % 1-10 Q.o90 -09 rX 2.8 0 193 1,0351bs 145lbs) 5-7 0.498 2,ti�J lbs [ 122 W) 1-9 0379 2,143 lbs (-96 lba) 3-7 0.112 -371 lbs 5-6 0086 -835 lbs z-9 0069 -658Ibs 4-7 0045 -402lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)Acreep factorof 100 has been applied for this truss analysis 6) Listed wind uplift reactions based on MWFRS Only loading. ; 8241 `� Exp. 6130118 J c m \- 94FCAUF�`. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TrueBuilcWTnlss Software v5.6 280 REFER TO ALL OFTHEINSTRUCTIONS, LIMETATIONSAND QUALIFICATIONS SEFFORIII IN -MEEAGLEN/ELAL PRODUCTS DESIGN NO-FES ISSUED WITH Eagle Metal Products f THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. I OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D7 1301 MONTALVO WAY, STE 4 JobName:madison4ot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:55:57 760-423-9479 Page: l of 1 I SPAN PCI CH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 18�8-425/12 2 0-" 0-" 0-" 0-" 1 24in 87lbs 18-0-8 13 a 4.ad. aas , 4-" A10-81 "I 0.T•it fY-19�- 17,24�141.o-a1 1-0-0 1-6-6 4x? - 41 - 3x4 • 12. 0.26 2z4 1 >-0-0 0-0-0 4-3-8 , aa.a , 4.3d , 4.3-e ;vao-si 4-3.5 8.7.0 12.1D8 17-2-0 1&98 All plates shown to be Eagle 20 unless otherwise noted 0 1 T Loading (pst) I General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 027 (2-3) VertTL: 0.25 in L / 852 (10-11) L /240 TCDL: 15 TPII-2014 BC: 0.61(10-11) VertLL: Olin L/999 (10-11) L/360 BCLL: 0 Rep Mbr IncreaseNo Web: 0,61 (4-0) HorzTL: 0.03 in 8 BCDL 10 LumbefD,O.L, : 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wmd Uplift Max Uplift Max Honz t3 1 5.5 in 150 in 893 lbs -01 lbs 8 1 1.5 in — 893 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-7-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 1 l0 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 t h = 15 ft, End Zone Truss, Both end webs considered. DOL = l .60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A250 lbs moving point five load has been applied to the BC concurrent with other dead+ We loads - Member Forces Table indicates: Mamba ID, mac CSI, nnax axial force (max oomph. fora ifdliffeent from max axial force). Only foes groutur than 30011bs are shown in this table TC 1-2 23 0260 0270 -1,929lbs 2,187lbs 3-1 6-7 0237 0.099 -2,444lbs •1118lbs f W 9.10 0283 %01bs (,916s) II-12 0.465 1,925lbs (55lbs) 10-11 ahlo Z M lbs 03 Ital %Wb HJ Q087 431 Ibs 3.10 a..138 4581Gs 7-9 0.254 1;1Is 11n (-3411r�) 1-12 0.364 2,063 lbs (-921bgj 4-6 0609 2,2481bs 7-8 0093 -947 lbs 2.12 0-066 -629lbs 6.10 0278 1,575lbs (731ha) 2- 1 0169 9561bs (-0O IbsJ G9 0282 -7541bs Notes l) Unless noted otherwise, do notcutor alter any truss memberor plate wa houtprior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical int epretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding- 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web- All panel points on such webs shall be braced laterally perpendicular to the 6 " of each web panel point 7)A creep factor of 100 has been applied for this truss analysis, 8) Listed wind upliftrea0fions based on MWFRS Only loading. 44 \X I��teral hnt&/sq@f Ai@tidW w1L 3F X � it iV`i_ .n[� ALL PERSONS FABRICATING, HANDLING, FRECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCT® TO TnleBuilcWTn ss Software v5 6280 REFERTOALLOFTHEINSTRUCIONS,LI1vIITATIONSANDQUALIFICATIONSSETFORIHINTHEEAGLEMEIALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROMFAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSID OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D8 1301 MONTALVO WAY, STE 4 JobName: rnadison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:56:26 760-423-9479 Page: lofl SPAN PITCH QTY OHL ORR CANT L CANT R PLYS SPACING WGT/PLY 174)-6 -025 / l2 1 0-" 0-0-0 0-0-0 0-" 1 24 in 73 lbs 1 /-U.. 5-8.2 5-8-2 5-8-2 5-8-2 1144 17." 4x? - 31- 2 4 1 12 025 6x� - T 0-0-0 6.0-0 r 5-8-2 5-8-2 r 5-8-2 5-8-2 11-4-4 17-0-6 AI l plates shown to be Eagle 20 unless otherwise noted Loading (PS" General CSI Deflection L/ 0oc) Allowed TCLL: 20 BldgCode: CBC2016/ TC: 0.55(3-4) VertTL: 028in L/693 (6-7) L/240 TCDL: 15 TPII-2014 BC: 0.58(6-7) VertLL. Olin L/999 (6-7) L/360 BCLL : 0 Rep MbrincreaseNo Web: 0.44 (4-0) Horz TL: 0 02 in 5 BCDL: 10 LumberDOL.: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max Read Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 8 1 5 5 in 150 in 847 Ibs -0 l Ibs 5 l 15 in — 847lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-5-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Wbb: DEL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) T11is truss has been designed forthe effects ofwind loads in accordance withASCE7 -10 with the following riser defined input 110 mph (Factored), Exposure C, Enclosed, Gablekhp, Risk Category Q, Overall Bldg Dims 25 ft x 60 tt h = 15 f( End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicate,: Member ID, mac CSL rnm axial fome, (max connpr. fo= if dff=t from nrax axial tome) Only forces g¢#er than 3001bs are shown m this table cc 1 &7 0,%4 2 M l(K (45 Ibs] I'll,1$ O.DBI-hi7lha 2-7 OA52 -493lbs 3.6 0047 -4221ba 4-5 0:078 .7651ba 1-7 0.410 2,3201bs (-Ilt Ibsl 2-6 0083 415lbs (-162Ibs) d-6 0435 214621bs (-I131W Notes 1) Unless noted otherwise, do not cut or alter any puss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0 80). SS/03)Hangerisforgraphicalintreprelationonly.Inslallhangerpermanufacturer'srecommendation [� I�1� 4) Provide adequate drainage topreventponding. �4 [L� EI 5) Brace bottom chord with approved sheathing or purlins perBracing Sununary. 6)A creep factor of 1.00 has been applied forthis muss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. f Exp. 6/30/18 aF 19 CIV1� � '9F CA! 1 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON "IRIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuild®Tniss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATION S SET FORTH IN THE EAGLE MEFAL PRODUCTS DESIGN NOTFS ISSUED WITH Eagle Metal Products TH IS DESIGN AND AVAILABLE FROM EAGLE UPON REQU EST. DESIGN VALID ONLY WHEN EAGLE METAL CONN EC-DRS ARE U SED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D9 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:56:29 760-423-9479 Page: loft SPAN PITCH QTY OHL Ol IR CANT L CANT R PLYS SPACING WGT/PLY 15-11-10 -0,25/12 1 0-0-0 0-0-0 0-" 04W 1 24in 69lbs T d T 5-3-14 . 5-3-14 5-3-14 4xx? - 3�4 284 1 12 025 n„q 0-0-0 0-0.0 5-3-14 a _ 5-3-14 5-3-14 5-3-14 10-7-12 15-11-10 All plates shownto be Eagle 20unless otherwise noted W T T Loading (pst) General CSI Deflection U (loc) Allowed TCLL : 20 Bldg Code . CBC 2016/ TC: 0,45 (3-4) Vert TT-: 0 22 in L / 839 (6-7) L /240 TCDL: 15 TPI1-2014 BC: 0.52(6-7) VertLL: 008in L/999 (6-7) L/360 BCLL : 0 Rep Mbr lncreaseNo Web : 0 38 (4-0) Horz TL: 001 in 5 BCDL: 10 LumberD.OL.: 115% Reaction JT R Cnmbo B Wddlh Ra d B "Ift Max ftkt Max 0mv Up lift Max Wmd ll lift max Uplift Max Etorir 8 1 55 in 150 in 799 Ibs -01 Ibs 5 l 15 in — 799 Ibs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 3-9-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Pudin design by Others. Web: DEL 92 2 x 4 Loads 1) rhis truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 t h = 15 fl; End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving pointlive load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicate,: Mamba ID, mac CS7, mac racial force, (mac comer. force if diff=t from mac asial force) Only fomFs geata dw 300lbs ae shown in this table TC 11-2 0420 -1 %1Ibs h-3 0317 -Inl lbs 13-4 0448 2100lk 11-7 0362 2,047lbs (-12016s1j3,16 0.068 355lbs (4491hs1l4-6 0381 2,1591bs (125%11 1 Notes 1) Unless noted otherwise, do notcutor alter any truss memberor plate wilhoutprior approval from a Professional Engineer, 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0,80). 3) Hanger is for graphical intreprctation only. Install hanger per manufachuel's recommendation. -dill 4) Provide adequate drainage to preventponding. f ^• 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary / 5 6)A creep factor of 1,00 has been applied forthis miss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. Z 3241 Exp. 6/30/18 c i v i\- FOF CAJ-Fp ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuil&Tniss Software v5 6280 REFERTOALL 0FTHE INSTRUCCIONS, LIMITATIONS AND QUALIFICATIONS SET FORIHIN-FHEEAGLEMECAL• PROD UCTSDESIGNNOTISISSUEDWITIJ Ij Eagle Metal Pmducts THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ON LY WHIN EAGLE METAL CONNECTSEE).ORS ARE U S. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D10-DTGT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:21 760-423-9479 Page: 10171 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-6-13 -0.25/12 1 0-" 0-0-0 0.0.0 (W-0 1 9in 76lbs 154-13 5-2-4 5-2-5 5-2-4 5-2-; 10-4-9 15.6.13 6 N t<S 4.14- 211 1210.25 i 1 4 3 4. 1 2>od I 5 - 4%i - 2.541 T D17A-GT 0-0-0 0-0-0 i 5-2-4 5-2-5 5-2-4 5-2-4 10-4-9 15-6-13 All plates shownto be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed Carried Loads (psf) Bldg Code . CBC 2016/ TC: 0.20(34) VertTL: 0.09 in L /999 (6-7) L /240 TCLL: 20 TPI1-2014 BC: 064(6-7) VertLL: 0.03in L/999 (6-7) L/360 TCDL : 15 Rep MbrincreaseNo Web: 0 72 (3-7) Cant/ OHTL: 0.07 in 2L /396 5 2L /480 BCLL: 0 Lumber D.O.L.: 115% Cant/OHLL: 0.06in 2L/413 5 2L/480 BCDL : 10 HoreTL: 0 i l Reaction BrgCombo Brg WUlth Rqd Brg Wdih Max React M;Lx Gtav uplift Max AWid tlphA MaxUplift Max Horiz 1 173 5 in N/A 815 lbs -99 Ibs -99 Ibs 1,467 Ibs 1 173 5 in N/A 842 Ibs -2,001 Ibs 1 173.5 in N/A 366 Ibs -362 Ibs -1 Ibs-362lbs-534lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 5-9-0, Purlin design by Others. BC: DFL SS 2 x 6 BC: Sheathed or Purlins at 7-11-0, Pudin design by Others. Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-M to 15-0-13: 200 plf 3) This buss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall B Idg Dims 25 It 60 It h =15 it End Zone Truss, Both end webs considered DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5)A 250lbs moving point live load has been applied ro the BC concurrent with other dead+ live loads. Member Forces Table indicates: Manba ID, mac CSt, m� axial tome, (mvc corrpr. to=if diffaaht from max axial foroe). Only fog grata than 300lbs me shown in this table TC 1 ] 2 0157 1,271 In t-1,253 (bill 2 J 0 172 793 Ibs (-777 Rol � 0205 949Iba 1.10 lull 1 11-7 0538-1,357lbs 136 0052-515lbs 1 1 Truss to Truss Connection Summary QrW� cmv ia"l C*pBC "g0hx 4F �OFJ SSIO DI 74 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0 80). v 2 41 Z 3) Provide adequate drainage to prevent pending m r� 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. Exp. 6 /3 0/ 18 U 5)A creep factor of 100 has been applied for flits truss analysis *-" 6) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 6, 8 may need to be considered. 7) Listed wind uplift reactions based on MWFRS Only loading ' /� C I V fEOF CAU4�a ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueStild®Truss Software v5.6.280 REFER TO ALLOFTHEINSTRUCTIONS,LIMITATIONSANDQUALIFICATIONSSET'FORMINTHEEAGLEIvlEIALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHIN EAGLE MEFAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D11 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:28 760-423-9479 1 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-5-0 -0.25/12 1 (W-0 0-" (W-0 0-" 1 24in 24lbs 5-5-0 t 5-5-0 t 5-5-0 3xt4 • 1210.25 2 4 1 0-0-0 0-0-0 5-5-0 5-5-0 All plates shownto be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.51(1-2) UertTL: 008in L/759 (3-4) L/240 TCDL: 15 TPI1-2014 BC: 0,31(3-4) VertLL: 0.04in L/999 (34) L/360 BCLL . 0 Rep MbrincreaseNo Web: 0.05 (2-3) HorzTL: 0 in 3 BCDL : 10 Lumber D.O-L.: 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 1 5.5 in 150 in 319 Ibs -4 Ibs -4 Ibs -59 Ibs 3 l 1.5 in — 319 Ibs -2 Ibs -2 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed orPurlins at6-3-0, Purlin design by Others BC: DFL #1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) Tlvs buss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) TI»s truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/I Tip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft� h= 15 f( End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 160T I 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicaatcs: Manba m, � CSL mac mat fume, (mac mnpr. force if difaart from inm adat tone) Only fonts g utathan 300lbs ae shown in Ibis table �c ac u� Notes [)Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabncation tolerance for this roof truss is 20 %(Cq = 0 80) 3) Hanger is for graphical intrepretalion only. Install hanger per manufacWrees recommendation. { [ 5 C 4) Provide adequate drainage to prevent pending tC N 5) Brace botom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 100 has been applied for this truss analysis 7) Listed wind uplift reactions based on MWFRS Only loading 1'41`� * Exp. 6/301,1 CIVo_ 01 LL PERSONS F.4BRICATfNG, HANDLING, FRECT[NG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBWIcWTntss Soltware v5 6280 hFFRTO ALL OF THE INSTRUCTIONS, LINUTATIONSAND QUALIFICATIONS SErFORTH IN THEEAGLEIV IA1. PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLEUPON REQUEST DESIGN VALID ONLY WHEN EAGLE MErALCONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D11A 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:32 760-423-9479 - Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-2-14 -025 / 12 1 0-" 09)-0 0-M 0-" 1 24 in 32 lbs 7-2-14 2-3-4 4-11-10 2-3-4 7 —14 3x4 - 2 4 1 1210,25 xt 3V - T .1- N T 5 Ll T 2' 1 4.1- 2.441 0.0.0 0-0-0 2-3-4 1 4-11-10 2-3-4 7-2-14 All plates shownto be Eagle 201udess otherwise noted Loading (psi) General CSI Deflection L/ (hoc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0 32 (2-3) VertTL: 0.05 in L /999 (4-5) L /240 TCDL : 15 TPI 1-2014 BC: 0 21 (4-5) Vert LL: 0.02 in L / 999 (4-5) L / 360 BCLL: 0 Rep MbrincreaseNo Web: 0.11(1-5) HorzTL: Din 4 BCDL: 10 Lumber D.O.L.: 115% Reaction JT Brg Combo Brg Width Rqd Brg Wahh Mar React Mar Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 15 in — 403 Ins -55 lbs 4 1 15 in — 403 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purhn design by Odiers BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL 92 2 x 4 Loads l ) This truss has been designed for die effects due to 10 psf bottom chord five load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance widhASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 fl, End Zone Truss, Both end webs considered. DOL = l .60 3) Minimum storage attic loading has been applied in accordance with IBC 1607,1 4)A2501bs moving point live load has been applied to the BC concurrentwith other dead+ live loads. Member Forces Table indicate;: Member ID, mac (SI, irm axial fora (mac cnnpr. force if diflaert from mac adal force). Only forces gieste than 300lbs are shown in this table 1-5 0,111 630 lbs (451 ibs)13-5 0096 541 lbs (-124 Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80), 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 6)A creep factor of 100 has been applied for this truss analysis 7) Listed wind uplift reactions based on MWFRS Only loading :a 3241 r� Xp 6/30/18 �1 FOF CAL1�� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TnaeBuilcWTruss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS,LIIvIITATIONSANDQUALIFICKRONSSECFORMINTHEEAGLEMFIALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLEFROM EAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D11A-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:30 760-423-9479 Page: lofl SPAN PrTCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-1-8 0/12 1 000 (9W (W-0 0-" l 24in 37lbs �7-1-8 r �3-6-12 3-6-12 r 3-6-12 7-1-8 4xf 2V I 4,f . T 1 55 2.41 6xB • 2.441 D13A D12A D11A 0-0-0 0-0-0 r 3-6-12 3-6-12 3-6-12 } 7-1-8 All pl ates shown to be Eagle 20 tuiless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed Carried Loads (psf) Bldg Code: CBC 2016/ TC: 0,18 (1-2) VertTL: 0.04 in L/999 (4-5) L/240 TCLL : 20 TPI 1-2014 BC: 021(4-5) VertLL: 0.01 in L / 999 (4-5) L / 360 TCDL : 15 Rep Mbr IncreaseNo Web : 026 (1-5) Horz TL: 0 in 4 BCLL: 0 LumberD.O,L.: 115% SCOL.. 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 15 in — 811 lbs -53 hbs 4 1 15 in — 991 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purhns at 5-4-0, Purlin design by Others. BC: DFL SS 2 x 6 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord We load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60It h=15 $ End Zone Tniss, Both end webs considered. DOL = 160 3) Minimum storage attic loading has been applied in accordance with IBC 1607. h 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Menbe D, n CSI, roc axial fame (attest cvmpr. fame if diflamt fiom inax axial fame). Only fours Lathan 300lbs are shown in this table TC 1-2 0180 -t % 23 0180 -t to 11W 1-6 am -616lbs 1-5 0261 1,36t Mrs (331 R*) 1-5 0261 1,361 lbs (-331 Ibn)34 0068 -616lbs Truss to Truss Connection Summary C'anai Tiu [.Lryrrni t'_IRWd CLrvug Oft D13A BC 1-114 D12A BC 3-114 DIIA BC 5-114 Notes i) Unless noted otherwise, do not cut or alter any truss member or plate withoutprior approval from aProfessional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq= 0,80), 3) Hangers are for graphical intrepretalion only. Install hangers per manufacturer's recommendations 4) Provide adequaic drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this hiss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. �pC�lFSS1; N CIF 8241 i~ Exp. 6/30/18 rF it }�� civic rF�ir 1=A1 ,Cc�4 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuild®Truss Software v5 6 280 REFER TO ALL OF THE INSTRUCTIONS, LWIITATIONSAND QUALIFICATIONS SET' FORTH INTHE EAGLE METAL PRODUCTSDESIGN NOTES ISSUED WITH Eagle Metal Products 'THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D11-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:26 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT CANTR PLYS SPACING WGT/PLY 7-1-8 0/12 l 0-" (W-0 0-M 0-M 1 24in 37lbs 7-1-6 h 3-6-12 _ _ I 34-12 3Z12 7.14 41- 2r241 41- 2A l 5.1 - 2x4 013 D12 D11 3-6-12 34-12 3-6.12 7-14 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L✓ (hoc) Allowed Carded Loads (psf) Bldg Code: CBC2016/ TC: 0.17(1-2) VertTL: 0.03in L/999 (4-5) L/240 TOLL: 20 TPII-2014 BC: 0,17(4-5) VertLL: 0.01inUP L/999 (4-5) L/360 TCDL : 15 Rep Mbr IncreaseNo Web : 0,24 (1-5) Horz TL: 0 in 4 BCLL : 0 Lumber D.O.L.: 1 l5 % BCDL: 10 Reaction JT BEg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 6 1 15 in — 790 Ibs -54 Ibs 4 1 15 in — 888 Ibs -1 Ibs -1 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins M 5-8-0, Purlin design by Others, BC: DFL SS 2 x 6 BC: Sheathed or Purt6s at 10-0-0, Pudin design by Otlhers. Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead bads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category Q, Overall Bldg Dims 25 ft x 60 $ h =15 f(End Zone Truss, Both end webs considered DOL =160 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrentwit h other dead+ live loads. Member Forces Table indicate: Mar-ba ID, rr� CST, max axial romp (ma c onpr. row ifdff=t 5om mac axial force) Only forum grWathar 300lbs are shown in this lzble TC 12 0172-1,1581bs 2-3 0172-1.158lbs fsC' vkHb 1.4 &065 -587f£ 3-5 0240 r,?3I lbs (417IN 1-5 0,240 1,2511bs (417tbx) 34 0065-58716s Truss to Truss Connection Summary CawdTruss CarlanNC2wxd Craying()Tnd _ D13 13C 141-4 D12 BC 3-114 r_ ej f f L D l I BC 5-1l4 J Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). � be n r 3) Hangers are for graphical intrepretaton only. Install hangers per manufacturels recommendations : 4) Provide adequate drainage toprevent ponding. E X p 6�30�18 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 100 has been applied for this truss analysis J 7) Listed wind uplift reactions based on MWFRS Only loading. ''jam , C I V 1 \- 4 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGAREINSTRUCTED TO I TrtleBuil"Truss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET' FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM FAG LE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE IVIETALCONNBC-10RS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D12 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:34 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-5-0 -0.25/12 1 040 0-0-0 0-" (4W 1 24in 24lbs r i 5-5-0 5-5-0 5-5-0 3x14 - 1210.25 2 4 0-0-0 0-0-0 5-5-0 5-5-0 All plates shownto be Eagle 20 unless otherwise noted Loading'Ps') General CSI Deflection L1 (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,51(1-2) VertTL: 0.08in L/759 (3-4) L/240 TCDL : 15 TPI 1-2014 BC: 0 31 (3-4) Vert LL: 0,04 in L /999 (3-4) L /360 BCLL : 0 Rep Mbr IncreaseNo Web: 0.05 (2-3) Horz TL: 0 in 3 BCDL: 10 LumberD.O,L_: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Mar Grav Uplift Max Wind Uplift Max Uplift Max Honz 4 1 5.5 in 1.50 in 319 lbs -4 lbs -4 lbs -59 lbs 3 1 1.5 in — 319 lbs -2 lbs -2 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purhns at 6-3-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purhn design by Others Web: DFL 42 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord We bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60 ft, It = 15 It End Zone Truss, Both end webs considered. DOL =1 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Menber ID, irez CS[, mac adal Tome, (mac conrpr. tone ifdi9aant from n a acial to=). Only form greater than 300lbs arc shown in this table T_C BC Notes 1) Unless noted otherwise, do notcutor altorany truss memberorplato witnoutprior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80)• 3) Hanger is for graphical intreprelation only. Install hanger per manufachuer's recommendation. 4) Provide adequate drainage toprevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)Acreep factor of 100 has been applied for -this truss analysis. 7) Listed wind upliftreactions based on MWFRS Only loading. f 8241 n m FXp, 6/30/18 oF CAI.IF ALL PERSONS FABRICATING, HANDLING,13tECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUC[ID TO { TrueBuild®Tnrss Software v5 6.280 REFER TOALLOFTHEINSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEFFORTH IN TTIEEAGLEIVELU PRODUCTS DESIGN NOTES ISSUED WI-111 I Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEGA. CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D12A 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:37 760-423-9479 Page: l oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGTIPLY 6-2-2 -0.25/12 1 (-0-0 0-M 0-" 0-M 1 24in 26lbs 6-2-2 6-2-2 8d=8 211 1210.25 3 4 T � T N I 1IL1 3x4 - 2z4 1 0-0.0 0-0-0 6-2-2 6-2-2 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.68(1-2) VertTL: 0.12in L/573 (3-4) L/240 TCDL: 15 TPI1-2014 BC: 0.39(3-4) VertLL: 0.06in L/999 (3-4) L/360 BCLL : 0 Rep Mbr lncreaseNo Web: 0.04 (2-3) Horz TL: 0 in 3 BCDL : 10 LumberD.O.L- : 115 % Reaction JT _Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 1 1.5 in — 354 Ibs -0 Ibs -0 Ibs -54 Ibs 3 1 1.5 in — 354lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed orPurlins at6-3-0, Pudin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Partin design by Others Web: DFL 42 2 x 4 Loads 1) Tltis truss has been designed forthe effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60 f ; h = 15 f(End Zone Truss, Both end webs considered. DOL = 1-60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ five loads - Member Fortis Table indicates Manba ID, mac M mac a" force, (mac mmpr. force ifdgmt fiom ntax weal force) Only fonoes greater than 300lbs are shown m this table I[' f I i i i�r� wkb I Notes l) Unless noted otherwise, do not cut or alter any truss member or plate withoutprior approval from aProfessional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purfins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. f 7) Listed wind uplift reactions based on MWFRS Only loading. l; t t ?241 rT, Lxp 6/30/18 )4 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE rNSTRUCTID TO I TmeButilda)Tntss Software v5.6280 REFER TOALLOFTHEMSTRUCIIONS,LIN/lITATIONSANDQUALIFICATIONS SEFFORIH INTHEEAGLEN/EE LPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products TH [S DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONN ECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D13 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:39 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 5-5-0 -0.25 / 12 l 0-" 0-" 0-" 0-" 1 24 in 24lbs 3x14 - 1210.25 2 4 0-0_0 0_0_0 r � r r 5s-o All plates shownto be Eagle 20 unless otherwise noted Loading (PSP General CSI Deflection L/ (hoc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0S1(1-2) Vert TT-: 0,08in L/759 (3-4) L/240 TCDL: 15 TPI1-2014 BC: 0,31(3-4) VertLL: 0.04in L/999 (3.4) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 0.05 (2-3) Horz TL: 0 in 3 BCDL: 10 Lumber D.O.L.: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wand Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 319 Ibs -4 Ibs -4 Ibs -59 Ibs 3 1 1.5 in — 319 Ibs -2 lbs -2 Ibs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purhn design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Pur in design by Others Web: DFL 42 2 x 4 Loads 1) This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads. 2) TIhis truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: 1 t0 mph (Factored), Exposure C, Enclosed, GableMp, Risk Category II, Overall Bldg Dims 25 ft x 60 It h = 15 ft, End Zone Truss, Both end webs considered DOL =160 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ We loads. Member Forces Table indicate;: Merba D, mac (SL max axial fore, (r wniprr fume ifdffa t fium rrmc axial fore) Only fors Valor than 300lbs ae shown in "s table -rrJ 1 I i urn Notes I ) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80) 3)Hangerisforgraphicalintrepretaliononly.Installhangerpermanufacturer'srecommendation. P, Cs(p 4) Provide adequate drainage to prevent ponding- 5) Brace bottom chord with approved sheathing or purtins per Bracing Summary �`� S e Ex, 6)A creep factor of 1.00 has been applied for this truss analysis 7) Listed wind uplift reactions based on MWFRS Only loading �. 8241 ' Exp. - 6/30/18 CNO r'F r p nLL PERSONS FABRICATING, HANDLING, ERECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrucBuildX)Tnhss Software v5.6.280 :EFERTOALLOFTHEINSTRUCTIONS,LIMITATIONSANDQUALIFICATIONSSEtFORTHINTHEEAGLEMEIALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products IRIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D13A 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:42 760-423-9479 Page: l of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-1-5 -0.25 /12 l (9W 0-" 0-" 0.0.0 1 24 in 22lbs 5-1-5 5-1-5 5.1-5 2,� 1 1210.25 3 4- I � T F1 ul N I 1 3x4 2z4 1 0-0-0 0-0-0 5-1-5 5-1-5 Al l plates shownto be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection LJ Ooc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.44(l-2) VertTL: 0,06m L/949 (34) L/240 TCDL: 15 TPII-2014 BC: 0,28(3-4) VertLL: 0,03in L/999 (3-4) L/360 BCLL : 0 Rep MbrincreaseNo Web : 0.04 (2-3) Horn TL: 0 in 3 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 4 1 15 in 305 lbs -3 Ibs -3 Ibs -54lbs 3 1 15 in — 305 Ibs -1 Ibs -1 Ibs Material Bracing TC: DFL # l 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purtin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads I) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) T71is truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Fac(ored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 k It =15 it End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Menba ID, max USL max axial fore, (mac wrnpr. fame ifdi8aait 5om mac axial force) Ordy fates greater than 300lbs ae shown in this table TC i %b I Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0 80) 3) Hangers are for graphical intreprelation only. Install hangers per manufacturer s recommendations. 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 100 has been applied for this truss analysis 7) Listed wind upliftreactions based on MWFRS Only loading Ex1 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECIiNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW ING ARE INSTRUCTED TO I TmeBuild®Truss Software v5.6280 REFER TOALL OF THE INSTRUCTIONS, LITVIITATIONSAND QUALIFICAT[ONS SET FORM IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D14-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:44 760-423-9479 Page: loft I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY j 11-8-9 -0.25 / 12 1 0-" 0-0 0 (-0-0 0-" 1 21 in 61 lbs 7xf 5-10.5 {. 2)64 1 5-104 1210.25 7WI - T N r 1 V 0-0-0 0-0-0 5-10-5 5-104 5-10-5 11-8-9 All plates shohvnto be Eagle 20 unless otherwise noted Loading (pso General CSI Deflection L/ One) Allowed Carried Loads (psi) Bldg Code : CBC 2016/ TC: 0.79 (2-3) VettTL: 0 31 in L /433 (4-5) L /240 TCLL : 20 TPI 1-2014 BC: 0,72 (4-5) VertLL: 0.11 in UP L / 999 (4-5) L / 360 TCDL: 15 Rep Mbr IncreaseNo Web: 0.79(1-5) HorzTL: Din 4 BCLL: 0 LumberD.OL-: 115% B CDI I tl Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 6 1 55 in 150 in 1266 lbs 48 lbs 4 1 15 in — 1,462lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purim at2-3-0, Purlin design by Others BC: DFL SS 2 x 6 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gab[&*, Risk Category H, Overall Bldg Dims 25 fix 60 t h = 15 it End Zone Tmss, Both end webs considered. DOL = 1 M 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250lbs moving point live load has been applied to the BC concurrentwilh other dead+ live loads. Member Forces Table indiates Mmiba ID, mac tSI, it axial force, (irmc comer. fonx if duRr mt Sum max axial fore) Only fonts giatathan 300lbs ae shown in fis table r!< lwb 11fi 0. n 2G -1,131 Ibs 2-5 0 044 -M lbs 7 4 0.124 -1,131 the 1-5 0.789 4,108lbs (1,038 IW) 3.5 0.781 4,069lbs (1,021-nbs} Truss to Truss Connection Summary CmiaiTnus Ca lmt (Imil Camm O(E'a DII-GT 13C 5-5-12 DIIA-GT 13C 7-7-4 lC F 5St() Notes E nV 9 1) Unless noted otherwise, do not eutor allar any truss member or play without prior approval from a Professional Engineer. ' 1! n 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0 80). - 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation All, 2 41 4) Provide adequate drainage to prevent ponding r-1 5) Brace bot(Dm chord with approved sheathing orpurlins per Bracing Summary. 6/3 0/ 18 z 6)A creep factor of 1 00 has been applied for this truss analysis. E X P . 7) Listed wind uplift reactions based on MWFRS Only loading. J�9 C I V OF 5uU ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCT® TO I TrueBLOATnlss Software v5 6 280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORM IN THE EAGLE MEDkLPRODUCTS DESIGN NOTES ISSUED WITH III Eagle Metal Products THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED, OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: D15 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:47 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANTL CANT PLYS SPACING WGT/PLY 10-8-10 -025/12 1 0-" 0-" 0-" 0-" 1 24in 46lbs IU-O-IU 5-4-5 x 5-4-5 5-4-5 10-9-10 4x4- 12 025 1 2>�4 � 4x4 - T 1 0-0-0 0-0-0 5-4-5 r 5-4-5 I 5-4-5 10-8-10 All plates shown to be Eagle 20 unless otherwise noted Loading(pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.40(2-3) VertTL: 0.09in L/999 (4-5) L/240 TCDL: 15 TPI1-2014 BC: 025(4-5) VertLL: 0,04m L/999 (4-5) L/360 BCLL : 0 Rep MbrIncreaseNo Web : 021 (1-5) HorzTL: 0 in 4 BCDL: 10 LumberDO.L,: 115% Reaction TI- Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift _ Max Word Uplift Max Uplift Max Horiz 6 1 5 5 in t 50 in 562 Ibs -00 Ibs 4 1 15 in — 562 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 5-0-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 Loads I ) This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads, 2) This buss has been designed for the effects ofwind loads in accordance withASCE7 -10 with die following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 k h = 15 f( End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ We loads. Member Forces Table indicates: Manba m, mac (S7, mac axial force, (mac mmpr. force ifdffemt fiom iym axial force) Only foxes greater than 300lbs are shown in this table 1-5 0207 1,172lbs (-163R43-5 0205 1,159lbs (1551hs1 Notes t) Unless noted otherwise, do notcut or aller any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0,80) 3) Hanger is for graphical intrepretation only Install hanger per manufaclurces recommendation. 4) Provide adequate drainage to preventponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary 6)A creep Factor of 100 has been applied forihis truss analysis 7) Listed wind uplift reactions based on MWFRS Only loading 7 ALL PERSONS FABRICATING, HANDLING, FRECIING OR IN STALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCT® TO I Tntel3WId®Truss Software v5.6.0.223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS ANDQUALIFICATIONSSEFFORIHIN THE EAGLE METALPROD UCTSDES IGNNOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM FAG LE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MELAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D16 1301 MONTALVO WAY, STE 4 JobName: madism-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:49 760-423-9479 Page: loft SPAN PrFCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 9-7-14 -025/12 1 0-0-0 0-0-0 09)-0 0-" 1 24in 42lbs i I l 4-9-15 , 4-9-15 ; 4-9-15 9-7-14 r 3x4 1210.25 1 2�4 I arq . 0.0-0 4-9-15 4-9-15 All plates shown to be Eagle 20 unless otherwise noted 4-9-15 9-7-14 o-ao r i Loading (psp General CSI Deflection L✓ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 031(2-3) Vert TT-: 006in L/999 (4-5) L/240 TCDL: 15 TPII-2014 BC: 021(5-0) VertLL: 0.03in L/999 (4-5) L/360 BOLL: 0 Rep MbrincreaseNo Web: 0.17(1-5) HorzTL: Din 4 BCDL : 10 Lumber D O.L.: 115 % Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 514 Ibs -60 lbs 4 l 1.5 in — 514 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 104W, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) Tlhis truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - l0 with the following user defined input 110 mph (Factored), Exposure C. Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 it h =15 It End Zone Truss, Both end webs considered DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A 250 Ibs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicaes: Member m, mac CSt, nm axial forte, (mac mmpr. forte ifd 9amt 5om nnac axial forte) only fuim der than 300I1bs ae shown in this table TC I1-2 0312-912lbs 123 0312 All lbs t I I 11-5 0.169 959 Ibs (457 lb5)' 3-5 0 167 948 Ibs (149 knit I I Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for his roof truss is 20 %(Cq = 0.80). [Q� E SSA 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation: y . 4) Provide adequate drainage to prevent ponding { � � J . rS 5) Brace botom chord with approved sheathing or purlim per Bracing Summary. 6)A creep factorof l 00 has been applied for this truss analysis 7) Listed wind upliftreactions based on MWFRS Only loading 2 1 Exp. 6/30/1L C I V o_�@' ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCIID TO I TmeBuild&Truss Software v5.6.0223 REFER TO ALL OFTHEINSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DFSIGNAND AVAILABLE FROM EAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSID. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D16A 1301 MONTALVO WAY JobName: madison-lot-58b Date: 05/18/18 10:54:51 PALM SPRINGS CA. 92262 Page: 1 of ] SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 9-2-13 -0.25/12 1 0-" 0-" 0-M 04W 1 24in 40lbs I 9-2-13 4-7-6 4-7-7 4-74 9.2-13 4x4 - 12 0.25 1 2�4 � 4x4 - 0-0-0 0-0-0 4-7-6 4.7.7 .� 4-7.-6 94-5.3 All plates shown to be Eagle 20 unless otherwise noted Loading (PS" General CSI Deflection IJ (loc) Allowed TCLL: 20 BIdgCode: CBC20161 TC: 0.34(2-3) VertTL: 006in L1999 (4-5) L1240 TCDL: 24 TPII-2014 BC: 0,25(5-0) VertLL: 0.02in L/999 (4-5) L/360 BCLL: 0 Rep Mbr IncreaseNo Web: 0.21(t-5) HorzTL: Oil 4 BCDL : 10 Lumber D.O.L : 115 % Reaction JT Brg_ Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Mar Uplift Max Horiz 6 1 5.5 in 150 in 591 lbs -05 lbs 4 1 15 in — 591 lbs Material Bracing TC: DEL 41 2 x 4 TC: Sheathed or Purlins at 5-10-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web: DEL 92 2 x 4 Loads 1) T'his truss has been designed for the effects ofwind loads in accordance withASCE7 -10 with the following user defined input 115 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60 It h =15 It End Zone Truss, Both end webs considered. DOL =160 2) Minimum slorage attic loading has been appied in accordance with IBC 1607.1 3)A 250 Ibs moving point live load has been applied to the BC concurrentwith other dead + live loads. Member Forces Table indicates : Member ID, nrax CSI, mac axial force, (mar compr. force ifdi0eert form mac axial tome). Only fumes greater d>as 300lbs are shown in this table TC 112 0345-t.r1231bs 12-3 0345 •1.0-1lbs I I I 1I-5 0207 1,080lbs (-100 lbs)l 3-5 0205 1,067lbs (-920-)l 1 1 Notes 1) Unless noted otherwise, do notcutor alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerancefor this roof truss is 20 %(Cq = 0 80) 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation 4) Provide adequatedrainage toprevent ponding �(�1 "r(j 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 1.00 has been applied forft truss analysis , 7) Listed wind uplift reactions based on MWFRS Only loading .. G 24' m Fxp. 6/30/18 J CIV1�� F CALF ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCT® TO TnwBdld®Tntss Software v5 6.280 REFERTOALLOFTHEINSTRUCTTONS, LIMITATIONSAND QUALIFICATIONS SE17FORTH IN THE EAGLE Nl]FEkl- PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHIN EAGLEMEIALCONNECIORS ARE USED. I OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D17 1301 MONTALVO WAY JobName: madison-lot-58b Date: 05/18/18 10:54:53 PALM SPRINGS CA. 92262 Page: 1 oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 8-3-10 -025 / 12 1 0-0-0 040 0-0.0 0.0.0 1 24 in 37 lbs 8-3-10 4-1-13 4-1-13 4-1-13 8.3l.10 4x4 - 12 0.25 1 2�4 I 4x4 - i i 0-0-0 0-0-0 4-1-13 4-1-13 4-1-13 8-3-10 All plates shownto be Eagle 20 unless otherwise noted Loading(ps" General CSI Deflection L✓ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.27 (2-3) VertTL: 0,04 in L 1999 (4-5) L 1240 TCDL: 24 TPI1-2014 BC: 021(4-5) VertLL: 0.02in L/999 (4-5) L/360 BCLL: 0 RepMbrIncreaseNo Web: 0-17(1-5) HorzTL: Din 4 BCDL : l0 Lumber D-O.L.: 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wnd Uplift Max Uplift Max Horiz 6 1 5 5 in 150 in 531 lbs -05 lbs 4 1 15 in — 531 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purhns at 6-3-0, Purtin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at t 0-0-0, Poulin design by Others. Vkb: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects ofwind ind loads in accordance withASCE7 -10 with the following user defined input 115 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category U, Overall Bldg Dims 25 ftx 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3 )A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicat s: MernberID, mac CSI, max axial to= (mac mrrlar. fog ifdffmt fiom mac ac4 force). Only form greater than 300lbs are shown in this table TC 1 Sa U2W -8151bs 12-3 0_269 -813Ibs I I _i lki IIS 0.052 458% �25 0048 4271hs I34 0051 458 lbs I-5 0.167 872lbs (-1O51hg} M 0 165 8601bs (-97 ft) Notes 1) Unless noted otherwise, do notcut or alcr any truss member or play without prior approval from a Professional Engineer. 2) The fabrication tolerance forthis rooftruss is 20 %(Cq= 0 80). 3) Hanger is for graphical intrepretation only. hlstall hanger per manufacturers recommendation SS/0 Provide adequate drainage to prevent pond ing Q 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. E� 6)A creep factor of 100 has been applied forft truss analysis. �� .�� -7 t 7) Listed wind uplift reactions based on MWFRS Only loading. r [" ;K4i Exp. 6/30/18 if CA'. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuild@Truss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SECFORIii IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM FAG LE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNEC[ORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D18 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:55 760-423-9479 Page: l of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-6-5 -0.25 / 12 1 09)-0 0-M 0-" 0-M 1 24 in 34lbs 765 3-9-3 3-9-2 3-9-3 7-6-5 3x4 - 121025 1 2�4 � 3X4 - T 1 0-0-0 0-0-0 3-9-3 t 3-9-2 _ 3-9-3 7-6-5 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection IJ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,18(2-3) VertTL: 002m L/999 (4-5) L/240 TCDL: 15 TPI1-2014 BC: 0.13(5-0) VertLL: 001 in L/999 (4-5) L/360 BCLL: 0 Rep MbrincreaseNo Web: 0.11(1-5) HorzTL: Din 4 BCDL: 10 Lumber-D.OL : 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav _Uplift Max Wnd Uplift Max Uplift Max Honz 6 1 5 5 in 150 in 417 Ibs -60 Ibs 4 l 15 in — 417 Ibs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others NWb: DFL 02 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bollom chord Gve load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category If, Overall Bldg Dims 25 ft x 60 ft h = 15 f( End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A250 Ibs moving point live load has been applied lo the BC concurrent with other dead+ live loads - Member Forces Table indicates: Manba 1D, niac (SI, mac adal fotoe (mac mmpr. forceifdiffaeit Sum nrnax axial fume) Only fonts giesta than 300lbs ate shown in this table 11-5 0106 602lbs (439lbs)l3-5 0.105 593 Ibs (431 VA11 Notes 1) Unless noted otherwise, do notcut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftrussis20%(Cq=0.80). �t iS1Gr 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation. `7 R 7 4) Provide adequate drainage to prevent pending. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. . c r�Ar 6)A creep factor of 100 has been applied for this truss analysis 7) Listed wind uplift reactions based on MWFRS Only loading Z G 8241 Exp. 6/30/18 CIV1� OFCAL ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRU= TO TrueBuildOTruss Software v5 6 0 223 REFER TOALL OFTHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SETFORIH IN THEEAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLEIVEIALCONNECIDRS AREUS®. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D19 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:57 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 640-0 -025/12 1 04W 040 0-" 0-0-0 1 24in 321bs s-10-s 3-5-3 3-5-3 r 3-5-3 !^ 6-$" 3x14 • 211 1210.25 3K4 _ i I 0-0-0 0-0-0 3-5-3 3-5-3 3-5-3 6-106 All plates shown to be Eagle 20 unless otherwise noted Loading (pso General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code: CBC2016/ TC: 0.14(2-3) VeATL: 002m L/999 (4-5) L/240 TCDL: 15 TPI1-2014 BC: 0,11 (5-0) VertLL: 001 a3 L/999 (4-5) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0.09 (1-5) Horz TL: 0 in 4 BCDL : 10 Lumber D-O.L.: 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 l 5.5 in 1,50 in 386 Ibs -0 Ibs -0 lbs -59 Ibs 4 l 1,5 in — 386lbs - Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Pudin design by Odlers BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-", Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance wehASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category IT, Overall Bldg Dims 25 ft x 60 ( h =15 It End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads - Member Forces Table indic-aes: Marta 1D, mac CSL it racial force, (mac oumpr. fume ifd $aed fmm max mal tome) Only Tomes gn#a than 300lbs ae shown in this table K-1 mtb 1-6 0.011-►lilbs Ys o.M 50116s (424 1-5 0.090 509lbs (4321hs} 34 0.042 315lbs Notes 1) Unless noted otherwise, do not cut or aher any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80), 3) Hanger is for graphical intreprelation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to preventponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary - 6)A creep factorof 100 has been applied forthis truss analysis. l . 7) Listed wind uplift reactions based on MWFRS Only loading _, 2 41 Z m Lxp. 6/30/18 F OF CA"IF ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnreBuild®Truss Software v5.6.0223 REFERTOALLOFTHEINSTRUCTIONS,LIMITATIONSANDQUALIFICATIONSSETFOMINTHEEAGLEMEALPRODUCTSDESIGNNOTESISSUEDWIT4 Eagle Metal Products MEDAL JI THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEL CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: DB-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:56:31 760-423-9479 Page: loft SPAN PfrCH QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY 224-8 0.25/12 1 0-" 0-" 0-0-0 0-" 2 24in 101lbs v Tl T 22-4-6 r 4-2-5 r 4 113 I 4.2-2 I 4-2-13 l 4-2-13 1 1-3-0 r h2.5 ES2 t&7-fi SH-S4f1 21-1-6 T22 Q,�_5 3x40.25 12 3x 24,4 l a4- 61. 51 _72i• 0-0-0 0-0-0 4-2-5 hY.13 4,2.12 4-2-13 4-2-13 1-3-0 - 4-2-5 S�&2 12-1-14 16-10-11 21-1-6 22-4-6 All plates shown to be Eagle 201u11ess otherwise noted 0 T T Loading (psi) General CSI Deflection LJ (lox) Allowed TOLL: 20 B1dgCode: CBC2016/ TC: 022(4-5) VertTL: 03in L/863 (11-12) L/240 TCDL: 15 TPI1-2014 BC: 0.46(11-12) VertLL: 011 in L/999 (11-12) L/360 BCLL: 0 Rep MbrIncreaseNo Web: 0,30(1-13) HorzTL: 004in 8 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 14 1 5 5 in l 50 in 1,229lbs 61 lbs 8 1 5.5 in 1.50 in 1,532 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purhns at 6-3-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads, 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with die following user defined input 1 l0 mph (Factored), ExposureC, Enclosed, Gable4lip, Risk Category H, Overall Bldg Dims 25 ft x 60 l(h =15 f( End Zone Truss, Both end webs considered, DOL = 1-60 3) Minimum storage Etc loading has been applied in accordance with IBC 1607,1 4)A 250lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads. LoadCase D1: StdDeadl-oad Distributed Lends Member Location I Location Direction Spread Start Load End Load TnbWidth Top 16-11-8 224-8 Down ADJ 45 psf 45 psf 24 in Point Loads Member Location Direction Load Trib Width Top 2-11-8 Down 96lbs Member Forces Table indicdes Manbe ID, rnax CSI, rmx anal fume (mzx wnipr. force if dilfamt Sum mac axial force). Only forea fOr3a than 3001bs m shown in this TC 1-2 33 0191 0 218 -1,597 lbs mZX31hs 34 4-5 0.218 0221 -,303 lbs -ZI23 W 56 fr7 0219 0188 -1,802 lbs -564 VA W 940 0.I6: 5651bs 11-12 0461 2,321Ibs It}I$ 0378 78 1,'_Ibs 12-13 0.359 1.61716s al: %%bb I- a0S9 581 Ibs 5-11 0106 599U (741ba) 7-9 0178 990 lbs -lt4 3 0299 1663lbs 5-10 0.044 4321bs 7-8 0079 -786lbs 243 0043 426 lbs 6-10 0239 1,337 lbs 2-12 0130 738 lbs 6-9 0.077 -745 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80)- 3) Provide adequate drainage to prevent pond ing. 4) Brace bottom chord with approved sheathing or plrrlins per Bracing Summary. 5)Acreep factor of 100 has been applied for this truss analysis. I-xp 6/30/18 CIV1\ �Gr CAL1Ef ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnleBWldMTmss Software v5.6 280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLENEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal ProductsTHIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: DB-GT 1301 MONTALVO WAY, STE 4 7obName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:56:31 760-423-9479 Page: 2of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 224-8 025/12 1 0-" 0-M 0-" 0-" 2 24in 101lbs 6) The forces shown for ft multi -ply truss are per ply and the reactions are for all plies Two identical trusses shad be built and attached as follows, per ply: l6d Nads or Gun Nads[mnn l35"x3 TU - f row @ l2 ro oc,BC -l row @12inoc,Webs-I row @12inoc Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min 135"x3 as follows within 24" of the location shown: TC : 2-11-8,(I)ConnectDrs Connectors shall not encroach on other girder ply connectors or buss-tD-fuss connectors in accordance with the NDS or the connector manufacturer recommendations 7) When applied loads are on one side of girdeS do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of die connectors on one side of girder and then flip the girder to install the other half of dne connectors on the opposite side (atdouble the connector spacing). Connectors on opposite sides ofthe girder shall be offset 8) Lateral bracing shall be attached to each ply. 9)All fasteners minimum 2-12" long, unless otherwise noted 10) Nails in l st and 2nd ply shall be offset from successive plies by 12 the nail spacing l 1) Listed wind uplift reactions based on MWFRS Only loading. GAF J r- 324' m 1I Exp. 6/30/18 civo- fFOF CAL1�4� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TrueBuildX)Truss Software v5 6280 REFER TO ALL OF THE INSTRUCUONS, LINIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AN D AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNEC"1DRS ARE U SID OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54: l2 760-423-9479 Page: loft f SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 224-8 0.25 / 12 1 0-" 0-" 0-0-0 0-0.0 1 24 in 106 lbs 1 TT 22-4-s 4-2.6 r 4-2-13 1 4.2.12 t 4 2-73 t 4-2-13 4-2-5 8-5.2 F _'_t4 fl 7't " y " �..o _ 4.4 . 12 284 l 3 A4 - 6z�0 - 0-0-0 0-6-0 0-" } 42.54-2-52 1»2.11 4.2-}5 1•s-o 4-2-5 b5.2 r2.7-14 16-10.11 21-1.8 22-4-8 All plates shown to be Eagle 20 unless otherwise noted. Loading (pso General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.43(1-2) VertTL: 0.53m L/483 (12-13) L/240 TCDL: 15 TPI1-2014 BC: 0,85(12-13) VertLL: 0.21 in L/999 (12-13) L/360 BCLL : 0 Rep MbrincreaseNo Web : 0,56 (1-14) HorzTL: 0.04 in 8 BCDL: 10 LumberD,QL.: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wand Uplift Max Uplift Max Horiz 15 1 5 5 in 150 in 1,172 lbs 54 Ibs 8 1 5.5 in 150 in 1,101 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins all-8-0, Purlin design by Others BC: DFL 41 2 x 4 BC: Sheathed or Purhns at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord We load plus dead loads. 2) This truss has been designed for the effects due to a 1,650 Ibs (73.6 plf) drag load distributed along shear walls along the bottom chord from 0-0-0 to 22-5-0, 3) Tl» s truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 k h = 15 f( End Zone Truss, Both end webs considered- DOL = 1.60 4) Minimum storage altic loading has been applied in accordance with IBC 1607.1 5)A 250 Ibs moving point live bad has been applied to the BC concurrent with other dead + live loads. Load Case D1: StdDead Load Pond Loads Member Location Direction Load TnbWidth Top 2-11-8 Down 96lbs Member Forms Table indicter: MmibfflD, m (SL mac axial fob (mac wr pr force ifdiBamt 5omnm racial form} Only fbim yeiffdim 3001bs mshown in dris table TC ] 1-2 0.431 3,019lbs 134 0 410 -4,263 Ibs 15-6 0 162 -1,077 lbs l-1(4 0 63 3,144 lbs 8Ibs)4-12 0.037 -361 Ibs 7-9 0293 1,630 lbs 79 2-14 0.083 -800 Ibs 5-12 0241 1,363 lbs (3611u)7-80109 -1,075 lbs 2W 0230 11303 16s (1021bFt 5 9 0,513-1,9341bs Notes 1) Unless noted otherwise, do not cutor alter any hiss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof trurss is 20 %(Cq= 0.80) 3) Provide adequate drainage to prevent ponding 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading. ��gFESSi 24 � -n, Y Exp. 6/30/18 ' t x lit i�iS S1tUf ` within ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUC EI) TO I TrueBui1cWTmss Sotiware v5.6280 REFER TO ALL OF THEINSTRUCI'IONS, L 10TATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROMEAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D-GT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:14 760-423-9479 Page: Iof2 ISPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 224-8 0.25 / 12 1 0-0-0 0-0-0 0-" 0-0.0 2 24 in 106 lbs I T 22-4•S 4-2-5 4-2-13 4-2-12 4-2-13 4-2-13 1-3-0 4-" 6-5-2 12-7-14 16-10-11 21-1-6 22-4-6 9vA - 4K4 O25 12 24,4 1 3X44 - 610 - 0-0-0 4-2-12 4-2-13 4-2-13 1-50 4-2-5 6-5-2 12-7-14 16-10-11 21-1-6 22-4-8 All plates shown to be Eagle 20 unless otherwise noted. Loading(pst) General CSI Deflection L/ (hoc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.42(3-4) VertTL: 05in L/513 (12-13) L/240 TCDL: 15 TPI1-2014 BC: 0.76(12-13) VertLL: 0.1 in L/999 (12-13) L/360 BCLL : 0 Rep MbrIncreaseNo Web: 0,55 (1-14) HorzTL: 0.04 in 8 BCDL : 10 Lumbet-D.OL.: 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 15 l 5 5 in 1 50 in 2,179 lbs 54 lbs 8 1 5.5 in1 50 in 2,108 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Shheathed or Purhns at 5-7-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL 92 2 x 4 Loads l ) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) Thhis truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gablethp, Risk Category IT, Overall Bldg Dins 25 ftx 60 f(h = 15 f(End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage aaic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Load Case DI: StdDeadLoad Distributed Lauds Member Lomim 1 LucaWn 2 Urectsxh 3ptwd S<trtt L1wd End Load TnbWidth Top 0-0-0 224-8 Down Proj 45 psf 45 psf 24 in Point Loads Member Location Direction Load Trib Width Top 2-11-8 Down 96lbs Member Forces Toble indicter: Menba ID, mac CSI mac anal fore (mac wnim force ifdiffa t from mac adal force) Only fours actathm 300lbs ae shown in this TC 1-2 2:3 0.402 .OvS -2,820 lbs 4.0521bs 34 46 0,418 0.30 4,051 lbs 397d1bs 54) 6-7 0185 0168 -1,041 lbs -1,[92lbs 8C I1-12 0.557 2,801Ibs 13-14 0 591 2,858lbs / 12-13 Q758 3,972 lbs Web 1-15 0,109 -1,0521bs 3.13 0035 M3lbs IIA 0.472 2,5531ba L 1-14 0,546 2:9371bs 4-12 0.039 -379lbs 731 0294 1,5821bs 2-14 0.083 -792 lbs $42 0230 1,270 lbs 7-3 0108 -1,041 lbs 2-13 0228 1"65 lbs 54) 0,222 -1,835 lbs X-17 f t SS61 . 1T r .•1 Exp. 6/30/18_ ~' Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer. �%� C m � 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80)- % , - 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlihs per Bracing Summary. 5)Atleast one web of this truss has been designed with a panel point in the web- All panel points on such webs shall be braced laterally perpendicular to the plane of the truss Lateralbraces shallbe installed withih 6 " of each web panel point 6)A creep factor of 1 00 has been applied for this truss analysis. ALLPERSONS FABRICATING, HANDLING, FJ2ECITNG ORINSTALLINGANY -TRUSS BASED UPON THIS TRUSS DESIGN DRAWING AREINSTRUCTED TO I Tnhel3Wld®Trtss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SETFORIH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: D-GT 1301 MONTALVO WAY, STE 4 JobName: rnadison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:54:14 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 224-8 0,25 / l2 1 (-0.o 04W 0-" 0-" 2 24 in 106lbs 7) The forces shown for this muf i-ply truss are per ply and the reactions are for all plies Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails [min 135"x3 TC -1 row @ 12 in oc, BC -1 row (q) l2 in oc, Webs - 1 row @ 12 in oc Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails[min .135"x3 as follows within 24" of the location shown: TC: 2-11-8,(I )Connectors Connectors shall notencroach on other girder ply connectors or truss -to -buss connectors in accordance with the NDS or the connector manufacturer recommendations 8) When applied loads are on one side of girder; do not flip girder during girderconnector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing) Connectors on opposite sides of the girder shall be offset 9) Lateral bracing shall be attached to each ply. 10)AII fasteners minimum 2-12" long, unless otherwise noted 1 l) Nails in I st and 2nd ply shall be offset from successive plies by 12 the nail spacing 12) Listed wind uplift reactions based on MWFRS Only loading FESS/g� �+8241 m r 6/30/18 * Exp, eOF CALIF ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TmeBuildJTruss Software v5.6.280 REFER TOALLOFTHE INSTRUCHONS,LIMITATIONSANDQUALIFICATIONS SETFORTHINTHEEAGLEMETALPRODUCTS DESIGN NOTES ISSUED WITH 11t Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: E 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:56:38 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-2-0 0/12 7 (9W 0-M 0-M 0-" 1 24in 51lbs I 10-2-0 1-0-0 t 3-10.4 t 5-302 11 1 14,0 4-104 10-2-0 1-0-0 241 0.25 12 3x4 - 4x,4 - .�T ll 612 - 2z4 1 4 z4 - 5x6 • 2z4 I 0-0-0 0-0-0 1-0-0 3"" 5-y12 1-0-0 4.1".. 10-2-0 All plates shownto be Eagle 20 unless otherwise noted T T W 0 Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,31(4-5) VertTL: 0,08m L/999 (6-7) L/240 TCDL: 15 TPII-2014 BC: 0.26(7-8) VertLL: 0.03m L/999 (6-7) L/360 BCLL: 0 Rep Mbr Increase Yes Web: 023(2-4) HorzTL: Din 5 BCDL: 15 LumberD.O.L : 115% Reaction JT Br Combo Br Width R d Br Width Mar React Max Grav U lift Max Wind Uplift Max U lift Max Horiz 9 l 1.5 in — 620 lbs 47 lbs 5 1 5.5 in 1,50 in 601 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 5-8-0, Puuluh design by Ot hers BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 104W, Purlin design by Others VVkb: DFL 92 2 x 4 Loads l ) This truss has been designed for die effects due to 10 psf bottom chord five load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 tl(h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Manba m. mac CSL mac axial fume (max tumor fume if diflamt from mac axial fume) Only foam Lathan 300lbs am shown in This table iC 1.2 (X%S .90416s 4-5 0 309 4.162 the _ 3.ic M 0260 7W M VA Ibsl VAb 1-9 0.061 616 Its 2-4 0 231 -1,043 1tm I-8 0.174 986 lbs (-177 Ito) 2-7 0.091 517 lbs 2$ 0.169 -,48 lbs 5-7 0 213 1,206 lbs (106 WS) Notes 1) Unless noted othenvise, do notcutor alter any truss memberor plab without prior approval from aProfessional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3)Hangerisforgraphicalintreprelaliononly.Installhangerpermanufacturelsrecommendation. 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purfins per Bracing Summary. 6)At least one web ofthis Russ has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of th mal w 6 " of each web panel point ; 7)A creep factor of 100 has been applied for this truss analysis 6/30/ 1 g 8) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" Exp. 9) Listed wind upliftreactions based on MWFRS Only loading aF I.��•ox Irntt��`. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCT® TO TtueBLOcItTriss Software v5 6 0 223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAG LE UPON RBQU EST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: E1 1301 MONTALVO WAY, STE 4 JobNarne:madison4ot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:56:40 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 8-I1-0 0/12 l 0-0-0 0.0.0 0-" 0-" 1 24in 47lbs 6-11-6 } p a 240.4 44-1x. t-0 lr 44" 0-11-0 1-0-0 3x6 - 2x4 1 0.25 12 3x,4 - 612 - I mT tT 2z4 1 3 z4 - 4.8 - 2.641 0-0.0 0-0-0 1-a-o 5-tO-4 4.0-12 1.0.0 4-10.4 a-11-0 All plates shown to be Eagle 20 unless otherwise noted 1 T m Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC : 0.18 (4-5) VertTL: 0.046 L /999 (7-8) L /240 TCDL: 15 TPII-2014 BC: 0.23(7-8) VertLL: 001in L/999 (6-7) L/360 BCLL: 0 Rep Mbr IncreaseNo Web : 0.17 (24) Horz TL: 0 in 5 BCDL: 15 LumberD.O,L,: 115% Reaction Jr Brg_ Combo Brg Width RRqd Brg Width Mar React Max Grav Uphill Max Wind Uplift Max Uplift Max Honz 9 1 1.5 in — 557 lbs 45 Ibs 5 l 5.5 in 1.50 in 538 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at6-3-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Partin design by Others. Web: DFL #2 2 x 4 Loads I)This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category U, Overall Bldg Dams 25 ft x 60 it h = 15 R End Zone Truss, Both end webs considered. DOL = 1,60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Manba m, mac CSf, mac axial force (mac comps tome if dillaait kom mac axial tome) Only foma greater tfm 300lbs an; shown in this table TC 12 a063 7141hs 4-5 0.179 -WAAW r3c 74 0—'9 6-171bs t•IDSIW Web IA 0.054-5521bs 24 0170-7661ht l� 0355 875 Ibs 094 it") 5-7 0164 927Ibs (112 Im :. 0145-373lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq= 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufactures s recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)Atleast one web ofthis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 05' 9) Listed wind uplift reactions based on MWFRS Only loading ALL PERSONS FABRICATING, HANDLING, ERH tNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TrueSttild®Tmss Software v5.6.0.223 REFER TOALLOF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN THEEAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DFS IGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE U SED. I OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: E2 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:56:45 760-423-9479 Page: loll SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-10-4 0 / 12 I 0-0 0 04W 0-0-0 0-" 1 24 in 43 lbs 7-10-4 1.0-0 1 3-10-4 r 3-0-0 1-0-0 1 4-10.4 7.10.4 1-0-0 3x8 - 2X4 I 0.25 12 3x4d - 710 - T 3) �T a IT 2.4 1 33 - 4.8 - 2A 1 0-0-0 0-0-0 l 1-0-0 .t 3-10-4 h 3-M 1-0-0 4-10-4 7-104 All plates shown to be Eagle 20 unless otherwise noted 1 T m Loading (psi) General CSI Deflection L✓ (loc) Allowed TCLL: 20 B1dgCode: CBC2016/ TC: 0,16(3-4) VertTL: 0.03m L/999 (7-8) L/240 TCDL: 15 TPI1-2014 BC: 0.22(7-8) VertLL: 0,01 in L/999 (7-8) L/360 BCLL : 0 Rep MbrincreaseNo Web: 0.14 (1-8) HorzTL: 0 in 5 BCDL : 15 Lumber D.O.L.: 115 % Reaction JT BaCombo Brg Width Rqd Brg Width Max React Max Grav alift Max Wind Uplift Max afift Max Horiz 9 l 1.5 in — 502 lbs 45 lbs 5 1 5.5 in 1.50 in 485 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purfin design by Others BC: DFL #1 2 x 4 BC: Sheathed or Parton at 10-0-0, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1)This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) Thhis truss has been designed for the effects of wind loads in accordance wfthASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 f(End Zone Truss, Both end webs considered- DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads Member Forces Table indicate: Menba ID. mm (SL mac adal foma (mac conmr. tome ifdgmt from imc adal fume) Only for s wftathah 300lbs ae shown m this table -W 12 0.0% A32 tba 4.5 0.129. AD 1W - F.: 74 0220 5571bs I.1151ta1 lilhb 1-9 OA49 -493lbs 2-1 0121-546IT1a I-8 0.137 774lbs (-20916sl5-7 0.127 716lbs (-lL 2-8 0,125-3tolbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof Inks is 20 %(Cq = 0 80). 3) Hanger is for graphical intrepretation only. Inshdll hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent pond ing. 5) Brace bottom chord with approved sheathing or purfins per Bracing Summary. 6)At least one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factorof 100 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 9) Listed wind upliftreactions based on MWFRS Only loading F SSr s Ric Instal Exp, 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TrueBuild®Ttuss Software v5-6.022' REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SECFORTH IN THE EAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss: E3 JobName: madison-lot-58b Date: 05/18/18 10:56:48 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-9-8 0 / 12 1 0-M 0-" 0-M 0-" 1 24 in 39lbs s-a.s 1-0-0 3-104 1-11-4 1.0-0 4-10-4 6-ia 1-0-0 2X34 0.25 12 3x44 - 3x8 - 610 - 10 l T 3x14 - 1 rT o 11LLJ 23 1 3.4 • 5z8 - 2z4 1 T 0 d 0-0-0 0-0-0 1-0.0 t 3-10-4 1- 11-4 1-0-0 4-10-4 6-9-8 All plates shownto be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 20161 TC: 0.16 (3-4) VettTL: 0.02 in L /999 (7-8) L /240 TCDL: 15 TPI I-2014 BC: 0,20(7-8) VertLL: 0.01 in L/999 (7-8) L/360 BCLL: 0 Rep MbrincreaseNo Web: 0-12(1-8) HorzTL: Din 5 BCDL : 15 Lumber D.O.L.: 115 % Reaction JT BrgCoa:bo Btg Wuit1 Rqd Brg Wdlh Mnx Rtna Max Grav Uplift Max Wmd Llplilt Max Uplift Max Horiz 9 l 15 in — 447 Ibs -3 Ibs -3 Ibs 44 Ibs 5 l 5 5 in 150 in 432 Ibs Material Bracing TO DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC DFL # 1 2 x 4 BC: Sheathed or Purhns at 10-0-0, Purlin design by Others Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 $ h = 15 $ End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicate: Munba ID, mac CSL mac a," force, (mac comer to=ifdidaart Sum nm axial fowl Only force greatathar 300lbs are shown in this table TC 1-2 0048-544lbs 4-5 0127 408lbs DC 7S Q204 482N 025IW Wab I$ 41 0,043 Iibs 5-7 0097 550lbs (413lbs) l-8 0.118 667lbs (-2241" 24 0074-335lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftnrss is 20 %(Cq = 0-80), 3) Hanger is for graphical intreprelalion only. Install hanger per manufacturer s recommendation 4) Provide adequate drainage to prevent pond ing. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" 9) Listed wind uplift reactions based on MWFRS Only loading 1XD. 6/30/18 * yCIV1\_ yb4\Q ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TnreStrild®Truss Software v5.6.0223 REFER TOALL OFTHE INSTRUCTIONS, LIM[TATIONSAND QUALIFICATIONS SEFFORIH IN THE EAGLENIEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM FAG LE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Tracks: E4 JobName: madison-lot-58b Date: 05/18/18 10:56:53 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-8-12 0/12 1 0-" 0-M 0-M 0-" 1 24in 321bs 5-8-12 1-0-0 4-8-12 1-0-0 P 5-8-12 1-0-0 0,25 12 3x8 - 6x140 - 8 211 T �T 3.14- 1 4 �1 LU 2x4 1 3z4 - 3x4 - T ro 0-0-0 0-0-0 1 1-0-0 1 4-8-12 1 1-0-0 1 5-8-12 All plates shown to be Eagle 20 tmless otherwise noted Loading (psfl General CSI Deflection L/ (hoc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 030 (3-4) VertTL: 0.04 in L /999 (5-0) L /240 TCDL: 15 TPI1-2014 BC: 0.27(5-0) VertLL: 0,01in L/999 (5-6) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 0.11 (2-5) He. TL: 0 in 4 BCDL : 15 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 7 1 1.5 in — 392 lbs -7 lbs -7 lbs 43 lbs 4 l 5.5 in 150 in 379 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at6-3-0, Purhn design by Others BC: DFL 41 2 x 4 BC: Sheaved or Purlins at 10-0-0, Purlin design by Others Web: DFL #2 2 x 4 Loads l) Tl s truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h =15 It End Zone Truss, Both end webs considered. DOL = 1 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates : Menba ID, irm axial foam; (mac wnpr. foam: ifdffmt fmm im racial fume) Only foams gluts that 300lbs ae shovm in this table TC 1-2 O..495 4861bs 13C M Q3,2 4321bs (.11711x1 111;b I-7 0039-3901bs 2.5 0111 -438 fbs IS 0105 5961bs (-2151ha] Notes 1) Unless noted otherwise, do not cut or after any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80) L� r�) •4 3) Hanger is for graphical intrepretafion only. Install hanger per manufacturers recommendation O 4) Provide adequate drainage to preventponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary l 6)Atleast one web ofthis truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane uF braces sly�ili 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this Wass analysis 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" 9) Listed wind uplift reactions based on MWFRS Only loading Exp. 6/ 30/18 yGF f A0��t�`F ALL PERSONS FABRICATING, HANDLING,1RECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSTRUCTED TO I TnteStuld8Tniss Software v5.6.0223 REFERTOALLOF THE INSTRUCTIONS, LINUTATIONSAND QUALIFICATIONS SFrFOI(IH IN THE EAGLEMEGAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL, CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: E5 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:56:56 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 4-M 0 / l2 1 0-0-0 0-" 0 0 0 (W-0 1 24 in 27 lbs 4-8-0 r 1�0.0 r 3-8-0 t 00 4-" 1-0-0 T 0.25 12 8 2V 16x10 U14 • 4 �T 1 �o 0 1 2z41 384- 3x4- 0-0-0 0-0-0 3.1}A -0 0 4-8-0 AI I plates shown to be Eagle 20 unless otherwise noted Loading'PSO General CSI Deflection L/ 0oc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC : 0.15 (3-4) VertTL: 0.01 in L /999 (5-0) L /240 TCDL: 15 TPII-2014 BC: 0.18(5.6) VertLL: 0,01in L/999 (5-6) L/360 BCLL : 0 Rep MbrincreaseNo Vkb : 0.08 (1-0) HorzTL: 0 in 4 BCDL : 15 Lumber D O.L.: 115 % Reaction TI' Srg Combo Big VAdth Rgd Brg Width Max Rexhet Max Grav Uplilt Max VAnd UpIBt Max UPWI Max I Tong 7 1 1.5 in — 335 lbs -I1 lbs -1 l lbs 42 lbs 4 l 5 5 in 150 in 326 lbs - Material Bracing TC: DFL # 1 2 x 4 TO Sheathed or Purlins at6-3-0, Purlin design by Others. BC: DEL #1 2 x 4 BC: Sheathed or-Purlins at 10-M, Purlin design by Others VVbb: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) Tlhis truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 $ h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1 60 3) Minimum storage attic loading has been applied in accordance wide IBC 1607.1 4)A250 lbs moving point live load has been applied to the BC concurrent with other dead+ We toads. Member Forces Table indicates Mamba ID, nax USI, mac octal force, (mac conpr, force if ciffewt from mac axial form) Only fouo s grata than 300lbs ae shown in this table Tr 1-2 0..047 -3561hS K _ S6 o 179 3'_3165 421 %%I Web 16 0077 43616s (216IW _ F-S 0051 -331 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80). 3) Hanger is for graphical inireprehation only. Install hanger per manufacturer's recommendations 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheadiing or purlins per Bracing Summary. 6)Atleast one web offlus truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the pl the ofthe G' Lartl braces s Wdl 6 " of each web panel point Z 7)A creep factor of 1.00 has been applied forft truss analysis 'J2 41 rr1 8) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0 5" 6/ 3 () / 18 9) Listed wind uplift reactions based on MWFRS Only loading L x p �c l v i �- r,^nL`eV ALL PERSONS FABRICATING, HANDLING, E2EC-1TNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TnreBuild®Truss Software v5 6.0223 REFER TOALLOFT1`1E INSTRUCTIONS, LINUTATIONSAND QUALIFICATIONS SEFFORIM IN TTIEEAGLE rVEDkLPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLEFROMEAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEIALCONNECTORS AREUSID. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: E6 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:02 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-7-4 0 /12 1 0-0 0 0-0 0 0-0-0 0-" 1 24 in 22 lbs I 3-7-4 3.I-d 1-0-0 3x6 - 6 12 6x42 3x14 . 4T l 1 LLJ l 2.741 364 - 3X4 - T W 0 0-0-0 0-0-0 I 1-D-0 i 2-7-4 ! 1-0.0 3-7-4 All plates shownto be Eagle 20 unless otherwise noted Loading (psp General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.05(34) VertTL: tin L/999 (5-0) L/240 TCDL: 15 TPII-2014 BC: 0,10(5-0) VertLL: tin L/999 (5-0) L/360 BCLL: 0 ReplvlbrincreaseNo Web: 0,05(1-0) HorzTL: Din 4 BCDL: 15 LumberDO.L.: 115% Reaction J'r BrgCombo Brg VVkitr Rqd Brg Vlidd1 Max React Max Gray Uplill Max wml Uplift Max Uplift Max Hord 7 1 15 in — 275 lbs -161bs -16lbs 41 lbs 4 1 5 5 in 1.50 in 273 lbs -3 lbs -3 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at(i-3-0, Purlin design by Others BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 104)-0, Pudin design by Others Vdeb: DFL t2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads, 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C , Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 It End Zone Truss, Both end webs considered. DOL = t 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads. Member Forces Tuble indirda: Menba D, mac CSI, mac adal force, (mac oompr. force ifdilfem t from mac axial foams) Only fons gn#a than 300lbs ae shown in this table TC Ii6h Notes 1) Unless noted otherwise, do not cut or alter any truss member or platc without prior approval from a Profess ional Engineer. 2) The fabrication tolerance for this mof truss is 20 %(Cq = 0 80) 3) Hanger is for graphical intrepretation only. Ins hall hanger per manufacturer s recommendation E ja 4) Provide adequate drainage to prevent ponding. t� 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web ofthis truss has been designed with a panel point in the web- All panel points on such webs shall be braced laterally perpendicular to the plane ofthe �braoes h 6 " of each web panel point 7) A creep factor of 100 has been applied for this truss analysis 8241 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.51. rr 9) Listed wind uplift reactions based on MWFRS Or* loading c Exp. 6/30/18 .Sr; * sl CIVIV �r of CAO�`� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TmeBuild®Truss Software v5 6.0223 REFER TO ALL OF THE FNS-IRUCITONS, LIMITATIONS AND QUALIFICATIONS SET FORIN IN TLIE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITLI Eagle Metal Products THIS DESIGN AN D AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE NErA l . CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: E7 1301 MONTALVO WAY, STE 4 JobName: madison4ot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:04 760-423-9479 Page: l ofl SPAN PFFCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 2-0r8 0 /12 1 0-" 09).0 (W-0 0-0-0 1 24 in 16lbs z-s-e I 1-0-0 I 1-6-8 I 1-01-0I 0 2." "1 1-0.0 8 0.21P 6x4 T 3V - �T 1 ll 2z41 3z4• 4 A- T 0.0.0 0-0-0 I 1-0-0 I 1-0-0 2-6-8 All plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC : 0.05 (3-4) VertTL: 0 in L /999 (5-0) L / 240 TCDL : 15 TPI 1-2014 BC: 0,05 (5-6) Vert LL: 0 in UP L /999 6 L /360 BCLL : 0 Rep Mbr lncreaseNo Web: 0.03 (1-0) Horz TL: 0 in 4 BCDL: 15 LumberD-O.L.: 115% Reaction JT Brg Combo Brg Width Rqd Big Width Max React Max Grav Uplift Max Wind Uplift Mar Up ift Max Horiz 7 1 1.5 in — 208 Ibs -19lbs -19 Ibs 40lbs 4 1 5,5 in 150 in 221 Ibs -15lbs -151bs Material Bracing TC: DFL # l 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) Tltis truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 It It =15 [(End Zone Truss, Both end webs considered- DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, rrex (St, mac anal force (mac mmpr. Come if d Bash from mac axial force) Only fom s der than 3001bs am shown in this table Tr 1 I tar: mb l Notes 1) Unless noted otherwise, do not cut or after any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0 80) 3) Hanger is for graphical inhepretation only. Install hanger per manufacturers recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the rss; r11 braces im, I 6 " of each web panel point 7)A creep factorof 100 has been applied for this truss analysis ^ Z 8) Horizontal clearance between inside face of bearing and where the oulside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" 8241 m 9) Listed wind upliftreactons based on MWFRS Only loading. Exp. 6/30/ 18 C M \- 0 F C A Ltcc]� ALL PERSONS FABRICATING, HANDLING, BZBC 71NG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRU= TO TtueBWld®Truss Software v5.6.0223 REFER TO ALL OF THEINSIRUCITONS,LIMITATIONSANDQUALIFICATIONSSETFOIIHINTHEEAGLEMETALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: E8 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:08 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 1-0-0 0/12 1 0-" 0-0-0 0-" 0-(-0 1 24in 5lbs 1-0-Q 1-0-0 1-0-0 34- 211 I 0 4 1 2.41 3>34- 0-0-0 0-0-0 � 1-0-0 � 1�0� All plates shownto be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection U (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 001(1-2) VertTL: Din L/999 (34) L/240 TCDL: 15 TPII-2014 BC: 0.01(3-4) VertLL: Din L/999 (3-4) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : O.O l (1-4) Horz TL: 0 in 3 BCDL: 15 Lumber D.O.L.: 115% Reaction J-i- 13t Cn1nhU 131Y 4kWth Rqd Brg 14Ikld1 Max Rem Max Grav Ilplill Iylws WW Uplift Mae Uplitl Max Hom, 4 1 1.5 in — 92 lbs -11 lbs -11 lbs 31 lbs 3 l 1.5 in — 92lbs -11 lbs -11 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, PurWh design by Others BC: DFL # 12 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60 f; h= 15 f(End Zone Truss, Both end webs considered. DOL =1 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead +live loads Member Forces Table indicates: Menber ID, mac CSI ma aural Tome, (mac wrTr fume ifdiff mt Sum max auat force) Only tome; greaterthm 300lbs are shown in this table rc ac Notes ])Unless noted otherwise, do not cut or alter any truss member or plate wilhoutprior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary 6)A creep factor of 100 has been applied for this truss analysis 7) Listed wind uplift reactions based on MWFRS Only loading ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnreBuild.0 ®Tmss Software v5.6223 REFER TO ALL OF THEINSTRUGTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: EA 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:10 760-423-9479 Page: 10171 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-2-0 0/12 1 04)-0 0-0-0 0-" 0-" 1 24in 50lbs f1-0-0 3-10-4 1-0.0 1 4-107 1-0-0 T 4) SIIT I_T 2) -0-0 1-0-0 3-10-4 1-0-0 4-104 All plates shown to be Eagle 20 unless otherwise noted 5-3-12 10-2-0 0.25 12 3)4- 4V 5-3-12 10-2-0 0-0-0 Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.41(4-5) VertTL: 0.1in L/999 (6-7) L/240 TCDL: 15 TPI I-2014 BC: 031 (7-8) VertLL: 0.03 in L/999 (6-7) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 025 (2-4) Horz TL: 0 in 6 BCDL : 15 Lumber D.OL.: 115 % Reaction JT BrgCombo Brg Width Rkid Brg ;High Max React Max Grav Uplift Max Wind Uplift Max UpIM Max [-Inrv.. 9 l 15 in — 630 lbs 47 lbs 6 1 5 5 in 150 in 591 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 5-1-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Vkb: DFL #2 2 x 4 Loads l ) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GablevHp, Risk Category II, Overall Bldg Dims 25 ft x 60 It h = 15 it End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250lbs moving point live load has been applied to the BC concurrentwilh other dead+ live loads. Member Forces Table indicates: Member D, mac CSC mac slot form 6nac wmpr. fore if d&emt fiom max axial force) Only foazs saute than 300lbs are shown in this (able TC 12 0.073 41816s 4-5 0.411 -I 7lbs 8C 7-9 0.309 7141W t-1021bs1 Mb IAA 0-0a t:251tn 4 15-7 o.w -1. I06Its 5�6 Q,049 475 Rn 1-8 0.177 110021bs 1-19011"127 0.102 578lbs 24 0,173 464 lbs 0.224 1,268 lbs (12. lbs) Notes 1) Unless noted otherwise, do notcutor alter any truss member or plate withoutprior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80)- 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis 8) Listed wind uplift reactions based on MWFRS Only loading ALL PERSONS FABRICATING, HANDLING, ERHC- G OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I Ttuel3Wld*Thuss Software v5.6.0.223 REFER TOALL OF THE INSTRUCTIONS, L110TATIONSAND QUALIFICATIONS SET FORTH IN THEEAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products Il THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGNVALID ONLY WHEN EAGLE MECALCONNECTORS AREUSED- OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: E-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:56:34 760-423-9479 Page: loft SPAN IIIC;I I QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-2-0 0 / 12 1 0-" 0-" 0-0-0 0-" 1 24 in 511bs 1 az-o 1.M 3-10-4 10-2-0 1.0-0 4.1" 10-2-0 1-0-0 2 l 0.25 12 3x4 - 4 T 10 � 4 4x14 - T lri 612 - 2A 1 44 • 5z8 - 2.641 0-0-0 0-0-0 143-0 3•104 5-3-12 1-0-0 4-10-4 10-2-0 Al I pi ates shown to be Eagle 20 unless otherwise noted T T Loading (PSO General CSI Deflection IJ (loc) Allowed TCLL: 20 Bldg Code: CBC20161 TC: 0,36(4-5) VertTL: 0.08in L/999 (6-7) L/240 TCDL: 15 TP[1-2014 BC: 030(7-8) VertLL: 0.03in L/999 (6-7) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 026 (2-4) Horz TL: 0,01 in 5 BCDL: t5 Lumber D.O.L.: 115% Reaction JT Brg Combo Brg Width Rc(d Brp, Width Max React Max Gray Uplift Max Wald Uplift Max Uplift Max Honz 9 1 1.5 in — 620 Ibs 47 lbs 5 1 5.5 in t 50 in 601 Ibs Material Bracing TC: DFL # i 2 x 4 TC: Sheathed or Purlins at 5-4-0, Pudin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 7-10-0, Purlin design by Others. Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord five load plus dead loads 2) This truss has been designed for the effects due to a 1,650 lbs (1623 plt) drag load distributed along shear walls along the bottom chord from 0-M to 10-2-0. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GableThp, Risk Category H, Overall Bldg Dims 25 ft x 60 It, h = 15 k End Zone Truss, Both end webs considered DOL =160 4) Minimum storage attic loading has been applied in accordance with BC 1607•1 5)A 250 lbs moving point live load has been applied to the BC concurrentwith other dead+ live loads. Meru her Fnslrec TAA • indicxt: Vmihe Ir) — (sl mrc axial f— fi— mn— Torre. ifdi%f t fmrn mac axial fn ) 0niv f)rms unmtff flat 300lbs aeshown in this table is 1-2 0071 4304lbs 134 0.--9 441Ib 44 03%-IX7ibs aC 6-7 0.271 401bs 174 0'-ft 911lba -192ltxs) HfL l-9 0061 616 "' 2d 0261 -1,2;S lba l 9 0174 9.16s (-117 Wb 27 0 119 8641bs (343 Ibs) M 0 69 -448 lbs 5-7 0213 1,458 lbs (17516s1 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance forihis rooftruss is 20 %(Cq= 0 80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary 6)At least one web ofthis truss has been designed with apanel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 9) Listed wind upliftreactions based on MWFRS Only loading �r;&Yi1 sor. sE'uill lrevuc,llodl��11, Exp. 6/30/18 rF i{ ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBWId*Tniss Software v5.6.0223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEr FORM IN T14E EAGLE METAL PRODUCTS DESIGNNOTES ISSUEDWITFI Eagle Metal Prodncts THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE U SED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: F 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:14 760-423-9479 Page: Iof2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0,25 / 12 1 0 0 0 0-" 0-M 0-M 1 24 in 87 lbs r 18-9-3 _ t t 6.2-12 3-1-10 t 3-1-10 t 3-1-10 r 3.1.9 t 8-2.12 8.4.6 ,280 1S7-to- 18-8-9 - -- F. —_ - 2 x8 - �9 - 11 T 0-0-0 0-0-0 IH812 1 8-3-4 t 6.3-3 .. 6-2-12 12-6-0 18-9-3 All plates shownto be Eagle 20 unless otherwise noted Loading (psO General CSI Deflection U (hoc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.73(1-2) VertTL: 0,31in L/689 (8-9) L1240 TCDL: 15 TPI1-2014 BC: 0,69(8-9) VertLL: Olin L/999 (8-9) L/360 BCLL: 0 RepMbrIncreaseNo Web: 0,50(1-9) HorzTL: 0,02in 6 BCDL: 10 LumberD.OL.: 115% Reaction Tr Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wmd Uplift Max Uplift Max Horiz l0 1 55 in 1,50 in 960Ibs 90 lbs 6 1 5.5 in 1.50 in 1,084 lbs Material Bracing TC: DFL # 12 x 4 TC: Sheathed or Purlins at2-10-0, Rtrlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others Web: DFL #2 2 x 4 except DFL 91 2 x 4: 6-7 DFL SS 2 x 6: 11-10 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category I[, Overall Bldg Dins 25 ftx 60 $ h =15 ft End Zone Truss, Both end webs considered. DOL =1 60 3) Minimum storage attic load ing has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads. 5) * * - Indicates parapet wind loading has been applied to member I 1-1 LoadCase DI: StdDeadLoad Point Loads Member Location Direction Load Trib Width Top 11-11-8 Down 96lbs Top 15-5-8 Down 96lbs Member Forces Table indicates : Manber m, max CSI, ma axial Come, (mac mmpL force it'dffeient ffom ma axial force) Only tons giclor than 300lbs are shovm in TC 1-2 0.73234 0 235 2,576 lbs IN -2,738Ibs ^3 Q361 27361tn 4-5 0235-2.5761h6 -: HC M a�75 l4(>21t,a so 0,654 �7971hs ��' �,,. %it,�b 1-10 0.049 M1bs 3-8 0.065-33011n 5-7 0260-1,6621hs rn 0- 1-9 0.496 2,801 lbs 4-8 0 037 -320 lbs 6-7 0 146 9691bs �j 2 4 � 2-9 0045 -398 lbs 5-8 0235 1,332 lbs - 6/30/18 " Notes LXa, * 1) Unless noted otherwise, do notcutor aher any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80) `)�q 1 \/ \_ 3) Provide adequate drainage to prevent pending ti 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally, perpendicular to the plane ofthe truss Lateral braces sh,-dl be installed within 6 " of each web panel point 6) A creep factor of 1.00 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" ALL PERSONS FABRICATING, HANDLING, FREC ITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE 1NSTRUCTID TO TnreBruld®Truss Software v5 6.280 REFER TO ALL OF THE INSTRUCTIONS,LIIvff=ONSANDQUALIFICATIONSSETFORTHINTHEFAGLEMETALPRODUCTSDESIGNNOTESISSU®WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM FAG LE UPON REQU EST. DESIGN VALID ONLY WHEN EAGLE METAL CONNEI IORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: F 1301 MONTALVO WAY, STE 4 7obName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:15 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0.25 /12 1 0-m (4W 0-" 0-" 1 24 in 871bs 8) Listed wind uplift reactions based on MWFRS Only loading 9) Parapet TL: 0.02 in, 2Li999 (I I-1), Allowable 2L/120. 1 8241 � Exp. 6/30/18 `A',d .. CIV1�_ �P �F CAU1 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TxueBuil&Truss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORA-[ IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE U SID. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: F1 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:22 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0.25/12 6 0-" 0-0-0 0-" 0-" 1 24in 84lbs t I8-a-. I t 6-2-12 t 6-3-4 6-3-3 r 6-2-12 12-6-0 18-9-3 t 9 1 TTI0.26 12 3>�4 2,�q I ¢ T 11 66 T2 6z6 _ 7x8 . 0-0-0 0-0-0 1 6-2-12 6-3-4 I 6-3-3 t 6-2-12 12-6-0 18-9-3 All plates shown to be Eagle 20 unless otherwise noted Loading (pso General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.57(1-2) VertTL: 034m L/624 (6-7) L/240 TCDL: 15 TPII-2014 BC: 0.60(6-7) VertLL: 0.12m L/999 (6-7) L/360 BCLL : 0 Rep Mbr Increase Yes Web: 0.48 (1-7) Horz TL: 0.02 in 5 BCDL: 10 LumberDO.L.: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 8 l 5 5 in 150 in 926 lbs 109 lbs 5 1 5.5 in 150 in 926 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at3.4-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 except DFL SS 2 x 6: 9-8,10-5 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 fl� h =15 It, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads 5) ** -Indicates parapet wind loading has been applied to members 9-1 & 10-4 Member Forces Table indices: Manba ID, mac CS, mac axial fume, (mac wnpr. Tome ifdifiaatt fiom mac axial force) Only foim guata that 300lbs are shown in this table 1-2 0 568 ,2AM lbs 2-3 0 398 2' 4V lbs 34 0 517-1-452lbs f3C Cr7 0588 7_6NIllis (43514s jTC 11tab I8 0047 .8i01bs 26 0-278 4441bS 4-5 cost -A41 11r 1-7 0476 2,6941bs (-96 It") 36 0056 495 lbs 2.7 0047 -440 lbs 46 0.451 2,550 lbs (-133 W Notes I ) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage lo prevent pond ing. 4) Brace bottom chord with approved sheathing or purlins per B racing Summary. 5)At least one web ofthis truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the 6 " of each web panel point 6)Acreep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS Only loading 8) ParapetTL: 0.02 in, 2L/884 (10-4), Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSTRUCTED TO TnreBuiI(WTruss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIM171ATIONS AND QUALIFICATIONS SETFORIH IN THE EAGLE ME1XL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL. CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: F lA 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:24 760-423-9479 Page: 10171 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0.25/12 1 0-0-0 (4W 0-" 0-" 1 24in 84lbs 6-2- 2 6-3-4 6-3-3 64 12 12-6-0 18-9-3 T T 0.0-a a-ao 8-2.12 i 6-3-4 _ i 6-3-3 { d-2-12 12-6-0 18-9-3 All plates shown to be Eagle 20 unless otherwise noted Loading (pso General CSI Deflection L/ Ooic) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: Ob8(1-2) VertTL: 036in L/589 (6-7) L/240 TCDL: 15 TPII-2014 BC: 0.70(6-7) VertLL: 0.12in L/999 (6-7) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,50 (1-7) Horz TL: 0.02 in 5 BCDL : 10 Lumber D.OL.: 115 % Reaction JT BrgCombo _ Sig Vrk3d1_ Rco Erg Akith Max Read. Max(3rav Uplift Max Wind IJplift Max uplift Max tiara 8 1 5 5 in 150 in 958 lbs 109 lbs 5 1 5 5 in 150 in 990 lbs Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purhns at2-11-0, Pit& design by Others BC: DFL # 12 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web: DFL #2 2 x 4 except DFL SS 2 x 6: 9-8,10-5 Loads I)This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60 ft, It =15 ft, End Zone Truss, Boar end webs considered DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads 5) ** - Indicates parapet wind loading has been applied to members 9-1 & 10-4 Load Case D1: StdDead Load Point Loads Member Location Direction Load Trib Width Top 12-6-8 Down 96IN Member Forces Table indicates : Manba ID, max CSk max anal form (mac compr. fome iFd&bait fiom nmc aaal force) Only for$ der than 300lbs are shown in this table TC 1-2 0.685 -P.760lbs 23 0461 -2,691 lbs 3-4 0,655 -1683lbs �Q� E551p BC rr7 0695 Z71A lbs 00111s X . N k'W iS Q049 -4701 IK 2,6 0.211 wn Ibs 4-5 o.0s5 � lbs 1 -7 0,500 2,8231bs (19 tlza]14-6 3-60067 -591 lbs 2-7 0,050 -468lbs 0496 2,791 lbs "- Notes 4 , i 2 41or r 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. r 2) The fabrication tolerance for this rooflrussis20%(Cq=0.80). Exp 6/30/18 rt 3) Provide adequate drainage to preventponding. �R 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)Atleast one web ofthis truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe ) ' hhll vide 6 " of each web panel point ( �1 6)A creep factor of 100 has been applied for this truss analysis F t 1 7) Listed wind uplift reactions based on MWFRS Only loading 8) ParapetTL: 0.02 in, 2L/819 (10-4), Allowable 2L/120 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW ING ARE INS-IRUCIED TO I TnreBuild®Tnrss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS,LMTATIONSAND QUALIFICATION SSETFORTH INTHE EAGLE METAL PROD UCPSDESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: F 1-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57: l9 760-423-9479 Page: 1 of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY f 18-9-3 0.25 / 12 1 (W-0 0-" 04W 0-" 1 24 in 84lbs d dI I !Ti TLT 18-9-3 t 6.2-12 1 6-3-4 1 94'3 i �6-2-12 12-M 18-9-5 0-0-0 0-0-0 6-2-12., E-33 6-2-12 lP-&0 18-9-3 All plates shownto be Eagle 20 wiless otherwise noted 1 T Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.67(1-2) VertTL: 0.34in L/624 (6-7) L/240 TCDL: 15 TPII-2014 BC: 0.67(6-7) Vertl-L: 0.12in L/999 (6-7) L/360 BCLL : 0 Rep Mbr IncreaseNo Vkb : 0,78 (2-6) Horz TL: 0.02 in 5 BCDL: 10 Lumber D.O.L.: 115% Reaction 1T Brg Combo Brg Wkld1 Rqd Brg Wdt1 Max Rexlet MuGrav uplift Max Wni IJPli1t maxUplift Mtn I-im" 8 1 55 in 150 in 926 lbs 109 lbs 5 1 5.5 in 1.50 in 926lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins a13-M, Pullin design by Others, BC: DFL # l 2 x 4 BC: Sheathed or Purlins at 6-8-0, Purin design by Others. Wkb: DFL 92 2 x 4 except DFL SS 2 x 6: 9-8, 10-5 Loads l) This lmss has been designed for the effects due to 10 psf botom chord live bad plus dead loads 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-M to 18-9-11: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance wdiASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ftx 60 It h = 15 f( End Zone Truss, Both end webs considered. DOL = 1,60 4) Minimum storage allic loading has been applied in accordance with IBC 1607.1 5)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ We loads_ 6) ** - Indicates parapetwind loading has been applied lo members 9-1 & 10-4 Member Forces Table indicates: Manba ID, mac CSt mac anal fomG (mac mrnpr. force ifdi8aait fiom max axial forue) Only Tons grater than 3001bs are shown in fis table 7C la R668 634IN 24 0460 :490lbs 34 0607 45"--5lbs 13C 56 0.316 :g l31 lbs C-7 06M Uaq lbs 415 ills 74 0,324 -I 1241br W& I-8 0.047 -839 Ibs 2-6 0 782 -1,278 Ws 4-5 0.051 4I4l IIn l-7 0476 2,694lbs (A6lb%) 36 0056 495lbs 2-7 0047 -,WIIbs " 0451 2,550lbs (-133Wi) Notes 1) Unless noted otherwise, do not cut or after any truss member or plate wit 0titprior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80). 3) Provide adequate drainage to prevent ponding 4) Brace bottom chord with approved sheathing or purlins per Bracing Suns nary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the pklrle 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) Listed wind uplift reactions based on MWFRS Only loading 8) ParapetTL: 0 02 in, 2L/884 (10-4),Allowable 2L/120 .:;x241 rTh Lateral brges�." I ip �tlkxl Exp. SLID 1Z5 }F it 'lqJ CIV1\. ALL PERSONS FABRICATING, HANDLING, ERBC-ITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuild®Tniss Software v5.6280 REFER TOALLOFTHEINSTRUCTIONS,LIMTATIONSANDQUALIFICATIONS SETFORTHINTHEEAGLEMETALPRODUCTSDESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNBCIORS AREUSID. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: FA 1301 MONTALVO WAY, STE 4 JobName: madism-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:28 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0.25 / l2 1 0-" 0-M 0-" 0-" 1 24 in 87 lbs 18-9-3 6-2-12 3-1-10 3-1-10 3-1-10 3-1-9 6-2-12 9.4-6 21F1 Ib7-10 16$1 F- axe " " 3• 1 0-0-0 0-0.0 6-2-12 64-4 6.3 3 6-2-12 12-" IS-9.3 All plates shownto be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection L/ (toe) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.72(1-2) VertTL: 0.31 in L/698 (8-9) L/240 TCDL: 15 TPI 1-2014 BC: 0.68(8-9) VertLL: 0.1 in L/999 (8-9) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,49 (1-9) Horz TL: 0.02 in 6 BCDL: 10 LumberDO.L.: 115% Reaction JT Br Combo Br Width R dBr Width Max React Max GravUplift Max WindUplift Max Uplift Max Honz l0 1 5.5 in 150 in 950 lbs 90 lbs 6 1 5.5 in 150 in 1,094 lbs Material Bracing TC: DFL # l 2 x 4 TC: Sheathed or Purlins at 2-11-0, Pudin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web: DFL 42 2 x 4 except DFL # i 2 x 4: 6-7 DFL SS 2 x 6: 11-10 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input l 10 mph (Factored), Exposure C, Enclosed, Gablekhp, Risk Category II, Overall Bldg Dims 25 ftx 601( h=15 f( End Zone Truss, Both end webs considered. DOL = 1,60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A250 lbs moving point live load has been applied to the BC concurrent with other dead+ We loads, 5) ** - Indicates parapetwind loading has been applied to member 11-1 LoadCase DI: StdDeadLoad Pant Loads Member Location Direction Load TribWidth Top 12-11-8 Down 96lbs Top 16-5-8 Down 96lbs Member Forces Table indicates : Mmrbe ID, mac CSI, mac anal rorce, (mac c orryr. force ifdiffee t tiom mac anal force). Only forces grearethar 3001bs ae shown in TC 12 0725 2,702 lbs ;4 0231 2,5311bs 2-3 0 363 -2Yoo Ibs -1-5 ❑ 231 -? 533 It,$ tic 741 0493 1-1411bs 8.9 0693 2,73510s W6 I-10 0.r}I9 -am Ibs 3-8 Owl -311 In 5.7 0258 -I 6481b5 1-9 0489 2,7631bs .W7 0035 -311 lbs 6-7 0145 9621bs 2-9 0045 4021bs 5-8 0229 1,295 lbs r ESSI K241 � Notes � Exp. 6/30/18� 1) Unless noted otherwise, do notcutor after any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof puss is 20 %(Cq = 0.80). �� C I V `L�? 3) Provide adequate drainage to preventponding 4) Brace bottom chord with approved sheathing or puriins per -Bracing Summary 5 )At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss Lateral braces sh:W be installed within 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TmeBWIMTnlss Software v5.6280 REFER TOALL OF THE NSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SFrFOFJH IN THE EAGLE MEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: FA 1301 MONTALVO WAY, STE 4 JobNarmrriadison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:29 760-423-9479 Page: 2 of2 SPAN PrrCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0.25 / 12 l 0-m 0-m (9W 0-" 1 24 in 87lbs 8) Listed wind uplift reactions based on MWFRS Only loading 9) ParapetTL: 0 02 in, 2L999 (11-1), Allowable 2L/120. E551 f 9241 Exp 6/30/18 9�£(W" CAL�ra� ALL PERSONS FABRICATING, HANDLING, ERECTTNG OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCT® TO I TmeBuild®Tnrsss Software v5.6280 REFER TO ALL OF THEINSTRUCITONS,LIMITAT(ONSANDQUALIFICATIONSSECFORMINTHEEAGLEMETALPRODUCTSDESIGNNOTESISSUEDWI-m Eagle Metal Proilacts THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: FB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:30 760-423-9479 Page: I oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 025/12 1 0-0-0 0-" 0-0-0 0-0-0 1 24in 87lbs t 18-9-3 t I 0-2.12 I 8.1.10 3.110 3-1-10 3-1-9 1 - —&2-12 8.4.8 12 b0 167•.1G 18-9-3 g a sx8 iTi0.25 12 2>�41 3�4_ 2x441 4�- 8 1T21 6x10 - 53 - 5z5 - T r 0-0.0 0-0-0 "12 k M 4 6-3-3 6-2-12 12-&C 18-9-3 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.72(1-2) VenTL: 0,3in L/710 (8-9) L/240 TCDL: 15 TPI1-2014 BC: 0,67(8-9) VeALL: 0.1 in L/999 (8-9) L/360 BCLL : 0 Rep Mbr IncreaseNo Nkb : 0.48 (1-9) Horz TL: 0.02 in 6 BCDL: 10 LumberDO.L.: 115% Reaction Ji BrgC:ombo Brq Width Rqd Brg Width Max Rcact Max Grav Uplift Max Wlr,d UpW Nfax Uptift Mux Him 10 1 5.5 in 1.50 in 939 lbs 90 Ibs 6 1 5.5 in 1 50 in 1,105lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Rurlins at 2-11-0, Purlin design by Others - BC: DFL # l 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others, Web: DFL #2 2 x 4 except: DFL # 1 2 x 4: 6-7 DFL SS 2 x 6: 11-10 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with die following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 (h = 15 f( End Zone Truss, Both end webs considered DOL = 1 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607 1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads, 5) ** - Indicates parapet wind loading has been applied to member 11-1 Load Case D1: StdDead Load Pant Loads Member Location Direction Load TribWidth Top 13-11-8 Down 9611bs Top 17-5-8 Down 96lbs Member Forces Table ineGrdes: Member ID, rrax CST, mac axial foce, (mac cornpr. forue ifd Trot lrom mac axial force). Only forum greater than 300lbs am shown in tl a. L. TC 1-2 0 719 2,660lbs 34 0 224-2,458lbs NJ 030 Z.659145 4-5 OW 7 a591bs 1k, 7.8 049) I357Ibs 89 0.67? :673I1is 1.331bs Web 1-10 0.048 -850 1W 3-9 0 064 -323 Ihs 6.1 0,1.17 nit 11,<S - 1-9 0.481 2,721 lbs 5-8 0221 1,250 lbs .. 3241 fT1 2-9 0.045 -403 lbs 5-7 0252 -1,609 lbs - _ r7l Notes E x o. 6/30/18 1) Unless noted otherwise, do notcutor aller any truss memberor plate wid,outprior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80). Ili C I V 3) Provide adequate drainage to prevent ponding �� Or 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. L� 5)At least one web of this truss has been designed with a panel point in the web, All panel points on such webs shall be braced laterally, perpendicular to the plane ofthe truss. Lateral braces shall be installed widhin 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW ING ARE INSTRUCTED TO TnieBWIMTn►ss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS,LIMITATIONSANDQUALIFICATIONSSFTFORIHINTHEEAGLEMITALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVA ILA BLE FROM EAGLE UPON REQU EST. DESIGN VALID ONLY WHEN EAGLE MEM-L CONNECIORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: FB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:30 760-423-9479 Page: 2 of2 SPAN PfrCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18A-3 0.25/12 1 (W-0 0-m 0-0-0 0-" 1 24in 87lbs S) Listed wind uplift reactions based on MWFRS (--h* loading 9) PmWet TL: 0.02 in, 2L/999 (I I-1), Allowable 2L/120. Exp. 6/30/18 � *1 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TrueBWld®Tmss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORIHINTHE EAGLE METALPRODUCTSDESIGN NOTES ISSUED WITH Ilt Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECIDRS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: F-DT 1301 MONTALVO WAY, STE 4 JobNatne: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:12 760-423-9479 Page: loft I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 0,25 / 12 1 0-" 0-" 0-" 0-" 1 24 in 871bs 18-9-3 6-2-12 r 3-1.10 i ].1.12 r 9�f•i� r 3.1-9 1 0-2-42 9 48 12d0 F- 3x8 - 3- 1 T o-ao 0-0-0 6-2-1P 04-4 e•a-a 6.2.122 124-0 18-9-3 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 BklgCode: CBC2016/ TC: 0.71(1-2) VertTL: 0.3in L/724 (8-9) L/240 TCDL: 15 TP11-2014 BC: 0.66(8-9) Vertl-L: 0.1in L/999 (8-9) L/360 BCLL: 0 Rep MbrincreaseNo Web: 0.47(1-9) HorzTL: 0.03in 6 BCDL: 10 Lumber D.O.L.: 115% Reaction JT Brg Combo Brg Width Rgd Brg Width Max React Max Grav Uplift Max Wind Uplift Mar Upldl Max Horiz 10 l 5.5 in 1,50 in 929lbs 90lbs 6 l 5.5 in 150 in 1,115 lbs - Material Bracing TC: DFL # 1 2 x 4 TO Sheathed or Purlins at 2-11-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 6-2-0, Partin design by Others. Web: DFL #2 2 x 4 except DFL # 1 2 x 4: 6-7 DEL SS 2 x 6: 11-10 Loads 1) This Russ has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-M to 18-9-11: 200 plf. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/flip, Risk Category 11, Overall Bldg Dims 25 ftx 60 $ h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5)A 250 lbs moving point five bad has been applied to the BC concrurent with other dead + live loads. 6) ** - Indicates parapet wind loading has been applied to member I 1-1 Load Case DI: StdDeadLoad Point Loads Member Location Direction Load Trib Width Top 14-I1-8 Down 96lbs Top 18-5-8 Down 96lbs Member Forces Table indicates Maribor ID, mac CSf, mac axial force, (mac mmpr force if diffe t ftom mac axial fame) Only fonts Jele 0rar 30011bs ae shown in E F TC 12 0713 -2,707 lbs 34 0216 2,375 lbs 5-6 0141 636lbs - !• `. 2-3 0.36? -Z617 Rrs 4.5 0.216 75 In j + tX' 7S O478 1.4%16s M 0.662 M3 Rn (69 (un) 9-lo ❑ 328 -1 2801bs rT Z lltib 140 0047 &1016s 3A 0..149 79016s �7 0.?4'_ -1,548lbs ... :.•:; 41 T 1-9 0473 2,772lbs (-14We) 2-90045 403lbs 1 3S 0154 �821 lbs 5-80214 1,339lbs (45A)5) 6-7 0137 908lbs 6/30/18 � � Notes * 1) Unless noted otherwise, do not cut or allur any truss member or plate without prior approval 2) The fabrication toleranceforihis rooftmss is 20 %(Cq = 0 80) from aProfessional Engineer. ` , % C I V 0- .yk� OF 3) Provide adequate drainage to prevent ponding CA QV ALL PERSONS FABRICATING, HANDLING, FREC"ITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCIID TO I TmeBuildJTruss Software v5 6280 REFER TOALLOFTHE INSTRUCTIONS, LIMITATIONSANDQUALIFICATIONSSETFORIHINTHEEAGLEMEALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: F-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:12 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-9-3 025/12 1 0-" 0-" 0-" 0-m 1 24in 87lbs 4) Brace bottom chord with approved sheafhuig or purluns per Bracing Summary 5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the truss Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side of the top chord shall not exceed 0 5" 8) Listed wind uplift reactions based on MWFRS Orly loading 9) Parapet TL: 0 02 in, 2Li999 (I1-1), Allowable 21JI20 pROFESS1p��.� . i,i(9f(9241 , * Exp. 6/30/18' �r1�F CIVIL ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TnheBnilATruss Software v5.6280 REFERTOALLOFTHEINSTRUCTIONS,LIMITATIONSANDQUALIFICATIONSSECFORIHINTHEEAGLEMETALPRODUCTSDEStGNNOTFSISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: G 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:45 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0/12 2 0-M 0-" 0-" 0-0-0 3 24 in 150lbs 14"1 1 1-11-4 1 2-7-5 1 3-10-9 3-10-8 1 3-10-9 1 3-10-9 l 8-�-i2 f0.4.Q 72.11.5 16-9-14 M-8-6 -5-8 24- I91 _3 1-3-0 1-9-12 0 T 9� T 41 4.T- 0.25 12 2 4I 3V- 314. 3V- 5i`. qq _ 3 0 M 1 4 T l Tx TT 2413z4- 4z]- 22N1 21.41 4z9- 3 z4 U 44- 0.0-0 All plates shown to be Eagle 20 udess otherwise noted Loading (pso General CSI Deflection L/ (hoc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.52(5-6) VertTL: 0.04in L/999 (1445) L/240 TCDL: 15 TPI1-2014 BC: 0.11(14-15) VertLL: 0.03in L/999 (1445) L/360 BCLL: 0 Rep Mbr Increase Yes Web: 0.37(19-20) Cant/OHTL:0.33 in 2L/606 23 2L/480 BCDL: 10 LumberDOL,: 115% Cant/OHLL: 0.12in 2L/999 23 2L/480 Ll—� . n l- 1'1 Reaction JT BrgC:ombo Brg Width Rqd Brg ASdd1 Max React Max Grav Uplifi Max Wind Uplift_ _Max t1wi Mau'tioriK 19 1 825 in L50 in 2,168 lbs 134lbs 12 l 5.5 in l .50 in 786 lbs -26 lbs -26 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL 91 2 x 4 except BC: Sheathed or Purlins at 10-M, Purlin design by Others DEL SS 2 x 6: 18-19 Web: DFL 92 2 x 4 except DFL SS 2 x 6: 24-23, 25-12 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads, 2) This truss has been designed for the effects of wind loads in accordance wdiASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gablvtlip, Risk Category 11, Overall Bldg Dims 25 ftx 60 It h= 151( End Zone Truss, Both end webs considered. DOL = L60 3) Minimum storage attic loading has been applied in accordance with IBC [607.1 4)A 250lbs moving point We load has been applied to the BC concunentwith other dead+ live loads. 5) ** - Indicates parapetwind loading has been applied to members 24-1 & 25-1 I LoadCase DI: StdDeadLoad Distributed Loads .M mber Location I Loa60i n2 Dkmwn somsd StartLoad End Load TribWidth But 0-0-0 8-4-12 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load TribWidth Top 04)-0 Down 102Ibs Member Forces Table indicts: Menba ID, mac CSS inax anal 1brte, (nlac conpr. foroe if didaest fiom mac axial force). Only forts greater than 300lbs ae shown TC 14-5 0.489 1,893 lbs (-170 3Nlj &a 0 047-5181bs I 5-60.519 2,113 lbs (-1921bs1 9-10 0 051-5581bs 67 am 1.115 n. 1417IW M 1 0.048-382lbs 14-15 0.112 561lbs 2-21 0.037 -344lbs 4-19 0.163 -1,532lbs rag 0,112 -1,096 lbs r�-18 0207 332lbs (13 7-18 0.102 -1,002 lbs 8.16 0.048 430lbs rExp. 6/30/18 l� CIV�V ALL PERSONS FABRICATING, HANDLING, ERE1C'ITNG OR MSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuild®Tm% Software v5 6.0223 REFER TOALL OF THE INS-IRUCITONS, LIM[TATIONS AND QUALIFICATIONS SETFOF(H IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal ProductsTHIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: G 1301 MONTALVO WAY, STE 4 lobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:45 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0/12 2 0-M 0-0.0 0-0-0 04W 3 24in 150lbs Notes 1) Unless noted otherwise, do not cut or aher any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerancefor this roofhuss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheadoing or prrrhM per Bracing Summary. 5 )At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) The forces shown for this multi -ply truss are per ply and the reactions are for all plies Three identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails [min 135"x3 1 /4"] TC - I row @ 12 in oc, BC - l row (r� 12 in oc, Webs - l row a 12 in oc Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies widi supplemental 16d Nails or Gun Nails [min .I35"x3 1/4"] as follows within 24" of the location shown: TC: 0-M,(1)Connectors Connectors shall not encroach on other girder ply connectors orhuss-to-truss connectors in accordance with the NDS or the connector manufacturer recommendations 8) When applied loads are on one side ofgirdet; do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip die girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 9) Lateral bracing shall be attached to each ply. I0)All fasteners minimum 2-12" long, unless otherwise noted. 11) Nails in l st and 2nd ply shall be offset from successive plies by 12 the nail spacing 12) Listed wind uplift reactions based on MWFRS Only loading. 13) Parapet TL: 0.03 in, 21J631(24-1),Allowable2L/120. oV eS-S/ o, 7! l ........ 8241 z Exp. 6/30/18 _TJ f CIV1� ,��' rFOF CADV�" ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnreBuil"Tnus Software v5.6.0223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLEMEI'AL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: G1 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:48 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0/12 7 04W 0-0-0 0-M 0-" 3 24in 150lbs 1 n SB t $ r 1f0-4-4Q 122--71-15-5 3-190--9 3010--68 3-10-238105--69 1614 4-619 1-9-12 0.25 32., - . 5x5 . 3x4 U8. 7x1p . 4z8 2z� I 2x4 4n6 - 4 2x43R 34 0-0-0 0-10-10 0.10-10 0-0-0 2-DA 3•&8 , 3•B.8 t 1-11-4 2-7-5 3-10-9 3-10-6 t 3-10-9 t 3-10-9 t lA 4-8-6 8-4-12 10-4-0 12-11-5 16-9-14 20-8-6 24-6-15 28-5-8 All plates shown to be Eagle 20 unless otherwise noted T T 0 Loading (Pst) General CSI Deflection L/ (roc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 052(5.6) VertTL: 0,04in L/999 (14-15) L/240 TCDL: 15 TPII-2014 BC: 0.11(14-15) WALL: 0.03in L/999 (14-15) L/360 BOLL: 0 Rep Mbr Increase Yes Web: 0.37(19-20) Cant/OHTL:033 in 2L/603 23 2L/480 BCDL: 10 LumberD,O.L.: 115% Cant/OHLL:0.12 in 2L/999 23 2L/480 Hor777.: 4.ff1 in I I Reaction IT ftC'om_ bo_ ft_W16 Rqd Brg Width Max React Max Grav Uplift Max Wnd Uplift Max Uplift Max Honz 19 1 8 25 in l 50 in 2,155 lbs 97 lbs 1 l 1 5.5 in 1 50 in 800 lbs -26 lbs -26lbs - Material Bracing TC: DFL # 12 x 4 TC: Sheathed or Purkns at 6-3-0, Pw hn design by Others. BC: DFL #1 2 x 4 except BC: Sheathed or Purhns at 10-0-0, Purtin design by Others. DFL SS 2 x 6: 18-19 Web: DFL #2 2 x 4 except DFL SS 2 x 6: 24-23 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C. Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60 f( h =15 f( End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indkzks parapet wind loading has been applied to member24-1 LoadCase DI: StdDeadLoad DishibLkd Loads Memhcr Lomwn I Locaiia0 Direction Splra d Stan Local Csrd Land Tnib Widllr Bot 0-M 8-4-12 Down Proi 5 psf 5 psf 24 in Point Loads Member Location Direction Load TribWidth Top 0-0-0 Down 102lbs Member Forces Table indicate Munba D, mac CR mac axial fob (mac comps fume ifddfuu nt fiom nw axial fog). Only tome ire than 300lbs ae shown TC -t-5 0488 1,890lbs (169 Ibr) 8•R 0 046 -505 lbs 56 0.518 2,110lbs (190 lbs) 4-10 0 049 -540 lbs 6-7 0..193 1.119lbs 4261bs) 10-11 0044 355 lbs iW 13-14 9.W 354lbs (4919) 18-19 0062,-1,206lbs 1 4-15 0.109 542 lbs WWI 2.31 0.037 -344 lbs 4-19 0.163 -1,529 lbs 6-9 0,111 -1,085lbs 6-18 0.207 329lbs (-10 7-18 0.102 -1,001lbs 8-16 0.047 -423lbs Lxp. 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS "TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuilUTruss Software v5.6.0 223 REFER TOALL OF THE INSTRUCIIONS, LINUTATIONSAND QUALIFICATIONS SET FORTH IN THEEAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: G1 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:48 760-423-9479 Page: 2 of2 SPAN PrFCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0 / 12 7 0-0-0 0-" 0-0-0 0-0-0 3 24 in 1501bs Notes 1) Unless noted otherwise, do notcutor ahcr any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding 4) Brace bottom chord with approved sheathing or purlins per Bracing Sununary. 5)At leastone web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) The forces shown for this mul-ply truss are per ply and the reactions are for all plies Three identical trusses shall be built and attached as follows, per ply: l6d Nails or Gun Nails [min .135"x3 1 /4"] TC - I row(_a) 12 in oc, BC - l row (c)12 in oc , Webs - l row @ 12 in oc Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails [min 135"x3 1/4"] as follows within 24" of the location shown: TC: 0-0-0,(1)Conneclors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations 9) When applied loads are on one side of girdeL do not 4 girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder la install the other half ofthe connectors on the opposite side (at double the connector spacing). Connectors on opposite sides ofthe girder shall be offset 10) Lateral bracing shall be attached to each ply. 1 l )At fasteners minimum 2-1/2" long, unless otherwise noted. 12) Nails in lstand 2nd ply shall be offset from successive plies by 12 die nail spacing 13) Listed wind Uplift reactions based on MWFRS Only loading 14) ParapetTL:0 03 in, 2L/628 (24-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TnreBuild®Trws Software v5.6.0.223 REFER TO ALL OF THE INSTRUCTIONS, UMITATIONSAND QUALIFICATIONS SECFOFUH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH 11 Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MEFAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: G-GB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:33 760-423-9479 Page: i of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WCi f/PLY 28-5-8 0/12 1 0-M 0-0-0 0-" 0-0-0 3 24in 1501bs sa6.1t i 3-8.6 i 3-8-6 1-11-4 2-7-5 3-10-9 3-10-8 3-10-9 3-10-9 4-8-6 8-4-12 10-4-0 12-11-5 16-9-14 20-8-6 24-6-15 28-5-8 1-3-0 1-9-12 N d TlC d 0.25 12 qq 3A l 1 4.�- 2V1 31- 3x4. 3V. 51- 3{0 711 4 TTT33 p qq 7- gg 56 yy 33 p 2z4 13z42 - 4z8 - 2z� 1 2z4 1 4x6 . 3J • 3X4 • 4x4 - 2z4 0-0-0 0-10-10 0-10-10 0-0-0 1-0- 3-&6 3-8-6 1-11-4 2-7-5 3-10-9 3-10-11 3-10-9 3-10-9 1-0• 4-8-6 6-4-12 10-4-0 4-11-5 16-9-14 20.8-6 24-1F15 2&5-6 All plates shownto be Eagle 20 unless otherwise noted T T O Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 BklgCode: CBC2016/ TC: 0.52(56) VertTL: 0.04in L/999 (14-15) L/240 TCDL: 15 TPI1-2014 BC: 0.11(14-15) VenLL: 0.03in L/999 (14-i5) L/360 BCLL: 0 Rep Mbr Increase Yes Web: 037(19-20) Cant/OHTL: 0.33in 2L/603 23 2L/480 BCDL: 10 LumberDOL : 115% Cant/OHLL: 0.12in 2L/999 23 2L/480 Florz"FU 0 01 in 1 l Reaction JT BrgCombo Br Width R d Big Width Max React Max Grav Uplift Max Wnd Uplift Max Uplift Max Honz 19 1 825 in 150 in 2,155 lbs 97 lbs 11 1 5.5 in 1.50 in 800 lbs -26 lbs -26lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purhns at 6-3-0, Purhn design by Others. BC: DFL # l 2 x 4 except BC: Sheathed or Purhns at 10-M, Pudin design by Others. DFL SS 2 x 6: 18-19 Web: DFL #2 2 x 4 except DFL SS 2 x 6: 24-23 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance wfthASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GabloMp, Risk Category 11, Overall Bldg Dims 25 ft x 60 It h = 15 If, End Zone Truss, Both end webs considered. DOL = 160 3) Minimum storage alhc loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent witli other dead+ live loads. 5) ** -Indicates parapet wind loading has been applied to member 24-1 LoadCase Dl: StdDeadLoad Distributed Loads t Icrrl lkf Lowbm 1 Laeaiwn 2 DMXtion sprew Start Load End Lead Tnb Widltl But 0-M 8-4-12 Down Pmj 5 psf 5 psf 24 in Point Loads Member Location Direction Load TribWidlh Top 0-0-0 Down 102lbs Member Forces Table whales Member D, mac CSI, mm mual force, (mr comer. tome ifdiffewt from mac mal force) Only foal; gadatIm 300lbs areshown TC 4-3 0.488 1,890 lbs (46916n) SA 0046 -505 lbs 56 0.518 2,110 lbs (1901bs) 940 0049 -540 lbs 6.7 0.193 1.;19lbs t-1261bs 10-11 aou-35511a lOC 1344 0.084 354 $5 (191be) 19-19 0.062-1,206lbs 1415 0.109 542Ibs t431651 I5.16 0.00 5XIbc 74Ihs1 Wb 24 0.066 371 Ibs 11-13 0 079 414 Mm (16 Ibel 221 0.037-3441bs 4-19 0,163 -1,529 lbs 6.19 0,111-1,085lbs G18 0207 328lbs (10 Ibs) 7-18 0.102-1,001lbs 8-16 0.047 -423lbs n�4 i � m � L r.,,. 6/30/18 C 11 i� OF CALt�� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TtueBuildOTtuss Software v5.6.0.223 I REFER TO ALLOF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SETFORIH IN THEEAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONN ECIORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: G-GB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:33 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0/12 1 0-M 0-M 0-" 0-M 3 24in 1501bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per B racing Summary 5)At leastone web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0 5" 8) The forces shown for this multi -ply truss are per ply and the reactions are for all plies Three identical trusses shall be butt and attached as follows, per ply: 16d Nails or Gun Nails [min J 35"x3 1 /4"] TC - I row (a) 12 in oc, BC -1 row an 12 in oc , Webs - 1 row @ 12 in oc Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails [min ,135"x3 [/4"] as follows within 24" ofthe location shown: TC: O-M,(1)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or die connector manufacturer recommendations 9) When applied loads are on one side of girde5 do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other halfof the connectors on the opposite side (at double the connector spacing) Connectors on opposite sides ofthe girder shall be offset 10) Lateral bracing shall be attached to each ply. l I )All fasteners minimum 2-12" long, unless otherwise noted 12) Nails in I stand 2nd ply shall be offset from successive plies by 12 the nail spacing 13) Lisred wind uplift reactions based on MWFRS Only loading. 14) Parapet TL: 0.03 in, 2U628 (24-1),Allowable 2U120. txo. 6/30/18 �/I�or< CA0� � ALL PERSONS FABRICATING, HANDLING, EtECITNG OR INSTALLING ANY TRUSS BASED UPON THIS'TRUSS DESIGN DRAWINGARE INSTRUCIFD TO TnreStdld®Truss Software v5.6.0223 REEFER TOALL OF T14E INSTRUCTIONS, LIHTATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLEMETAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: G-GBDT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:43 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0/12 1 0-0-0 0-0-0 0-0 0 04W 3 24 in 150 lbs I 3-"3-d� 1•tt.4 �a-a-a 2.7.5 3-1G-9 3-1a-� 3-1fl-9 1L1.9 I.0 4-8-6 8-4-12 104-0 12-11-s 18.9:41 20.8.E 24•&Y5 2>l-5-0 1.M 1-9-12 0 1 ' 025 24I 3V- 34- 3V- 1 31$T1 x 1 1a � T T T �-2� z4 zT� 2413z4 - 4] 1 1 42 - 3.11 34 - 4z 0-0-0 0-10-10 0.10-10 0-0-0 i1-0-q 3-8-6 3-8E 2-7-5 3-10-9 1 3-10-8 r 3-10-9 3-10-9 1-0- 4-8-6 8-4-12 10-0-0 12-11-5 16-9-14 20-8-6 24E-15 T28-5-8 I All plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,52(5-0) VertTL: 0,04in L/999 (14-15) L/240 TCDL: 15 TPI1-2014 BC: 0.11(14-15) VertLL: 0.03in L/999 (1445) L/360 BOLL: 0 Rep Mbr Increase Yes Web: 037(19-20) Cant/OHTL:0.39 in 2L/521 23 2L/480 BCDL. 10 LumberD.O.L : 115% Cant/OHLL: 0.12in 2L/999 23 2L/480 Horz TL: 0 in 12 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gmv Uplift Max Wnd Uplift Max Uplift Max Horiz 19 1 825 in 150 in 2,168 lbs 134lbs 12 1 5,5 in 150 in 804 lbs -71 lbs -26Ibs -71 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Pudins at 6-3-0, Purlin design by Others. BC: DFL # 1 2 x 4 except BC: Sheathed or Purlins at 10-M, Partin design by Others DFL SS 2 x 6: 18-19 Vkb: DFL #2 2 x 4 except DFL SS 2 x 6: 24-23, 25-12 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 28-5-8: 180 plf. 3) This truss has been designed for the effects ofwind loads in accordance wihASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category fl, Overall Bldg Dims 25 ftx 60 ft(h = 15 $ End Zone Truss, Both end webs considered. DOL =1.60 4) Minimum storage attic loading has been applied a3 accordance with IBC 1607.1 5)A 250lbs moving point live load has been applied to the BC concurrent with other dead+ live loads, 6) ** - Indicates parapet wind loading has been applied to members 24-1 & 25-11 LoadCase DI: StdDeadl-oad Distabrrted Loads Member Location 1 Location 2 Direction Spread S1artLoad End Load Tnb Width But 0-" 84-12 Down I'mi 5 psf 5 psf 24 in Point Loads Member Location Direction Load Tnb Width Top 0-0-0 Down 102 lbs 6 , Meru her Fnmec ThI,iP i-r— nnA»I„; rn — rcr — -ial fr,Rw rn— n,,,,,,. a— &Afl�—+R,,,, — -A +n,.,Pt nni„ zlN76,c TC 4-5 5-6 6-7 0.489 0.519 0.192 2,034lbs 2,402lbs 1-421 lbs (17016e) (1921Fd) t.168lbs) 7S 8-9 9-10 0.071 0,047 0,051 538lbs -549lbs -5581bs (A1711a-) 1041 0048 -434lbs .� - HC i3.14 9.088 380Ra (r-lbs) M9 0.162 •1,3%Rn 74-15 A112 561 Ibs (46lbs) 21 22 0.044 310 lbs 15-16 0.095 5171hs 7716s Nkb 24 0.066 V1Ibs 7-16 0.044 313 ft (-38Ibs) 22l 0037 -3441bs 8-16 0054 -59816s 4-19 0.163 -1,532 lbs 9-15 0.037 -411 lbs 21-19 0.047 -551 lbs 10-14 0.054 388 lbs (-261 Rn) 6-19 0.112 -1,096 lbs II-13 0084 500 lbs (101 lbs) 6-18 0207 346 lbs (43 011 7-18 0102 -1,178 lbs u1 L i EI> r� Lxp 6/30/18 CjV 41 F CALI�� }r ALL PERSONS FABRICATING, HANDLING, Et2ECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnreBuild®Tntss Software v5 6.0 223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SETFORTH IN THEFAGLEMErALPRODUCTS DESIGN NOTES ISSUEDWITH !I Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNEC MRS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: G-GBDT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:43 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-5-8 0/12 1 04W 0-" 0-M 0-" 3 24in 150lbs Notes l) Unless noted otherwise, do not cut or alter any truss member or plate withoutprior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of tlus truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss Lateral braces shall be installed within 6 " of each web panel point 6)Acreep factor of 100 has been applied for this buss analysis 7) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoint 12 may need to he considered 8) The forces shown for this multi -ply truss are per ply and the reactions are for all plies Three identical trusses shall be built and attached as follows, per ply: I6d Nails or Gun Nails [min .135"r3 1 /4"] TC -1 row 12inoc,BC-1 row @12inoc,Webs-I row @12inoc Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails [min 135"x3 1/4"] as follows within 24" of tie location shown: TC: 0-0-0,(1)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 9) When applied loads are on one side of girded do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half ofthe connectors on one side of girder and then flip the girder to install the other half ofthe connectors on the opposite side (at double the connector spacing). Connectors on opposile sides ofthe girder shall be offset 10) Lateral bracing shall be attached to each ply. i i )All fasteners minimum 2-12" long, unless otherwise noted. 12) Nails in lstand 2nd ply shall be offset from successive plies by 12 the nail spacing 13) Listed wind upliftreactions based on MWFRS Only loading. 14) ParapetTL: 0 04 in, 2L/517 (24-1),Allowable 211120. .,241 m Exp. 6130118 CiVI��Q `CIF CALVE ) ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGAREINS-IRUCTED TO I TrueBuild®Truss Software v5 6.0223 REFERTOALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SETFORIH IN THEEAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLEMETAL. CONNECTORS AREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: H 1301 MONTALVO WAY, STE 4 JobName:madison4ot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:05 760-423-9479 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 234)-8 0 / 12 7 0-M 04W 0-M 0-0-0 1 24 in 115 lbs '1-0-0 3-10-43-10-4 3-10-4 3-10-4 3-10-4 2-94 ,-0-0128.12 16-5-0 20-34 23-0-6 1-0-0 025 12 3X$ . TT2X41 16 7.111 314- 4,4- 616- 71- 41- 4.1 - 62- 6.9. 0-0.0 0-0-0 1-0-0 3.104 3-10-0 3-10-4 3-10-4 3-10: 2-9-4 1-0-0 4-10-4 8-9-9 12-6-12 16-5-0 20 54 23-0-8 All plates shown to be Eagle 20 Unless otherwise noted Loading (pso General CSI Deflection L/ (hoc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,62(8-9) VertTL: 029in L/826 (13-14) L/240 TCDL IS TPI1-2014 BC: 0,57(14-IS) VertLL: 0.1 in L/999 (13-14) L/360 BCLL o Rep Mbr Increase Yes Web: 0,53 (2-4) Horz TL: 0.02 in 10 BCDL . 15 Lumber D.O.L, : 115 % Reaction JT Br Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wnd Uplift Max Uplift Max Horiz 17 1 1.5 in — 1,053 lbs 56lbs 11 1 5.5 in 3 23 in 3,024 lbs 10 1 5.5 in N/A 0lbs -1,41 l lbs -208 lbs -1,411 Ibs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purhns at 3-7-0, Purhn design by Others BC: DFL #1 2 x 4 BC: Sheathed or Purlins at4-2-0, Purlin design by Others Web: DEL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft• h = 15 $ End Zone Truss, Both end webs considered. DOL = 1,60 3) Minimum storage attic loading has been applied in accordance with IBC 1607. l 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. LoadCase D1: StdDeadLoad Distributed Loads Member Location l Location' Direction Spread Start Load End Load TnbWidth Bot 0-M 17-6-0 Down Proi 5 psf 5 psf 24 in Member Forces Table indidm Manba ID, nw CSI, maz axial force, (m cvrrpr. fume ifdiffaert from nrac axial fume) Only fonm greafty 6 i 300lbs are shown in this table TC 12 4.5 0.117 6223 -1,455 lbs 2Ihs Sb [:7 0252 0183 2,9761bs -� 167Ibs 7S Hw 0224 0619 -3341bs 391bs Ab BC 11-12 0.224 -2,2471Hs 13-14 0.461 2163 lbs 15-16 0.32T 1,266lbs 12-13 0.193 331 lbs H lhs] 14-15 0566 2973 lbs %b I-T7 0.106 -1,076Its 5.15 0107 -T14Tba 8-12 0499 2,T7115s -T6 0 315 1,783 lbs 6-14 0 177 936 lbs 8-11 0 147 -1,365 lbs «-t6 0. 7 -850 lbs 6-13 0062 -592 lbs 9-11 0427 2,783 lbs "`�` I _ • tl �4 2.4 0.534 2,40616s 7-13 0.363 2,05616s 940 0,266 1,41016s 245 0.254 1,43716s 7-12 0.104 A761bs m Notes Exp. 6/30/18 0 Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof mess is 20 %(Cq = 0.80). '� Q 3) Hanger is for graphical intrep2lation only. Install hanger per manufacturer's recommendation �� C I V r r N 4) Provide adequate drainage to prevent ponding OF CAl 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the truss Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this hiss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuilcWTruss Software v5.6.0.223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SETFOTIIH IN THE E.AGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: H 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:05 760-423-9479 Page: 2 of2 SPAN PITCH QTY OFIL OUR CANT L CANT R PLYS SPACING WGT/PLY 23-0-8 0/12 7 0-" 0-" 0-0-0 (kW 1 24in 11Slbs s) uue to negative reactions in gravity ioaa cases, spectiu cone 9) Listed wind uplift reactions based on MWFRS Only loading may C, _1 8241 Exp. 6/30/18 .CIV1\- ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuild®Truss Software v5.6.0223 REFEP TO ALL OF THE INSTRUCTIONS, LIMIT4,TTONS AND QUALIFICATIONS SET FORIH IN THE EAGLE MEIAL PRODUCTS DESIGN NOTES ISSUED WITIH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHFN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: H2 1301 MONTALVO WAY, STE 4 JobNarne: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:10 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-&0 0 / 12 4 0-" 0-0-0 0-M 0-" 1 24 in 35 lbs t 6-6-0 r 1-0-0 r s-s-o 1-0-0 6-6-0 1-0-0 6 2V 1 0.25 126xgo - T 3.14 �T T �o m TTLLJT 2.741 3x4 • 3.4 - 0-0-0 0-0-0 1-0-0 r f 5-0-0 6-6-0 All plates shownto be Eagle 20unless otherwise noted Loading (ps" General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 038 (3-4) VertTL: 0,06 in L /999 (5-0) L /240 TCDL: 15 TPI1-2014 BC: 030(5-6) VertLL: 0.02in L/999 (5-0) L/360 BCLL: 0 Rep MbrIncrease Yes Web: 0.18(2-5) HorzTL: Din 4 BCDL : 15 Lumber D (D.L : 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz_ 7 1 1.5 in — 432 Ibs 4 Ibs -4 Ibs 43 Ibs 4 1 5.5 in 1.50 in 418 Ibs Material Bracing TC: DEL # 1 2 x 4 TC: Sheathed or Purlins A 6-3-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 104)-0, Purlin design by Others. \Wb: DEL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This Tuss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 $ h =15 tt End Zone Truss, Both end webs considered, DOL = 1.60 3) Minimum storage allic loading has been applied in accordance with IBC 1607,1 4)A 250 Ibs moving point live bad has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates Manba D, mac CSI, mac adal fom, (max compr. forte ifdiflamt fium n adal tome) Only forum gamer than 3001bs am shown in this table 11-6 0127 718Ibs (-183lbs1l Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80) r 3St 3) Hanger is for graphical intrepredton only. Install hanger per manufaclrrrer's recommendation.'d N4 4) Provide adequate drainage to prevent ponding. r C E 31 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of tl tic ni t s ril braces s 6 " of each web panel point Z 7)A creep factor of 1.00 has been applied for this truss analysis. ; 8 2 41 8) Horizontal clearance between inside face of bearing and where the outside edge of tie end web meets the bottom side ofthe top chord shall not exceed 0.5" 6/3 0/ 18 9) Listed wind uplift reactions based on MWFRS Only loading x 0. F CA ALL PERSONS FABRICATING, HANDLING, FRECITNG OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TmeBuildJTruss Software v5 6.0223 REFER TO ALL OFTHEINSTRUCTIONS, LIMITATIONSANDQUALIFICATIONS SECFORTHINTHE EAGLEMEALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLEFROMEAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: H2-DT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:08 760-423-9479 Page: 10171 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6b0 0/12 1 0-0-0 0-0-0 0-0-0 0-" l 24in 36lbs e4l-o 1-0-0 h _ 5-6-0 1-0A 6-6-0 1-0-0 - a 2V I 0.25 12 7x4 - 3x14 - T T T T 2.4 1 3z4 - 3z4 - 0-0-0 1-0-0 All plates shown to be Eagle 20 unless otherwise noted 5-6-0 6-6-0 0-0-0 Loading (psf) General CSI Deflection U (loc) Allowed TCLL: 20 BldgCode: CBC2016/ TC: 0,44(3-4) VertTL: 0.06in L/999 (5-0) L/240 TCDL 15 TPII-2014 BC: 0.35(5-0) VertLL: 0.02in L/999 (5-0) L/360 BCLL o RepMbrIncreaseNo Web: 0,43(2-5) HorzTL: 0.02in 4 BCDL 15 Lumber D.O.L.: 115 % Reaction JT BrgCombo Brg Widd1 Rqd Brg Width Max Rcact iyl_ax Grav Uptilt Mtn Hind Uplift Max Upho Max 1 tom. 7 1 15 in — 479lbs -01 lbs -4 lbs -01 lbs 43lbs 4 1 55 in 1.50 in 470 lbs -70lbs -70 lbs Material Bracing TC: DEL 41 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed orPurlins at 8-1-0, Purhn design by Others. NWb: DFL 92 2 x 4 Loads [)This truss has been designed for the effects due to 10 psf bottom chord We load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 6-0-0: 200 pit. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 f , h =15 f(End Zone Truss, Both end webs considered. DOL =1.60 4) Minimum storage allic loading has been applied in accordance with IBC 160TI 5)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table in(lictes: Member ID, max CSL mac axial lbrue, (mac mmpr. tome ifdi0eaht from mac axial lbme) Only fours grata dim 300lbs am shown in this table Tr' 11-2 0052 714lln 13.7 0.440-1.00116a I, I -7 0046-594841b6s (-1831hs)2-6 0128-326lbs 5 Q431 -1,2"ftHobI60127 2-4 0340 1,099lbs (99211g) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80) Q Rid 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding. 5) Bnhce bottom chord with approved sheathing or purlins per Bracing Surrmnary. 6)At least one web of tlis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of 1 hrratal 6 " of each web panel point 7)A creep factor of 100 has been applied for this truss analysis 6� 3 �� 18 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" E X D . 9) Due to negative reactions in gravity bad cases, special connections to the bearing surface atjoints 7, 4 may need to be considered. 10) Listed wind uplift reactions based on MWFRS Only loading r C I V 1 F MW)' zk ALL PERSONS FABRICATING, HANDLING, ERECMG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I ThueStlild®Truss Software v5.6.0223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SETFORTH INTHEEAGLE MErALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: H3 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:15 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 0 / 12 16 0-0.0 0 0 0 0-0.0 0-M 1 24 in 24lbs 4-4-x 1-0-0 342 1.0.0 4-0-2 1-0-0 a 244 i1.25 12 3. 4 . 3x4- 1 rT 0 ll 2x4 1 3x4 • 3x4 - 0-0-0 0-0-0 1-0-0 3-4-2 1-0-0 4-4-2 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) I General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.13 (3-4) VertTL: 0.01 in L /999 (5-0) L /240 TCDL : 15 TPI I-2014 BC: 0.15 (5-0) VertLL: 0.01 in L /999 (5-6) L / 360 BCLL : 0 Rep Mbr Increase Yes Web: 0.08 (1-0) Horz TL: 0 in 5 BCDL: 15 LumberD,O-L,: 115% Reaction JT Br Combo BE& Width R dBr Width Max React Max GravUplift Max WindUplift Marti lift Max Horiz 7 l 1.5 in — 328 lbs -16lbs -16lbs 41 lbs 5 1 15 in — 298 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins art 6-3-0, Pur in design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purhn design by Others. Web: DFL #2 2 x 4 Loads l) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance wilhASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 It End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + five loads - Member Forces Table ind rates: Menba to, mac CSt, mac anal force, (mac comer fume if dffeent fmm mac axial force) Only force grata than 300lbs are shown in this table 1'(' 1--2 0043 -351 lbs 10: 51, 0.151 310Ito 1.1291h 1 %Wb o076 4A lbs (aM It*) 1ly &S 0.054-31-8lbs Notes I) Unless noted otherwise, do notcutoraller any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80) 3) Hangers for intreprelahon Install hangers OF E SSr Q - �I� are graphical only. per manufacturer's recommendations J 4) Provide adequate drainage to prevent ponding. { [ \ - Ez7� 5) Brace bottom chord with approved sheathing or purins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of dw . issr� 1. TE nl braces 5 6 " of each web panel point n 7)A creep factorof 1.00 has been applied for this truss analysis, • d2 4 ] ram+ t 8) Listed wind uplift reactions based on MWFRS Only loading. 6/30/18 EXD, ' '? .CIV1� _ tit ALL PERSONS FABRICATING, HANDLING, FRECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO Truel3WId®Truss Software v5.6.0223 REFER TO ALLOF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SErFOR1i t IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AN D AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED- OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: H3-DT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:13 760-423-9479 Page: 1 of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 4-0-2 0 /12 1 0-M 0-0-0 0-M 0-0 0 1 24 in 24lbs 4-4-2 , 1.0.0 r 1460 4�2 1-0-0 8 2V0.25 12 3X44- 3x14 . r T 0 ti 2.41 3x4 - 3.4 - 0-0-0 0-0-0 1•iF0 3-4-2 J-" 4-4-2 All plates shownto be Eagle 20 unless otherwise noted. Loading (pst) General CSI Deflection U (roc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.15 (3-4) VertTL: 0.01 in L /999 (5-0) L /240 TCDL: 15 TPI1-2014 BC: 0,17(5-6) VertLL: 0.01 in L/999 (5-6) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0.10 (2-5) Horz TL: 0 in 5 BCDL: 15 LumberDOL : 115% Reaction IT BrgCombo Brg Width Rqd Brg widtt Max React Max Grav LIpffl Max Wind Uplifi. Max Uplift Max l iori2 7 1 1.5 in — 373 lbs -80 lbs -16 lbs -80 lbs 41 lbs 5 l 15 in — 360lbs -93 lbs -93 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others, BC: DEL 91 2 x 4 BC: Sheathed or Purlins at 10-0-0, Partin design by Others. Web: DFL #2 2 x 4 Loads l) This truss has been designed forthe effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects due In drag load distributed along shear walls along the boltom chord from 0-0-0 to 44-2: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GabluHip, Risk Category 11, Overall Bldg Duns 25 ft x 60 fl, h =15 $ End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5)A2501bs moving point We load has been applied to the BC concurrent with other dead+ We loads. Member Forces Table inrlida: Mania ID, mac CSL mac axial fond (nw mmpr. tome ifdiflimit 8om mac axial fome). Only fon es gmatathax 30011bs ae shown in this table TC 1.2 0048 4801hs 3-s a t% M bs ac 15,6 0..171 631lbs (-A91tu 146b ] 7 R033 377lbs '--40 7 614 9 % (572 It 4 1 l6 0085 618lbs (-22511rs} 2S 0103 674lbs Notes 1) Unless noted otherwise, do not cutor alter any truss member or plate without prior approval from a Professional Engineer. [ 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). �— N� 3) Hangers are for graphical intrepretaton only. Install hangers per manufacturer's recommendations 4) Provide adequate drainage In prevent ponding 5) Brace bottom chord with approved sheathing or prrrlins per B racing Summary. 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of s M th 6 " of each web panel point 7)A creep factor of 100 has been applied forts truss analysis. ? 6/ 3 0/ 18 8) Due 1n negative reactions in gravity load cases, special connections to the bearing surface atjoints 7, 5 may need to be considered. Exp. 9) Listed wind upliftreactions based on MWFRS Only loading, CIVi_ ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrtleStul(WThuss Software v5.6.0223 REFER TOALL OFTHE INSTRUCTIONS, LMQTATIONSANDQUALIFICATIONS SETFORIHINTHEEAGLE METAL PRODUCTS DFSIGNNOTESISSUED WITH JI Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECIDRS ARE U SED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: H4 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58: l7 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-6-13 0.25/12 3 0-0-0 0-M 0-M 0-M 1 24in 75lbs 4-1-11 r 4-1-11 t 4-1-11 4-1-12 4.1-11 8-3-6 12-5-1 lrte-13 T 6x1 T r 1T 2. � 0-0-0 0.23x41- 3) i4 - 2z4 I 3x8 612 - 43- 3.4 - 6xB • 2X4 1 4-1-11 12-5-1 All plates shownto be Eagle 20 unless otherwise noted 4-1-12 16-6-13 0-6-0 T T m Loading (psl' General CSI Deflection L/ (loe) Allowed TCLL: 20 Bldg Code: CBC20161 TC: 022(1-2) VertTL: 0,18in L1999 (8-9) L/240 TCDL: 15 TPII-2014 BC: 0,48(7-8) VenLL: 0,06in L/999 (8-9) L/360 BOLL: 0 Rep Mbr Increase Yes Web: 0.36(1-9) HorzTL: 0.01in 3 BCDL: 15 Lumber D.O.L.: 115% Reaction JT Bra Combo BrgWdi Rqd Brg Akldi flux React MaxGrav Uplili Max Wuxi llpldl lvf ' Ilphti Max I (onz 10 1 15 in — 900 lbs 64 lbs 5 1 5.5 in 150 in 919 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheatined or Purlins at4-1-0, Purhn design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Pudin design by Others Web: DFL 92 2 x 4 Loads 1) This truss has been designed for die effects due to 10 psf bottom chord live bad plus dead loads. 2) This tmss has been designed for the effect of wind loads in accordance withASCE7 -10 with the following riser defined input 110 mph (Factored), Exposure C, Enclosed, Gable4 ftp, Risk Category IL Overall Bldg Dims 25 ft x 60 ft, h = 15 ft� End Zone Truss, Both end webs considered, DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads Member Forces Table indicate: Menba ID, mac (SI, mac axial force, (inac corrmr. fore ifddlitmt fmm mac axial forte) Only forces grata than 300lbs are shown in this table TC 1-2 0221 -1 Wlbs 2-3 0210 ti406lbs 34 01(A -TASI lbs 4-5 0 157 -1 631 lbs 8C 74 0478 a 4d1 Ili so 0.428 1.947 Mrs %Ibb 140 R034 4181b6 b8 0094 533Ie 5-.7 03l9 1.ti 65 1-90362 2,0521bs 3-7 0238 -845 Its ZA 0051 495 lbs 4-7 0035 309 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plalu without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturees recommendation. 4) Provide adequate drainage to prevent pending 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)Acreep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 051, 8) Listed wind upliftreactions based on MWFRS Only loading J r�l 6/30/18 clvo- �4 9T�OF CA0 ALL PERSONS FABRICATING, HANDLING, ERECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBWIdWTrulss Software v5 6.0223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSANDQUALIFICATIONS SErFORTHINTHEFAGLEMETALPRODUCTS DESIGN NOTES ISSUED WITH Eagle MetalPmdrrcts THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: H-GB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18✓18 10:57:51 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 23-0-8 0/12 1 0-0-0 (4W (W-0 0-" 1 24in 125lbs 23.0-8 1-0-0t 3-10-4 ; LX 3-10-4 t 3-10-0 f 3-10� t 2-9-4 1-" 4-10.4 bbB lbE-t2. 1&&0 2�.3.1 23-0-e 1-0-0 a 1 4 3x� 025 12 3V - 414 - 6)f - 71. 41 - i 34 I 1 6� - TT2x4 1 16 7x12 - 4z4 - 6x6 - 6x9 - 1 0-0.0 0-0-0 14" 3•il'H 3.1P•4 3-IW4 3.1W4 3.11Y4 Z-9i 1-0-0 4•T0.4 &8-8 T2�-12. 1&5.0 2C-3.4 23-0-e All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection LJ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,70(8-9) VertTL: 029in L/826 (13-14) L/240 TCDL: 15 TPII-2014 BC: 0,63(14-15) VertLL: Olin L/999 (13-14) L/360 BCLL : 0 Rep Mbr lncreaseNo Web: 053 (214) Horz TL: 0 02 in 10 BCDL: 15 LumberD.O.L_: 115% Reaction JT Brg Combo Brg Width Rqd Brg Wrddn Max React Max Grav Uplift Max Wild Uplift Max Uplift Max Horiz 17 l 15 in — 1,053 Ibs 561bs 1 1 l 5 5 in 3 23 in 3,024 lbs 10 l 5 5 in N/A 0lbs -1,41 l Ibs-208lbs -1,41 l Ibs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 3-5-0, Purlin design by Others BC: DEL # 1 2 x 4 BC: Sheathed or Purluhs 13-11-0, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Duns 25 ftx 60 It h = 15 ft, End Zone Truss, Both end webs considered DOL = l 60 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3)A 250lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads - LoadCase DI: StdDeadLoad Distnbuted Loads Member Location I Location 2 Direction Spread Start Load End Load Tnb Width But 0-0-0 17-6-0 Down Proi 5 psf 5 psf 24 in Mein ber Forces Table indicates: Manba D, am CSC am axial fore, (nw cvmpr. fore ifdiflaart Eom nutt axial fo=) Only fo`as gfta than 300lbs are shown in this Fable. TC 1-2 0.129-1145516s SG 0277-2,97616s 77-8 4-5 0,245 +632lke 6.7 0201 -;,I671hs 8A 0258 0695 -3341bs 2,335+ft 1-0Ibsl IX'. 1-12 0,260 -2,:A716s 13-14 0.516 2,1631bs 15-16 0.367 1,2661bs OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: H-GB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:57:51 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 23-0-8 0 /12 1 0-0.0 0-m 0-m 0-" 1 24 in 125 lbs 10) Due to negative reactions in gravity load cases, special connections In the beanng surface atjotnt 10 may need to be cons 11) Listed wind uplift reactions based on MWFRS Only loading Exp. 6/30/18 �F 4E c m\- (9 rn: ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TweBuild®Truss Software v5 6 0 223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SErFORTH IN THE EAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products 1 THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECIDRS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: I 1301 MONTALVO WAY, STE 4 JobNante: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:20 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 17-5-8 025 /l2 l 0-" 0-" 0-" 0-" 1 24 in 87 lbs TTo N ry TT T va-o 1-3-9 t 2-11-14 5-11-12 3-7-2 3-7-3 1.3-9 4.3.7 1"3 i3•in.r, 17.5.8 6xii - 4Xi3 - 0.85 iZ 2.441 31 - 214 I 4x 0-0-0 0-0-0 4-3-7 4.1 m2 7-2-5 44-7 10.3.3 17.5.E All plates shown to be Eagle 20 unless otherwise noted Loading (psi) I General CSI Deflection L/ (hoc) Allowed TCLL : 20 Bldg Code CBC 2016/ TC: 0,35 (3-4) VertTL: 0.19 in L / 999 (7-8) L /240 TCDL: 15 TPII-2014 BC: 0,57(8-9) VertLL: 0.08in L/999 (7-8) L/360 BCLL: 0 RepMbrIncreaseNo Web: 0,27(5-7) HorzTL: Din 7 BCDL: 10 Lumber D.O.L.: 115% Reaction Tr Brg Combo Brg Width RLdd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Honz 1 1 5 5 in 1.50 in 963 lbs 92 lbs 7 1 5 5 in 150 in 860 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purim at4-8-0, Purlin design by Others. BC: DEL 91 2 x 4 BC: Sheathed or Purlins at 10-", Purlin design by Others, Web: DEL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord We bad plus dead loads. 2) Tlhis buss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, t rable/Hip, Risk Category 11, Overall Bldg Duns 25 ftx 60 it It = 15 It End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607A 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. LoadCase DI: StdDeadl-oad Point Loads Member Location Direction Load TnbWidlh Top 1-3-11 Down 90lbs Member Forces Table indicates: Mamba m, mac GS7• nu< axial form, (nxac wrnpr. forte if diflaad fiom n>as a ial fo` e) Only form gate ffim 300lbs art: shown in this table TC 23 0.309 -1,173lbs 4-5 0293 -1,519lbs 34 0.355 -1,5211n W3 7S 0.53G 811—an I.1111"] &f 0,572 L172M Web 1-10 0155 8771bs 3-9 0.066 -541 lb6 5-9 Q.145 919 lbs 2.1U 0.102 $58 Ibs 3� 0.078 415 Ibs (2111y 5-7 0.270 -1,062 lbs ,2A 0205 1,158 lbs (4716s) d� 0049 -3671bs Notes 1) Unless noted otherwise, do noteutor ak -r any truss memberorplate without prior approval from aProfessional Engineer. 2) The fabrication tolerance for this roof Russ is 20 %(Cq = 0,80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary, 5)Acreep factorof 1,00 has been applied forlhis truss analysis. 6) Horizontal clearance between inside faceof bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0 5" 7) Listed wind upliftreactions based on MWFRS Only loading. r .�� d24I z EXP. 6/30/18 � c m \- OF CA0l) ALL PERSONS FABRICATING, HANDLING, FRECIING OR INSTALLING ANY TRUSS BASF UPON -HIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuildtTruss Software v5 6.0223 REFER TO ALL OF THE INSTRUCTIONS, LINUTk'ITONSANDQUALIFICA-ITONSSErFORIH IN THE EAGLE MEIAL PRODUCTS DESIGNNOTEs ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEIAL CONNECTORS ARE U STD. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: I1 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:22 760-423-9479 Page: 1 of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-11-8 025/12 2 0-" 0-0-0 0-" (W-0 1 24in 84lbs AvA 15-11-6 1-3-9 r 2-11-14 1 5-11-12 r 5-8-5 1 S-9 4-3-7 11iti43 15-11.8 0.25 12 4x6 - 3x4 - 24 I 3x6 - 612 - 3x4 - 5x5 - 6x8 - 2x4 1 0-0-0 0.0-0 4-3-7 5,11.12 5.85 4-3-7 10.3� 1 S F 1B All plates shown to be Eagle 20 unless otherwise noted T T r' 0 Loading'PS" General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC20161 TC: 0.39(4-5) VertTL: 0.11in L/999 (7-8) L/240 TCDL: 15 TPI1-2014 BC: 0.42(7-8) VertLL: 0.04in L/999 (7-8) L/360 BCLL : 0 Rep MbrIncreaseNo Web: 023 (5-7) Horz'fL: 0.02 in 5 BCDL : 10 Lumber D.O.L.: 1 l5 % Reaction JT BrgCombo Br Width R d Br Width Max React Max Grav Uplift Max Wind Uplift Max U lift Max Horiz 1 l 5.5 in 1.50 in 885 lbs 91 lbs 5 1 5 5 in 150 in 803 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 5-5-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purfins at 10-M, Pudin design by Others. Web: DFL 92 2 x 4 Loads l) This truss has been designed for the effects due to 10 psfbottom chord We bad plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dins 25 ft x 60 It h =15 It End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A250 lbs moving point five load has been applied to the BC concurrent with other dead+ live loads. Load Case DI: StdDeadLoad Point Loads Member Location Direction Load TnbWidth Top 1-3-11 Down 90lbs Member Forces Table indicates: Menba 1D, nw CSI, max axial to= (n� mnpr. force ifdiBaed fiom mac axial fora) Only fors gveata thai 300lbs m shown in this We 2-9 0094-789lbs 13-8 0.054 439lbs 15-7 0232 1,314lbs (b1 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventponding. 4) Brace botom chord with approved sheathing or purlins per Bracing Summary. 5 )A creep factor of 100 has been applied for this truss analysis- 6) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of die top chord shall not exceed 0 5" 7) Listed wind upliftreaclions based on MWFRS Only loading. m �. +J'�iuL41 m F 6/30/18 It` CIV0 CA ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TnreBuild®Truss Software v5.6.0223 REFER TOALLOFMEINSTRUCTIONS, LIMITATIONSANDQUALIFICATIONS SErFORIHINTHE EAGLEMETALPRODUCTS DESIGN NOTES ISSUED WITH Ilj Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DFSIGNVALID ONLY WHEN EAGLE MEIALCONNECIORSARE USED OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: I2 1301 MONTALVO WAY, STE 4 JobName: madison-lot-581b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:47 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-5-8 0,25 /12 1 0-" (4W 0-M (W-0 l 24 in 81 lbs 1 s s-a { Ll1 r 2-11»]i 5.1l.32 —r 6-2-5 J 1.3-5 ITT 16-" � 34 - 41 _ 0.25 2 2xg4 1 31 - 11 0-0-0 0-0-0 i3.7 r 6-11-fY 6-2-5 r 10-3-3 16-5-6 All plates shownto be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection t✓ 0oc) Allowed TCLL : 20 Bldg .de: CBC 2016/ TC: 0.52 (4-5) UertTL: 0 13 in L /999 (6 7) L /240 TCDL: 15 TPI1-2014 BC: 0.46(7-8) VertLL: 005in L/999 (6-7) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 026 (5-7) Horz TL: 001 in 6 BCDL: 10 LumberDO.L : 115% Reaction JT BrgCombo BrgWudih RgdBrgWidth Max Read Max Grav Uplift Max WuldUplift Max Uplift Max Horiz 1 l 5 5 u1 1.50 in 918 lbs 92 Ibs 6 1 5 5 m 1.50 in 815 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at4-9-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DEL 42 2 x 4 Loads 1) TI» s truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads 2) Tim truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 fi; It =15 It End Zone Truss, Both end webs considered. DOL =1,60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. LoadCase DI: StdDeadLoad Part toads Member Location Direction Load TnbWidth Top 1-3-11 Down 90lbs Member Forces Table indicates: Member ID, mac CS[, max axial forcee, (mac wrnpr. fame if ddle ant from irmc axial force). Only fours Smater than 30011bs ae shown in finis table TC 123 029-1.0971bs 134 4460 1.3sx1b3 14.5 Q.i21-1,3591ba 1 F3C 7� 0.463 1.0851bs 12* 0099 -830 lbs 13-8 0.058 474 lbs 14-7 0.065 484 lbs I5.6 0.097 -730 lbs Notes j 1) Unless noted otherwise, do notcutor after any truss mcmberor plate without prior approval from a Professional Engineer �. y 2) The fabrication tolerance for this roofiruss is 20 %(Cq = 0 80) n z 3) Provide adequate drainage toprevent ponding. a 8241 r' 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. T 5)A creep factor of 1.00 has been applied for this truss analysis E x p. 6/30/ 18 6) Horizontal clearance between inside face of bearing and where the outside edge of die end web meets the bottom side ofthe hop chord shall not exceed 0 5" 7) Listed wind uplift reactions based on MWFRS Only loading C IV OFCAL1�0�� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TnreBuild®Truss Software v5.6.0.223 REFER TO ALL OF THE INSTRUCTIONS, LIM[TATIONSAND QUALIFICATIONS SECFORIH IN TIEEAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products EAEST. I THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGNVALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: I2-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:24 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-11-8 025 /12 1 0-" 0-" 0-0-0 0-" 1 24 in 841bs _ 15-11-8 1-3-9 r 2-11-14 5-11-12 5-8-5 r 1-3-9 4-3-7 10-3-3 15-11-8 3x6 - 0,25 -, 3x8 - 2x4 l 6x�2 - T 6x ,� - 41 - � 4 � �T ��T 1 - l 3x4 - 6x8 - 2X4 I T gg 5x5 - IL d 0.0-0 0-0-0 E 4-3-7 5-11-12 5-8-5 4-3-7 10-3-3 15-11-8 AI l plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection L/ (hoc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.39(4-5) VertTL: 011 in L/999 (7-8) L/240 TCDL: 15 TH1-2014 BC: 0.42(7-8) VenLL: 004in L/999 (7-8) L/360 BCLL . 0 Rep Mbr IncreaseNo Web: 0J6 (3-7) HorzTL: 0-02 in 5 BCDL: 10 LumberD.OL : 115% Reaction JT Brg Combo Brg Wudtr Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 1 1 55 in L50 in 997lbs -26 lbs -26lbs 91 lbs 5 l 5 5 in 1,50 in 914 lbs -109 lbs -109 lbs - Material Bracing TC: DFL #1 2 x 4 TC: Sheathed orPurlins at4-11-0, Rirhn design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Rurlins at 7-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead bads 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 15-11-8: 200 plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C- Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 151i, End Zone Truss, Both end webs considered- DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads LoadCase D1: StdDeadLoad Pout Loads Member Location Direction Load Trib Width Top 1-3-11 Down 90lbs Member Forces Table indirdes: Mennba D, niac (SL max axial fb=, (mac mnpr. fog ifdiHaart Son mac anal force) Only fonts grula than 3001bs an; shown in dnis table ,rc 12.1 0272 -1.181 lbs 134 (i 302 .1 "V) lln 14-5 0392-1.582lbs 2-9 0096-9541bs 3-8 0072 -689 lbs 4-7 0060 -444 lbs Notes 1) Unless noted otherwise, do not cut or ak -r any truss member or plate without prior approval from a Professional Engineer. tExp. C 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0 80)3) Provide adequate drainage to prevent ponding 4) Brace bottom chord with approved sheathing or pu rlins per Bracing Summary. 6�30/18 5)A creep factor of 100 has been applied for this truss analysis 6) Horizontal clearance between inside face ofbearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0,5" 7) Due io negative reactions in gravity load cases, special connections to the bearing surface at joints 1, 5 may need to be considered C 1 V8) Listed wind uplift reactions based on MWFRS Only loading �' C 4 IQ ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUMED TO TrueStuldJTruss Software v5.6.0223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORM IN THE EAGLE MELAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METALCONNECIORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: I3 1301 MONTALVO WAY, STE 4 dobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:58 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 38-11-13 0.25 / 12 10 0-M (W-0 0-M 0-0.0 I 24 in 182 lbs 38-11-13 2-11-14 r 2-11-14 r 5-11-12 1 5-11-12 5-11-13 2-5-2 25-3 4-10-5 1 5-4-2 t 2-11-14 5-11-12 11-11-8 17-11-4 23-11-1 28-4-3 20-9-6 33-7-11 38-11-13 rS � l 4x12- 0.25 12 51- 5x5- Sze- 2VI 2V1 41S- ' 7z;6- 41- 3V- 61 5 8 7 1 1 T � 15- . - 15- 18- 16- 2>�1 9 - Sx 3x 5z 6 - 7x 4x 0-0-0 0-0-0 5-11-12 5.11-12 5-11-12 5-11-13 4-10-5 4-10-5 5-4-2 5-11-12 11-11-8 17-11-4 23-11-1 28 1-6 33-110A 38-11-13 All plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0,44 (5-0) Vert TL: 0 24 in L /999 (15-16) L /240 TCDL: 15 TPII-2014 BC: 053(15-16) VertLL: 0.09in L/999 (i5-16) L/360 BCLL : 0 Rep Mbr Increase Yes Web: 056 (4-I5) Horz TL: 0.01 in 11 BCDL : 10 LumberD O.L.: 115 % Reaction .IT Br Combo Br Width R d Br Width Max React Max Gray Uplift Max Wand Uplift Marti lift Max Horiz l 1 10 in 150 in 1,220 lbs 105 lbs 14 1 5.5 in 2.15 in 2,015 lbs 11 1 5.5 in 150 in 749 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-10-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Web: One Midpoint Row: 5-14 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It h = 15 ft, End Zone Truss, Both end webs considered DOL = 1 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 2501bs moving point live load has been applied to the BC concurrent with otherdead + live loads Load Case D1: StdDead Load Point Loads Member Location Direction Load Trib Width Top 3-0-0 Down 90lbs But 29-9-0 Down 63lbs Bot 31-9-0 Down 63lbs Member Forces Tableindicte:MmiberID,maxCSI,maxxWfome,(maxwrrpr.forcei17didaetfommazwalFomz).Onfyfoncesgaterthan300lbsareshowninhhis TC 2-3 0.254-1191016s Sfi 0.444 46216s 8A 0-360 -8 y Y'rG Sa 4.5 0.360 0.337 2,49816s -! Gs51bs 6-7 74 0433 9 359 45216s a96e lbs 9-10 0-405 801bs $8016s BC 12.13 0-4" 876I131 14-15 0.422 1,669Itu (147 9b4] I6r17 0459 1,90816s (-121bs) OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: 13 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:58 760-423-9479 Page: 2of2 SPAN PFFCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 38-11-13 0,25/12 10 0-0-0 0-m 0-0-0 0-0-0 1 24in 1821bs 8) Listed wind uplift reactions based on MWFRS OnIv loading f Lxp. 6/30/18 CIV1� F CAL1t� � ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuildl)Truss Software v5.6.280 REFERTOALLOFTEEINSTRUCTIONS,LIMITATTONSANDQUALIFICATIONSSErFORTHINTHEEAGLEMETALPRODUCCSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: 13A 1301 MONTALVO WAY, STE 4 1obName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:00 760-423-9479 Page: loft SPAN PITCH QTY OHL OUR CANT L CANT R PLYS SPACING WGT/PLY 38-11-13 0.25/12 3 0-" 0-" 0-" 0-" 1 24in 198lbs TTr 1 2-11-14 2-11-14 t 5-11-12 t 5-11-12 4-11-13 2-0-0 3-10-5 t 4-10-5 t 5.4-2 g�� 6-IiA2 11-17-8 17-11-4 'k'L-1f-1 :11- 28� 33-7-71 38-11-13 AA- 3x4- 025 12 gx¢- 4rt4• 81- 61- 31g- 2x041 41�- 0-0-0 0-7-8 0-7-8 0-0-0 5-11-12 1 5-11-12 5-11-12 4-11-13 0 11- �- 3-10-5 4-10-5 5-4-2 5-11.12 11-11-8 17-11-4 22111-1 2 - 1-1 28-9-6 33-7-11 38-11-13 All plates shownto be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection L/ 0oc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.44(7-8) VertTL: 0.I5in L/999 (11-12) L/240 TCDL: 15 TPI1-2014 BC: 0.53(19-20) VertLL: 0,08in L/999 (19-20) L/360 BOLL: 0 Rep Mbr Increase Yes Web: 0,70(5-17) HorzTL: 0.01in 16 BCDL: 10 LumberD.O-L.: 115% Reaction JT Brg Combo Brg Widlh Rqd Brg Width Max React Max Grav Uplift Max Wind U�Wt Max Uplift Max Horiz 1 1 10 in 150 in 1216 lbs 105 lbs 16 1 5,5 in 2,14 in 2,009 lbs I 1 l 5,5 in 1.50 in 755 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 3-10-0, Purlin design by Others BC: DEL 41 2 x 4 BC: Sheathed or PLtrlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bo#Dm chord live bad plus dead loads 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable I -lip, Risk Category II, Overall Bldg Dims 25 ft x 60111, h = 15 ( End Zone Truss, Both end webs considered DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607 1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads Load Case DI: StdDeadLoad Poirrt Loads Member Location Direction Load TdbWidth Top 3-M Down 90lbs Bot 29-9-8 Down 63lbs Bot 31-9-8 Down 63lbs Member Forces Table indicates: Manba lD, mac CSI, max axial form (mac conmr. force if dirf=t ffum max axial force). Only forces Fla that 300lbs aie shown in this TC 23 34 4-5 0250 0,362 0.339 -119881bs 2,4831bs -1638lbs 6-7 8-90329 9-lo 0293 0394 647lbs -895 lbs -895 lbs F1C 12-13 U504 SW lbs 21-22 0 321 818 lbs 19-20 0 534 2,479lbs (61 lbs) 2G-21 0,459 I duly Iba &12 Its r 1!�+.• 122 t1102 1,074 ft 5.19 0.069 3571in 7-15 0.154 6711hs 2-22 0. 177 -1302 lbs 5-17 0.701 -1,765 lbs 8-15 0304 -1, 1421bs 221 0,233 1:313 lbs (48 iln 19-17 0,282 1,5741bs (-37 lbsl 15-13 0.160 875lbs 3-21 0.075 616 lbs 6-17 0.260 8591bs Rl2 110-11 0.057 -363 lbs 3-20 0.119 672 lbs (-52 4n) 6-16 0 141 -1,255 lbs 10-12 0.189 1,030 lbs 449 0594 -966lbs 7-16 0.109 -936lbs 0.108 677lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0,80). 3) Provide adequate drainage to prevent ponding. � CllV�). ,4�� CA!'•� Cyr-;;:. ALL PERSONS FABRICATING, HANDLING, ERE -IING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCT® TO I TnreBuild®Truss Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATION S SFF FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECIORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: I3A 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:01 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 38-11-13 0.25/12 3 0-0.0 0-0-0 (-0-0 0-0-0 1 24in 1981bs 4) Bruce bottom chord with approved sheathmg or purhns per Bracing Summary. 5)At leastone web of this buss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the tors Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 8) Listed wind uplift reactions based on MWFRS Only loading J :+... (t om f A �. EXP.. 6/30/18 tiSA C m\- tiQ ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TmeBWI&Truss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEFFOM IN THE EAGLE MEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROMEAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: I3-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:56 760-423-9479 Page: loft I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 38-11-13 0.25 /12 1 (W-0 0-" (W-0 0-" I 24 in 186lbs TTT4 �2-1.1-14.1 2-11-14 1 5-11-12 1 5-11-12 1 5-11-13 4-12-5 1 4.10.5 2-11-14 541-i2 11-t1� 17-11-4 23-11-1 Z&9.5T3-7_i1 1�3B-1i� 4x12 - 025 12 r� 7AA 3x8- 4X4- 6x¢• 5x5- 2V1 6x9- 4�4- 44- 0-0.0 0-0-0 1 5-11-12 1 5-11-12 t 5-11-12 1 5-11-13 1 4-10-5 1 4-10-5 1 5-4.2 t ' 5.11-12 ' 11-11-8 17-11-4 23-11-1 28.9-6 33-7-11 38-11-13 A11 plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection LJ (hoc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,72(5-0) VertTL: 0.21 at L/999 (14-15) L/240 TCDL: 15 TPI1-2014 BC: 051 (14-15) VerILL: 0.07in L/999 (14-15) L/360 BOLL: 0 Rep MbrIncreaseNo Web: 0,81(7-13) HorzTL: 0.01in 10 BCDL: 10 LumberD,O.L.: It5% Reaction 1-i- B C *mbo Big Width R d II )AIdth Max ROW Max (irav voig Max Wni uplift Mae U lift Nlax Hole I 1 10 in 1.50 in 1,099 lbs 105 lbs 13 1 5 5 in 2.40 in 2,249 lbs 10 1 55 in 1.50 in 752 lbs -287 lbs -21 lbs -287 lbs Material Bracing TC: DFL # t 2 x 4 TC: Sheathed or PurWhs at4-2-0, Partin design by Others BC: DFL #1 2 x 4 BC: Sheathed or Purlins 17-7-0, Purlin design by Others Web: DFL #2 2 x 4 Web: One Midpoint Row: 4-14,5-13 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads, 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 04)-0to 38-0-1: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 $ h = 151`( End Zone Tmss, Both end webs considered, DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5) A 250 lbs moving point five load has been applied to the BC concurrent with other dead + live loads. Load Case DI: StdDeadl-oad Pon Loads Member Location Direction Load Trib Width Top 3-M Down 90lbs Member Forces Table indicates: MernberD, max CSL mac anal foroG (mom mnpr. force ifdffuent firm mac axial tome). Only forces gaYathan 300lbs are shown in this table TC 1-2 2-3 0070 0287 493lbs -1.031lbs (492lbs) 34 4-5 0405 0.380 _,068lbs •1. Nubs 5G 6-7 0.721 0720 1,795lbs 1.672lbs (-2671ta) N36lba) 7-8 8.9 0-441 0.348 923lbs -1,0"IN (-767hwm Or 10•I l a'41, �'YJ Ib: I "13 0.238 473 IN 14-15 0.515 400916n (19lbs) 16-17 0 352 W911n t-153 fbl I I -I? 0.L95 10941tc 14016x 1 Yid 0-407 1467 fizz 66J Ibs 15-16 0.469 1,897lbs f-I $8 ibsl ti(#h I-17 0.173 991 lb 3.15 0626 1,346 lbs (1,056 lbs) $43 0.44E Z4621bs 8-12 0.604 -1,3651ta :.17 0156 -1,2.4416s 4-15 0070 508lbs (369lbs) ra13 0060 -411lbs &11 0.074 -5361bs 2116 0200 1,3461bs (19511b4) 4-14 0303 -1,785 lbs 7-13 0812 -1,8661bs 941 0.406 1,302 lbs (-809 it 346 0069 -655lbs 5-14 0111 800lbs (-80 W) 7.12 0.108 785lbs (270IN 9.10 0.104 -706lbs Notes 741 Exc, 6/30/18 1) Unless noted otherwise, do not cut or akr any truss member or plate withoutprior approval from a Professional Engineer. 2) The fabrication tolerancefor this roof truss is 20 %(Cq = 0 80) 01 3) Provide adequate drainage to prevent ponding.y�r` 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)Acreep factor of 100 has been applied for this truss analysis 6) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" 7) i Indicates lateral bracing required perpendicular to the plane of the buss Ieitner the midpoint(one shown) or third points (two shown), bracing by others See BCSI-133 for additional information. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuil&Truss Software v5.6.280 REFER TO ALL OF THEINSTRUCIONS,LIMITATIONSANDQUALIFICATIONSSECFORIHINTHEEAGLEMETALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: I3-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:58:56 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 38-11-13 0.25/12 1 0-0-0 040 (kW 0-0.0 1 24in 186lbs 8) Due to negative reactions in gravity Load cases, special connections tD the bearing surface atlorot 10 may need to be considered 9) Listed wind uplift reactions based on MWFRS Only loading J. �h 1r. i 41rn 2 Exp. 6/30/18 x' vAT CIV1\- F�3F f.ALIIClC; ALL PERSONS FABRICATING, HANDLING, FRECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueStnld®TnLss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSANDQUALIFICATIONS SETFORIHIN THE EAGLE MEC4LPRODUCTS DESIGN NOTES ISSUED WITH II{ Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:03 760-423-9479 Page: loft SPAN Pf1 CH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-5-0 0.25 / 12 1 0-0-0 0-0-0 0-0.0 0-" 1 24 in 47 lbs 7-5.0 3-4-0 d3-4-0 7-5-0 Us . 0.25 12 211 810- o 3 Sx6 - 2x4 1 0 0-0-0 0-0-0 3-4-0 4-1-0 3-0-0 7-5-0 All plates shownto be Eagle 20 unless otherwise noted Loading (pso General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.17(2-3) VertTL: 002in L/999 (4-5) L/240 TCDL: l5 TPI1-2014 BC: 0,17(4-5) VertLL: OOl in L/999 (4-5) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,22 (3-5) Hmz TL: 001 in 3 BCDL: 15 Lumber D0L.: 115% Reaction JT BrgCombo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 847 lbs -409 lbs -409 lbs -112 lbs 3 1 5.5 in 1.50 in 854 lbs -402 lbs -2 lbs -402 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at6-3-0, Purlin design by Others. BC: DFL 41 2 x 4 BC: Sheathed or Purlins at 7-9-0, Purlin design by Others. Web: DEL #2 2 x 4 except DFL SS 2 x 6: 7-0 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to a l,650 Ibs (80.8 plt) drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-5-0, 3) This truss has been designed for the effects ofwind loads in accordance vA hASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hp, Risk Category H, Overall Bldg Dims 25 ftx 60 ft, h= 15 ft, End Zone Truss, Both end webs considered. DOL = 1,60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5)A 250lbs moving point live bad has been applied to the BC concurrent with other dead+ We loads. 6) ** - Ind icales parapet wind loading has been applied to member 7-1 Member Forces Table indicates: Manbe lD, mac CSI, mar axial foroe� (mac mrrpr. Tome ifdiffemt 5om mac octal force). Only fonxs greaterthan300lbs are shown in This table 'I-C 1-2 01W .4411w i3 [1167 1MI W 13C �5 0.167 .4601bs 51, [1 ! 59 -'M ibs 11i9f 1-6 ❑:055 SU311u 3 S 0.219 1,293 the ta77lbsY 1-5 0166 1,2041bs (7721bs] Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2)The fabrication tolerance for this rooftnlss is 20 %(Cq =0 80). 3) Provide adequate- drainage to prevent pending. 4) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 5)At least one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 8) Due to negative reactions in gravity load cases, special connections to the bearing surface Ajoints 6, 3 may need to be considered 9) Listed wind uplift reactions based on MW FRS Only loading. 10) Parapet TL: 0 in, 2L!999 (7- 1), Allowable 2L/120 ESSi�� bl�tocs Sh1>>l be ur�imlled * EXP. 6 30/18 J� C1Vo- TeOF Lt��) ` ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCIFA TO I TnieBuildJTluss Software v5.6.0223 REFER TO ALL OF -ME FNSTRUCTIONS,LIIVIITATIONSAND QUALIFICAT[ONSSECFORTH INTHE EAGLE METALPRODUCPSDESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE U PON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED- OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: Jl 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:06 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-5-0 0.25 / 12 3 0-M 0-" 0-" (W-0 1 24 in 48 lbs 7-5-0 t 3-4-0 � t 410 � 3-4-0 7-Stl� 3x8 - 3xii - 0.25 12 2V 6xJ32 - 7�10N T N N O 1 T O 4 II 0-0-0 0-0-0 3-4-0 3-4-0 7-5-0 All plates shown to be Eagle 20 urAess otherwise noted Loading (psf) General CSI Deflection L/ Ooc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.15(2-3) VertTL: 0.02in L/999 (4-5) L/240 TCDL: IS TPI 1-2014 BC: 0.16(4-5) VerILL: 0.01 in L/999 (4-5) L/360 BCLL : 0 Rep Mbr Increase Yes Web: 024 (3-5) Horz TL: 0 in 3 BCDL : 15 Lumber D.O.L.: 115 Reaction JT BrgCumtK) Brg With Rgd Brg Widdr Max Itcwt MaxGraY Uplift Max VAnd Uplift Max Uplift Max i Tura 1 1 55 in 150 in 872 Ibs -427 Ibs -427 Ibs 91 Ibs 3 l 55 in 1.50 in 872 Ibs -427lbs -427 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL 41 2 x 4 BC: Sheathed or Purhns at7-10-0, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads. 2) This truss has been designed for die effects due to a 1,650 IN (80.8 pit) drag load distnbuled along shear walls along the bottom chord from 0-0-0 to 20-5-0. 3) This truss has been designed for the effects ofwind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 (h =15 fl, End Zone Truss, Both end webs considered DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5 )A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indices: Mamba ID, rnac CSt, mac axial force, (rnar ennnpr. force if d&mt Som mas aria] fome) Only £onus guata than 3001bs are shown in this table TC 112 0.125 -800lbs I�-1 0147 -965 lim I 1 1 13-5 0.241 1,319lbs (-925IWI I Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. S 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80) 3) Provide adequate drainage to prevent ponding. Ct� �t�E n f 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)Acreep fxtorof 100 has been applied for this truss analysis 6) Horizonhal clearancebetween inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" �-n 7) Due to negative reactions in gravity bad cases, special connections to the bearing surface atjoinis 1, 3 may need to be considered 8) Listed wind upliftreacdonsbased onMWFRSOnly loading EXp. 6/30/18 � * CIV1� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TmeBWId®Tntss Software v5.6.0.223 REFER TO ALL OF THE INSTRUCTIONS, LIM[TATIONSAND QUALIFICATIONS SET FORM IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products VALID THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN ONLY WHEN EAGLE METALCONNECMRS ARE USED, I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J2-GBDT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:45 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-5-0 0.25 / 12 1 0-" 0-0-0 0-" 0-" 1 24 in 104 lbs 4-1-0 4-1-° ' 4-1-0 ' 4-1-0 4-1-0 ' 4-1-0 6-2-0 12-3-0 16-4-0 -1 20.5-0 3x8 - 5 2 4 .25 12 4x,4 4.4 - 61 - 612 - xT5 . 2 IT TT g i1. 6X9 - 4M 6x6 - 61. 2X 0-0-0 0-0-0 4-1-0 ! 4-1-0 ! 4-1-0 I 4-1-0 ! 4-1-0 4-1-0 8-2-0 12-3.0 16-4-0 20-5-0 All plates shownto be Eagle 20 unless otherwise noted 1 Loading (pst) General CSI Deflection L/ (lox) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.20(1-2) VertTL: 0.14m L/999 (940) L/240 TCDL: 15 TPII-2014 BC: OA3(10-I1) VeitLL: 0.05in L/999 (9-10) L/360 BCLL: 0 RepMbrincreaseNo Web: 0,28(1-11) HorzTL: 0.01in 6 BCDL: 10 LumberD.O.L,: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 12 1 5.5 in 150 in 990 lbs 93 lbs 6 1 5.5 in 150 in 1,010 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at4-3-0, Purlin design by Others BC: DEL 41 2 x 4 BC: Sheathed or Purhns at 10-0-0, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads 2) T11is truss has been designed for the effects due to a 1,650 Ibs (80.8 pit) drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-5-0 3)17tis truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GabloHip, Risk Category IL Overall Bldg Dims 25 ftx 60 It, h=15 It, End Zone Truss, Both end webs considered DOL =160 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads Member Forces Table indicates: Manta m, mac CSL nx axial fore, (nr mmpr. fom ifdifraait 5om mac axial fumc). Only fors gmata than 300lbs are shown in Ibis table TC 1-2 2-3 0204 0193 -1,394lbs -1395lbs 3-4 4-5 0187 0197 -1.999 lbs -1842IIa 5-6 0200 -1, 160 lbs RC 8.9 4313 1,151 its (-14ib9) I11I1 6430 1.9%ft (-41 IIx4) 1�40 t)424 1.10+lbs 341bs 11-12 0I56 -3ASlbs u�b 1-12 0.11! A351bs 3-I 1 0.n� -763 3bs Sl} 0141 7% 1A (a711n) 1-I1 0283 1,59616s (b316s} 4.10 0103 4541bs (335IN) 5;3 0098 -7431bs 2-l1 0.040 -314lbs •F4 0045 -351lbs fi$ 0252 1,42816s (561ts) Notes 1) Unless noted otherwise, do not cut or after any truss member or plate withoutprior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80)- 3) Provide adequate drainage to prevent ponding 4) Brace bottom chord with approved sheathing orpurlms per Bracing Summary 5)A creep factor of 1.00 has been applied for this truss analysis 6) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 7) Listed wind uplift reactions based on MWFRS Only loading FCSSIC"� �fr xp_ 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TmeBuilcWTluss Software v5.6.0 223 REFER TOALL OF TEE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN TTIEEAGLE MEML PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA, 92262 Date: 05/18/18 11:00:34 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0/12 2 0-0-0 0-" 0-0-0 0-" 1 24in 144lbs 27-7-0 !74)-A 2-11-12 l 2±4 l 4; 0 �_ 4-7-0 l 4-1-0 l 4-1-0 4-1-0 `1-0.d 9-11•,2 7.2.6 „1.A 75-4-0 19-5-0 23-6-0 1 27-7-0 1-0-0 2-0-0 1-10-0 2-6-1 4 T 3 1 34°- �l " T 419 1 2N13z4- 3425 12 0-0-0 0-0-0 1. 7-11,13 1'w2.4 l 44*0 l bt-0 I 1-7.0 l A- l 4.1*0 { 3.11-12 7.2-0 lldd 15pt•0 49.5T�P9,Bs�a-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,52(4-5) VenTL: O,l in L/999 (14-15) L/240 TCDL: 15 TPI1-2014 BC: 0.33(14-15) VertLL: 0.05in L/999 (14-15) L/360 BCLL: 0 Rep MbrincreaseNo Web: 0:12(5-16) Cant/OHTL:0.15 in 2L/999 20 2L/480 BCDL: 10 LumbeCD.O,L.: 115% Cant/OHLL:0.06 in 2L/999 20 2L/480 Horz TL: 0.02 in 1 I Reaction JT BrgCilmbo B Width Rqd B W➢dth iviax Real[ A,lax Gwv If 1ift Max Wind Uplift Max U lift Max Honz 17 1 55 in 2 15 in 2,014lbs 122 Ibs 11 1 5.5 in 150 in 845 Ibs -13 Ibs -13 Ibs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 5-3-0, Purlin design by Others BC: DFL 91 2 x 4 BC: Sheathed or Purlins 14-3-0, Purhn design by Others Web: DFL 92 2 x 4 except DFL SS 2 x 6: 21-20 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load Plus dead loads 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 f , h = 15 fi, End Zone Truss, Both end webs considered DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A250Ins moving point live load has been applied to the BC concurrent with other dead+ live loads 5) ** - Indicates parapet wind loading has been applied to member 21-1 LoadCase DI: StdDeadLoad Distributed Loads h1leraLy toca6w 1 LA)MW11_3 Direclian�illsld Snvt Locks BW Load Tr,1�WkhhSevt Lu°d BW Load TrrbWithh Bot 0-0-0 7-2-0 Down Proi 5 psf 5 psf 24 in Point Lads Member Location Direction Load Trib Width Top 0-M Down 102lbs Mom her Fnrrec T4& indrcaa M d— rn mar Ccr —arias R— f— WAfR—t fin- mar anal fnnwl Onh, fi,nwc o.Paar 1h., 10nikc an ch-- TC 34 4-5 0310 ,),S_= 826lbs '240I115 Im IkI 7S R+) 0281 0.165 476lbs -1.-Wlbs 9-10 10-11 0190 0.200 -1,380lbs -925lbs ` ` BC 13-14 ,It Ibs) 15-16 0.309 1,331bs 1.127ib5) t7-18 0.I89 -822lbs -153 0271 $931s I�Ilet •721ba1 16-17 0.212 1,196]bs4 �- Web 3-2 n.245 334Ito $7 a 133 .511 Itu 10.13 0.079 4731tn 2•19 0239 3071bs 5-16 0418 2,305 lbs (103 lbs) 11-13 0214 1, 1381bs (361k: 3-18 0131 �281bs 7-16 0.041 -322 lbs 1 t i8 0.081 459lbs (-50 lbs) 8-16 0351 -1, 1301bs 4-17 0.317 -1,5881bs 9.1 $ 4097 309lbs 5-17 0.191 -I2171bs 10-14 0093 486lbs (381Ns) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding .CIV1� �� 2Fr � ALL PERSONS FABRICATING, HANDLING, ERECITNG OR INSfALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuild(A)Ttuss Software v5.6.0.223 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SETFORII I IN THE EAGLE METAL PRODUCTS DESIGN NOM ISSUED W I1H Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DFS IGN VALID ONLY WHEN EAGLE METAL CONNBMRS ARE US®_ OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J3 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:34 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0 /12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 144lbs Bruce bottom chord with approved sheathing or purlins per Bracing Summary. 5)At leastone web of this truss has been designed with apanel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been appked for this hiss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 8) Listed wind uplift reactions based on MWFRS Only loading 9) Parapet TL: 0.03 in, 2Li999 (21-1),Allowable 2L/120. 41 Exp. 6/30/18 'I CIV1\- OF CA LW ' \LI. PERSONS FABRICATING, HANDLING, ERE( I- G OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED -to TrueBuild®T[uss Software v5.6.0223 ,EFER TOALL OF THE INSTRUCTIONS, LIMLIATIONSAND QUALIFICATIONS SETFORIH IN THE EAGLEMEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products HIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J4 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:00 760-423-9479 Page: l of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0/12 5 0-" (4W 0-M 0-" 2 24in 148lbs 1-10-0 2-0-3 - 0,25 12 20YI 9 4 4 44z9 Y. xnz4 zn1 3x4 - 2X4 1 0-0-0 0-0-0 1-0- 2-11-12 2-11-12 -10- 3-5-0 4-1-0 4-1-0 4-1-0 4-1-0 �1-0- 3-11-12 6-11-8 -10- 11-3-0 15-4-0 19-5-0 23-6-0 27-7-0 AI i plates shown to be Eagle 20 unless otherwise noted ' 23-6-0 ' 27-7-0 ' 3x9 - e„e_ 5A- 6xlp- 1 T 0 d Loading(ps" General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 031(5-7) VertTL: 0.07in L/999 (15-16) L/240 TCDL: 15 TPI1-2014 BC: 0.19(18-20) VertLL: 0.03in L/999 (15-16) L/360 BCLL: 0 Rep Mbr Increase Yes Web: 0,17(7-17) Cant/OHTL:0.05 in 2L/999 23 2L/480 BCDL: 10 Lumber D.O.L.: 115% Cant/OHLL:0.02 in 2L/999 23 2L/480 HorcTL. 0.01 in 12 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React _Max Grav Uplift Max VMd Uplift Max Uplift Max Honz 5 1 10.5 in 1.50 in 2,020 lbs 1 l5 Its 12 1 55 in 1.50 in 894 lbs -9 lbs -9 lbs Material Bracing TC: DFL # 1 2 x 4 except TC: Sheathed or Purlins at 6-3-0, Purhn design by Others. DFL SS 2 x 6: 3-7 BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL 92 2 x 4 except DFL SS 2 x 6: 25-23 Loads 1) This miss has been designed forthe effects due to 10 psf bottom chord live load plus dead bads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 f(h = 15 ft, End Zone Truss, Boil end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Its moving point live bad has been applied to the BC concurrent with other dead + live loads, 5) * * - [ndicatcs parapet wind loading has been applied to member 25-1 LoadCase D1: StdDeadLoad Distributed Loads Member L(acanon i Lccawn2 Dffec�on Sprrad Swi-oat EndLoW TribWiddt Bot 0-M 7-2-0 Down Proi 5 psf 5 psf 24 in Point Loads Member Location Direction Load TribWidth Top 04)-0 Down 102lbs Member Forces Table indices Menber m, m CSI, max axial force, (mac oompL. fome ifdi$aert 56m mar axial rorce) Only ronxs grrdderthar 3001bs am Awwn TC �-1 0061 490lbs 8A 0071 3821bs 11-12 0086 -498lbs J-5 0.300 495 lbs 940 0073 -730 Ibs 5.7 4312 70516a (.37ltul IRi1 0..079-76BIbs k3(- 14-15 0127 53516s (-10 lbs) 17-18 0148-1041bs 15-16 0.165 766lbs (21 lb l I8-20 0 193-715lbs 16-17 0 171 729 lbs W7 mbsl 20-21 0.193 -715 lbs ,21 0 068 356 lbs (-60 7-8 0.046-391lbs 7.17 0.170 9491bs (-46 it7 0.062 3991bs II-14 0.034 -311 lbs `p�FSSip! 4V! tus t�k' Z Exp. 6/30/18 ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGAREINS-IRUC ED TO TmeBuild®Tniss Software v5.60223 REFER TO ALL OF THEINSTRUCTIONS,LIMITATIONSANDQUALIFICATIONSSEI'FORMINTHEEAGLEMETALPRODUCPSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEGA. CONNECIORS ARE USED_ OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J4 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:00 760-423-9479 Page: 2 of2 SPAN Prl'CH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0/12 5 0-M 04).0 0-M 0-0.0 2 24 in 1481bs Notes 1) Unless noted otherwise, do not cut or altar any truss member or plato wilhoutprior approval from a Professional Engineer 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0 80). 3) Warning: Possible conflicts in geometry may require additional design review. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced lateraty perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails [min .135'x3 1/4"] TC - l row @ 12 in oc, BC - l row @ 12 in oc, Webs - l row @ 12 in oc Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder pies with supplemental 16d Nails or Gun Nails [min .135"x3 1/4"] as follows within 24" of the location shown: TC: O-M,(I )Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 10) When applied loads are on one side of girder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half ofthe connectors on the opposite side (at double the connector spacing) Connectors on opposite sides of the girder shall be offset 11) Lateral bracing shall be attached to each ply. 12)At fasteners minimum 2-1/2" long, unless otherwise noted. 13) Nails in I st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 14) Listed wind uplift reactions based on MWFRS Only loading. 15) Parapet TL: OD 1 in, 2L/999 (25-1),Aflowable 211120, 4 .1EXp. 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO REFER TOALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SErFOI1H IN THEEAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. �Ilen, CALI�� 11 TmeSttild®Tntss Software v5.6.OM Eagle Metal Products OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J4-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18✓18 11:00:57 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0/12 1 0-0-0 0-" 0-M 0.0-0 2 24in 145lbs I -" 241.42 t 24t1F-12 113-5r 404-1-0 4-1-0 4-1-0 I 23-6-0 27-7-0 1-0-0 2-0-3 1-10-0 _ Q25 12 .... ewe _ 5x8 - 334 - 2N 13za - 472c8 - 19 6z9 . 5z9 - 4z4 - 4x4 - 4z4 - 2z4, 2A 1 0-0-0 0-0-0 1 2.1T•12 2-11.12 1 8.5.0 4-1-0 4-1-0 4-1-0 4-1-0 3-11-12 8-11.9 -f 11.3A 1'. t' 19-5-0 23-6-0 27-7-0 Al I plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L✓ (loc) Allowed TCLL: 20 BldgCode: CBC2016/ TC: 029(5-7) VenTL: 0.07in L/999 (1546) L/240 TCDL-. 13 TPII-2014 BC: 024(19-20) VertLL: 093fn L/999 (15-16) L/360 BCLL- 0 Rep Mbr IncreaseNo Web: 0.17(7-17) Cant/OHTL: 0.05in 2L/999 22 2L/480 BCDL: 14 Lumber D.O.L.: 115% Cant/OHLL:0.02 in 2L/999 22 2L/480 Horz TL: 0.01 tq 13 Reaction JT Brg Combo BrgVAd1h Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 5 1 10.5 in 1.50 in 2,026 lbs 115 lbs 13 1 1.5 in — 888lbs -5 lbs -5 lbs Material Bracing TC: DFL ✓k 1 2 x 4 except TC: Sheathed or Purlins at 6-3-0, Pudin design by Others DFL SS 2 x 6: 3-7 BC: DFL 01 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL 92 2 x 4 except DFL SS 2 x 6: 24-22 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads, 2) This truss has been designed for the effects due to a 1,650 lbs (59.8 plf) drag load distributed along shear walls along the bottom chord from 04)-0 to 27-7-0. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C. Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 $ End Zone Truss, Both end webs considered DOL = 160 4) Minimum storage age loading has been applied in accordance with IBC 1607.1 5)A250lbs moving point live bad has been applied to the BC conCrarentwhh otherdead+ live loads, 6) * * - Indicates parapet wind loading has been applied to member 24-1 LoadCase DI: StdDeadLoad Distributed tmds Member Location 1 Location 2 Direction Spread SWLoad End Load Tnb Width Bot 0-M 7-2-0 Down Proi 5 psf 5 psf 24 in Point Loa(ls Member Location Direction Load TribWidth Top 0-M Down 102lbs Member Forces Table indicates: Men xr ID, nuc CS1, mac adal force, (nm mmpr. tone if rli ere t from mac axial force) Only forces gn8ethar 300lbs TC 3-4 4-5 5.7 0062 0272 Q..1so 482lbs 4851bs 76-1 Ibs (4Ibs) HS lbsl " 944 IrM 1 0082 0085 0 104 394lbs -75016s -79816s I1-12 0.118 -541 lbs �.. f; BC 1415 0.149 5-181k (-I1 Ibs] 17-18 0 168 693 lbs 15-16 0.189 796lbs (2311e) 1849 0238 771 lbs 16-17 0.200 749 lbs 09 lbs I9,20 0.238 -771 bs 1►zb 33Q 0.051 -436lbs 0.17 0063 -508 lbs 5-20 0.076 398 lbs (691bs} I1-14 0.034 -312 lbs 5-19 0.067 381lbs (3411a1) 12-14 0120 649lbs (2061 7-18 0058 307lbs 12-13 0.045 417tbs 7-8 0.047 403lbs 7.17 0.170 949lbs (451b5) ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED, TO TmeBuild®Truss Software v5 6.0.223 REFER TO ALL OFITIE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SEFFORIH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J4-DT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:57 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0 / 12 1 04W 0-0-0 0-M 0-M 2 24 in 145 lbs Notes I) Unless noted otherwise, do notcutor alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0 80). 3)Waming: Possrbleconflicts ingeometry may require additional design review. 4) Hanger is for graphical intreprelation only Install hanger per manulixtruers recommendation. 5) Provide adequate drainage to prevent ponding 6) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 7)At leastone web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the truss Lateral braces shallbe installed within 6 " of each web panel point 8)A creep factor of 1.00 has been applied for this truss analysis. 9) The forces shown for this multi -ply toss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: I6d Nails or Gun Nails [min _l 35"x3 1/4"] TC - l row @ 12inoc,BC-1 row @12inoc,Webs -crow @12inoc Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, allach each pair of girder plies with supplemental 16d Nails or Gun Nails [min .135"x3 1/4"] as follows within24" ofthe location shown: TC: 0-0-0,(1)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. l0) When applied loads are on one side of girder; do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half ofthe connectors on the opposite- side (at double the connector spacing) Connectors on opposite sides of the girder shall be offset 11) L&ral bracing shall be attached to each ply. 12)All fasteners mimmrun 2-12" long, unless otherwise noted. 13) Nails in Ist and 2nd ply shall be offset from successive plies by 12 the nail spacing 14) Listed wind upliftreactions based on MWFRS Only loading. 15)ParapetTL:0,01 in,2L999(24-1),Allowab1e2L/120. QRgFESS/0,� is 8241 rn, 6110/18 *° ALL PERSONS FABRICATING, HANDLING, IRECIING OR INSTALLING ANY TRUSS BASF UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCT® TO I TtueBWWTruss Software v5.6.0.223 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SECFORIH IN THEEAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLEMErALCONNECIORS AREUSID. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J5 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:05 760-423-9479 Page: Iof2 SPAN PITCH QTY OHL OHR CANTL CANT PLYS SPACING WGT/PLY 27-7-0 0/12 10 040 0-" 0-" 0-M 2 24in 1481bs 144 4 2-t3.12 2.11.1� Q•id� 5.5•D i �1-i-G 6.- - 4.7.0 3-11-12 VA, -a j 1 11-3-0 15-4-0 19-5-0 23-6-0 27-7-0 1.OA 244 1-10-0 d T' 0 I 3 40,323 12 2x4 1 '� 4 r 3 LT,�`33 22 T2x413x4 20129 4 I 3x4 - 2x4 I 3425 12 4r64 0-0-0 0-0-0 1-0- 2-11-12 2-11-12 -10- 3-5-0 4-1-0 %1-0 4-1-0 4-1-0 1 -03-11-12 6-11ti -10- 11-3-0 16-4-0 19-5-0 23E-0 27-7-D All plates shownto be Eagle 20 unless otherwise noted Loading (pst) General TCLL: 20 BldgCode: CBC2016/ TCDL : 15 TPI 1-2014 BCLL: 0 Rep lvlbrIncrease Yes BCDL: 10 LumberDO.L : 115% CSI Deflection L/ (loc) Allowed TC: 029(5-7) VertTL: 0,06in L/999 (15-16) L/240 BC: 0.17(18-2(3) VertLL: 0.03in L/999 (15-16) L/360 Web: 0.17(7-17) Cant/OHTL:0.06 in 2L/999 23 2L/480 Cant/OHLL: 0,03in 2L/999 23 2L/480 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 5 1 10.5 in 150 in 2,031 lbs 115 lbs 12 1 6.75 in 150 in 884 lbs -1 l lbs -1 1 lbs Material Bracing TO DEL 41 2 x 4 except TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. DFL SS 2 x 6: 3-7 BC: DEL 41 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others Web: DEL 92 2 x 4 except DEL SS 2 x 6: 25-23 Loads l) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Duns 25 ftx 60 ft, h= 15 fi; End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied u3 accordance with IBC 1607-1 4)A 250 lbs moving point five load has been applied to the BC concurrent with other dead +live loads. 5) ** - Indicates parapetwind loading has been applied to member25-1 Load Case DI: StdDeadLoad Distributed Loads Member _ Location 1 Location Direcfion Spread Stan Load End Load TnbWidth Bot 0-" 7-2-0 Down Proi 5 psf 5 psf 24 in Point Loads Member Location Direction Load TribWidth Top 0-" Down 102Ins Member Forces Table indicate;: Menber m, mac CSL mac axial Tome, (ow wmpr. fume if &ffi[ nt fmm mae ax al Tome) Only fora' der than 3001bs are iwkyn TC 134 0060 487lbs f 8A 0-071-337Ibs Ill-12 0078 -4671bs J 4-5 0271 491lbs 9-10 0,073 -6931bs r 15-16 0.159 730 lbs (tin [1nll 18-20 0 172 -792 lbs 5-21 0,081 421 lbs (-70 7-8 0.041 -350 lbs 7-17 0,174 969lbs (48 9-17 0.064-511lbs 11-14 0.034 -303 lbs � �VES�/ J� y� r••1 Exo- 6/30/18' V T£or i-.KoCaF� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSTRUCTED TO TrueBWIATruss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIM[TATIONSANDQUALIFICATIONSSErFOFJHINTHEEAGLEMETALPRODUCTSDESIGNNOMISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J5 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:05 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0/12 10 0-M 0-" 0-M 0-" 2 24in 148lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or pralins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss Lateral braces shall be installed within 6 " of each web panel point 6)A creep factorof 1.00 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) The forces shown for this multi -ply truss are per ply and the reactions are for all plies Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3 TC - l row @ 12 in oc, BC - 1 row @ 12 in oc, Webs - l row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails(min 135"x3 as follows within24" ofthe location shown: TC: 0-",(1)Connectors Connectors shall notencroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 9) When applied loads are on one side ofgirder; do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half ofthe connectors on the opposite side (at double the connector spacing) Connectors on opposite sides ofthe girder shall be offset 10) Lateral bracing shall be attached to each ply. I I )AII fasteners minimum 2-12" long, unless otherwise noted 12) Nails in I st and 2nd ply shall be offset from successive plies by 12 the nail spacing 13) Listed wind uplift reactions based on MWFRS Only loading 14) ParapetTL:0 01 4 2LP999 (25-1),Atowable 2IJ120 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TmeBuildtTruss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMIT4T10NSAND QUALIFICATIONS SETFORIH IN THEEAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Prochrcts THIS DESIGNAND AVAILABLEFROMEAGLEUPON REQUEST DESIGN VALID ONLY WHEN EAGLEMEIAL CONNECTORS AREUSE3. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J5-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:02 760-423-9479 Page: lof2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PU 27-7-0 0/12 1 0-M (4W 0-M 0-M 2 24 in 147 lbs r Lr-r-a !I." 2.11-12 , 2-11-tz Q-iO-p 3-5-0 t 4-1-0 t 4-1-4 , 4-1-0 4-t-0 , 1rp�11.1211.3.T78.4.0 lf3.5-0 R3.6-p 27 1-0-0 2-0-3 1-10-0 0 TdT 3V0 lT ' T22.4135 - 201918 2x 3x4 - 2A 1 34025 12 0-0-0 0-0-0 1-0- 2-11-12 2-11-12 -10- 3-5-0 4.1.0 4-1-0 4-1-0 4-1-0 1-0- 3.11-12 6.11-8 -10- 11-3-0 154-11 19-5-0 231-0 27-7-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC20161 TC: 036(5-7) VertTL: 0.07in L/999 (15-16) L/240 TCDL: 15 TPI1-2014 BC: 0.22(18-20) VertLL: 0.03in L/999 (15-16) L/360 BCLL: 0 Rep Mbr IncreaseNo Web: 0.17(7-17) Cant/OHTL: 0.05in 2L/999 23 2L/480 BCDL: 10 Lumber D.O.L.: 115% Cant/OHLL: 0.02in 2L/999 23 2L/480 Horz TL: 0.01 in 12 Reaction JT Br Combo Br Wrdd1 ad Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 5 1 10S in 1.50 in 2,016 lbs 115 lbs 12 1 6 in 1.50 in 898 lbs -1 1 lbs -11 lbs Material Bracing TC: DFL # 1 2 x 4 except TC: Sheathed or Purlins at 6-3-0, Partin design by Others. DFL SS 2 x 6: 3-7 BC: DEL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 except DFL SS 2 x 6: 25-23 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to a 1,650 lbs (59.8 plf) drag load distributed along shear walls along the bottom chord from 0-M to 27-7-0. 3) This truss has been designed for the effects of wind loads in accordance wtlhASCE7 -10 with the following user defined input 1 l0 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 601t h = 15 ft End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5)A 250 lbs moving point five load has been applied to the BC concurrent with other dead+ live loads. 6) ** -Indicates parapetwind loading has been applied to member25-1 Load Case DI: StdDeadLoad Dismbraed Inds Member Location 1 Location 2 Direction _ Spread S ill-oad End Load Tnb Width But 0-M 7-2-0 Down Proi 5 psf 5 psf 24 in PM Loads Member Location Direction Load Tnb Width Top 0-0-0 Down 102lbs F� Member Forces Table indicates Manber ID, nx CST, mac axial force, (mac mmpr. force if diflamt Sam xnac axial fame). Only fb¢ der dw 300lbs are It in TC 34 0068 49016s (Alb¢)80 0.081 376 lbs 11-12 0.089 477 lbs r �4-5 0343 495lbs �940 0084-720lbs I I r 15-16 0182 752lbs [ti0ltiol118-20 0.221-717lbs 5-21 0069 358 lbs (-60 lbs) 7-8 0-045 -386 lbs 7-17 0169 945 lbs (45 IN 9-17 0061 493 lbs I1-14 0034-311lbs CJV E SSIO ti� a3 rTi Exo. 6/30/18 �1 Clm.�� r,gL1G4� ALL PERSONS FABRICATING, HANDLING, ERECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TmeBuild®Tniss Software v5 6.0223 REFER TO ALL OF THE INSTRUCITONS, LIMITATIONSAND QUALIFICATIONS SErFORTH IN THE FAGLEME-IAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J5-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:03 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-7-0 0 /12 1 0-" 0-0-0 0-" 0-" 2 24 in 147 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80), 3)Warning: Possible conflicts ingeometry may require additional design review. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or prulins per B racing Summary. 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0 5" 9) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails [min 135"x3 l/4"] TC - 1 row @ 12inoc,BC-1 row @12inoc,Webs-I row @12inoc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails [min .135"x3 1/4"] as follows within24" ofthe location shown: TC: 0-0-0,(1)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or die connector manufacturer recommendations 10) When applied loads are on one side of girder; do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing) Connectors on opposite sides ofthe girder shall be offset l 1) Lateral bracing shall be attached to each ply. 12)Ail fasteners minimum 2-12" long, unless otherwise noted 13) Nails in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing 14) Listed wind uplift reactions based on MWFRS Only loading. 15) ParapetTL: 0 01 in, 2LJ999 (25-1),Aflowable 2L/120. E�F�SS10��f �1 r r*-r 6/30/18' ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASF UPON THIS "TRUSS DESIGN DRAWING ARE INSTRUCFA TO I TmeBuil&Truss Software v5 6.0223 REFER TOALLOFTHE INSTRUCIIONS,LIMITATIONSANDQUALIFICATIONS SETFORIHINTHEFAGLEMETALPRODUCTSDESIGN NOTES ISSUED WITH Eagle Metal Pmducts THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MErAL CONNECTORS ARE US®. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J6 1301 MONTALVO WAY, STE 4 JobName:133adison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:08 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16�14 0,25 /12 1 0-" 0-0-0 0-" 0-" 1 24 in 79 tbs 16.0-14 4-7-12 i 5-8-9 44A2 — 10.4-6 16-0.14 3x8 - 6xF - 0,25 12 2X4I 3 4 � 7xd6 - T 1 0-0-0 0-0-0 t 4-7-12 ! 6-bA 1 5'8'4 4-7-12 10-4-5 10.0-14 All plates shownto be Eagle 20 unless otherwise noted. Loading (psf) General CSI Deflection L✓ (toe) Allowed TCLL: 20 BldgCode: CBC20t6/ TC: 0.45(3-4) VertTL: 0.12in L/999 (6-7) L/240 TCDL: 24 TPI1-2014 BC: 0,49(6-7) VertLL: 0.04in L/999 (6-7) L/360 BCLL : 0 Rep MbrincreaseNo Web : 0,32 (46) HorzTL: 0.01 in 4 BCDL : 10 LumberD,O.L.: 115 % Reaction JT HrgCombo Brg Width RO Brg Wkith Max React Max Grnv Uplili Max Wax[ Uplift Max Uplift Max Horic 8 1 15 in — 1,010 Ibs 93 Ibs 4 1 6,75 in 1.50 a1 1,047 Ibs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 4-8-0, Purl in design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 wdh the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Duns 25 ft x 60 It h = 15 f( End Zone Truss, Both end webs considered DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads Member Forces Table indicates: Menba ID, mac CSI, nnuc axial ford (mac c err pr, force ifdiffaait Son mac adal force). Only fonts grater than 3001bs are shown in this table TC 12 0.382-1439lbs 33 0444-1.441lbs 1-1 0448 -1,4D lbs W 67 0.488 lAn7 W 114b I-3 0.120 A30111e Z-7 0%5-d90tbs 03I9 lm;lllu 1-7 0.310 11613 lbs 36 0070-5371bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0,80) 3) Hanger is for graphical intreprehation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlirrs per Bracing Surrunary. 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets lire bottom side ofthe top chord shall not exceed 0 5" 8) Listed wind uplift reactions based on MWFRS Only loading ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASF UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuilcWTniss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDWITH Ill Eagle MetalPro&cts THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGNVALID ONLY WHEN EAGLEMETAL CONNECTORS AREUSED- OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J6A 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 1 LO1:10 760-423-9479 Page: loll SPAN PrFCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 9413 0 /12 1 0-" 0-M 0-0-0 0-0-0 1 24 in 45 lbs 9-0-13 t 1-0-0 1 2-6- t 5.6-9 t 1-0-0 3-6A 9-0-13 t 1-0-0 0.323 12 41. 10 2K24 � 3x44 - --------------------- N 3x4 - 3 1 QT 2 ti J 2) 0-0-0 0-0-0 1 1'0'0 t 2-6-4 f 5'6-9 1 1-0-0 3.6.4 9-0-13 All plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (toe) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.42(4-5) VertTL: 0.09m L/999 (6-7) L/240 TCDL: 15 TPI1-2014 BC: 0.39(7-8) VertLL: 0.03in L/999 (6-7) L/360 BCLL : 0 Rep MbrIncreaseNo Web : 0,16 (5-7) Horz TL: 0 in 6 BCDL: 15 Lumber D.O.L.: 115% Reaction Pr Brg Combo B g Width Rqd 13rg Width Max React Max Grry Uplift MAY Wmd Uplift 14-a Uptilt Mar Horn 9 1 15 in — 613 lbs 52 lbs 6 1 5 5 in 150 in 558 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sleathed or Purtins at6-M, Purhn design by Others - BC: DFL 41 2 x 4 BC: Sheathed or Purlins at 10-M, Purtin design by Others. Web: DEL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live bad plus dead loads. 2) This fuss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following hlser defined input: 110 mph (Factored), Exposure C. Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 8 x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered DOL = L60 3) Minimum storage attic loading has been applied in accordance with IBC 1607,1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. LoadCase DI: StdDeadLoad Distributed Loads Member Location Location Direction Spread Shut Load End Load TnbWidth But 0-M 6-5-2 Down Proi 5 psf 5 psf 24 in Mom her Forcac Table indicates Menber ID_ n M n axial foam ffi n mmr fna:e ifditfamt from n� axial force). Onlv fo en#athar 3001bs ate shown in this table Ir'c 14 Q064 -717lbs 4-5 0423 -878lbs BC Tat 0385 6"l" !-1Q:IW t5�b lit QM -U4 !bat -44 0..113 -W!hs 1-8 0.155 879lbs (-1951ba) 5-7 15-6 0162 917lbs (731rssl 3-8 0,089 -492 lbs 0.047 431 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80). 3) Hanger is for graphical intepretation only. Install hanger per manufacturer's recommendalion. 4) Provide adequate drainage to prevent ponding- 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. rF 6)At least one web of this fuss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this buss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. F � 8241 T Exp. 6/30/18 br" shaflbe ills �FCA0'' ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASF UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeStrild®Truss Software v5.6280 REFER TOALLOFTHE INS-IRUCIIONS, LIMITATIONS AND QUALIFICATIONS SETFORMINTHEEAGLEMETALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J7 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:12 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 8-2-2 0 / 12 l 0-" 0-M 0-M 0-" 1 24 in 42 lbs I _ _ s-2-2 j 1-0-0 2-8-0 i 4-7-14 i 1-0-0 3-8-4 8-2-2 1-0-0 r dT N ti 7x4 I 0.323 12 3x4 • 3V4 0-0-0 0-0-0 1-0-0 2-6A 4-7-14 1-0-0 3-8-4 8-2-2 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,28(4-5) VertTL: 0.05in L/999 (6-7) L/240 TCDL: 15 TPII-2014 BC: 028(7-8) VertLL: 0.02m L/999 (6-7) L/360 BCLL : 0 Rep MbrincreaseNo V1bb : 0,14 (l-8) HorzTL: 0 in 6 BCDL: 15 Lumber D.O.L.: 115% Reaction JT Brg Combo Brg Width Rqd 5rg Wdth Max React MaxGiuv UpG4 Max Vkrd Ue lift Max Uplift Max i lonx 9 1 15 in — 565 lbs 51 lbs 6 1 5 5 in 150 in 516 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at6-3-0, Purhn design by Odners- BC: DFL 41 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. \*b: DFL 42 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 1I, Overall Bldg Dims 25 ft x 60 $ h = 15 ft, End Zone Truss, Body end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads- LoadCase D1: StdDeadLoad Distributed Loads Mernbex Locution I Lnrabou l Di eCtion S11=111 Smn Load End Load Trjb Width Bot 04)-0 6-5-2 Down Proj 5 psf 5 psf 24 in Member Forces Table indicts: MenbaID, nx CS[, max axial force (nw compr, force ifdidemt fiom mac axial fine) Only tomes grata dim 300lbs are shown in this table TC 17 9.AM 657 lbs 4-5 0284 -722 lbs BC' 7-8 0144 6MI10 •11albs) ►► 6 1-9 4rlsa -Sputa 34 0 093 727 %s 1-8 0 142 8051bs (2071bW15-6 5-7 0 136 768 lbs (-80 grs) 3.9 0.081 423 Ibs 0 043 402lbs Notes 1) Unless noted otherwise, do not cut or altar any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purhns per Bracing Summary 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane oftre 6 " ofeach web panel point 7)A creep factor of 100 has been applied for this truss analysis 8) Listed wind uplift reactions based on MWFRS Only loading SSIo 648241 6/ 1 EXO. 8 z svshall � � 1\ ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGAREINSTRUCTED TO I Tnrel3WldWTruss Software v5.6280 REFER TOALLOF THEINSTRUCIIONS, Ll IITATIONSAND QUALIFICATIONS SErFORIH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN FAGLEMErAL CONNECTORS ARE USED- OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J8 1301 MONTALVO WAY, STE 4 JobNarne:madism-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:14 760-423-9479 Page: I of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-1-10 0/12 l 04W 0-" 0-" 0-M 1 24in 38lbs 7-1-10 I-"2-6A 3-7-6 1.0.0 344 7-1-10 1-0-0 I 9T O T . _ 2ri4 1 0.323 12 3xd4 31 - 2N 0-0-0 0-0.0 2-&4 r 3-7-6 t !1 -0 3-6-4 7-1-10 All plates shown to be Eagle 20 tmless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.16(4-5) VertTL: 0.02m L/999 (6-7) L/240 TCDL: 15 TP[ 1-2014 BC: 0.19(7-8) VertLL: 0.01 in L/999 (6-7) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 0.13 (t-8) Horz TL: 0 in 6 BCDL : 15 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 9 1 1.5 in — 506 lbs 50 lbs 6 1 5.5 in 150 in 459 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL 41 2 x 4 BC: Sheathed or Purhns at 10-M, Pudin design by Others Web: DEL 02 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads_ 2) This puss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GableThp, Risk Category 11, Overall Bldg Dims 25 ft x 60 t h = 15 $ End Zone Truss, Both end webs considered DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads LoadCase DI: StdDeadLoad Dishibuted Loads Member Location I Location Direction Spread Start Load End Load TnbWidth But 0-M 5-4-10 Down Proi 5 psf 5 psf 24 in Member Forces Table incfrc tes: Mmba D, max CS[, nrar axial force, (mac oonpr. foie if d f =t from ntvc axial foie). Only four gwa than 300lbs are shown in this table TC 1-3 OW2 -"I Ibs 4-S 0..165 -54416s 6C 7-8 0.189 $381i n [•E.1 1be Mb 1-9 11-8 11045 -457lbs 34 0069 -5431M 0.126 712lbs (2231bi) 5-7 0106 603lbs (-89lbs) 3S 0.072 -343 lbs 56 0.043 -366 lbs Notes 1) Unless noted otherwise, do notcutor alter any truss member or plate without prior approval from aProfessional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80) 3) Hanger is for graphical infreprehation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathuhg or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factorof 100 has been applied forft Wass analysis 8) Listed wind uplift reactions based on MWFRS Only loading. �241T� 6/30/18 j.tbraces shall be InsF ALL PERSONS FABRICATING HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSIRUC7ED TO I TnreBuild®Truss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLEMEGIL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J9 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:16 760-423-9479 Page: i of l 1 SPAN PrrCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6�14 0/12 1 0-" 0-" 0-" 0-" l 24 in 341bs T 1T 1 1-0-0 , 2-6-7 , 2-6-7 , 1-0-0 -- 2K,41 0.323 12 3x44- 4V- 3) 2) 0-0-0 1-0.0 All plates shown to be Eagle 20 unless otherwise noted 2-6-7 3.6-7 2-6-7 0-0-0 Loading (Ps" General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code: CBC2016/ TC: 0A7(4-5) VertTL: OOIm L/999 (7-8) L/240 TCDL: 15 TPII-2014 BC: 0.15(7-8) VertLL: 0inUP L/999 (7-8) L/360 BCLL: 0 RepMbrincreaseNo Web: 0.11(1-8) HorzTL: Din 6 BCDL: 15 LumberD-O.L-: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wand Uplift Max Uplift Max Horiz 9 1 1.5 in — 448 (bs 49 lbs 6 1 5-5 in 150 in 400 lbs Material Bracing TO DFL 41 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL # l 2 x 4 BC: Sheathed or Purhns at 10-M, Purhn design by Others Web: DFL 42 2 x 4 Loads 1) This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with die following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h =15 ft, End Zone Truss, Boil end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrentwith other dead+ live loads LoadCase DI: StdDeadl-oad Dist ibuted Loads Member Location 1 Location Direction Spread StartLoad End Load TnbWidth Bot 0-M 4-3-14 Down Proi 5 psf 5 psf 24 in Member Forces Table indicate: Mm-tba m- mac CSC mac ads] tome (mac mnmr. force ifd&itant fmm mac axial force). Only forces 2reata than 300lbs arc shown in this table TC 1-2 0049 -501 lbs 4-5 0073 -375 lbs k3C' 73 0-151 4641bs 1-I33lb3 14t# IA 4040 �lollbz 3-7 00W 45611u (451hs1 1-8 0109 614Ibs (-24916x) 56 0043 -332 lbs 24 0047-367lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. U 2) The fabncadon tolerance for this rooftruss is 20 %(Cq = 0,80). 3) Hanger is for graphical intrepretadon only. Install hanger per manufwtu e?s recommendation. 4) Provide adequate drainage to preventponding- 5) Brace bottom chord with approved sheathing or purtins per Bracing Summary. 7F 6)Atleast one web ofthis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe 6 " of each web panel point 7)A creep factor of 100 has been applied for this hiss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading 24 0 q R741 f-M ;fir f C V 1 '0 �. ALL PERSONS FABRICATING, HANDLING, EREL I- G OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TtueBuild*Tntss Software v5.6280 REFER TOALLOFTHEINSTRUCITONS,LIMITATIONSANDQUALIFICATIONSSETFORIIIINTHEEAGLEMETALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AN D AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CON N ECIORS ARE USED. I OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J10 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:08 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-0-2 0 / 12 l 0-0.0 0-M 0-M 0-" 1 24 in 291bs 5-0-2 1-0-0 t 4-0-2 t ! G 0 5.0.2 1-0.0 T ti 2Ke 4 P •323 12 3x44 . o 0-0-0 0-0-0 '-0-0 t 442 1-0-0 5-0-2 All plates shownto be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 024 (3-4) VertTL: 0 03 in L /999 (5-0) L /240 TCDL: 15 TPI I-20t4 BC: 024(5-6) VeALL: 001 in L/999 (5-0) L/360 BCLL: 0 Rep Mbr IncreaseNo Web: 0.10(t-6) HorzTL: Din 5 BCDL : 15 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg Wtdth Rqd BI Width Max React Max Grav Uplift Max Wnd Uplift Max Uphft Max Horiz 7 1 15 in — 384lbs 48 Ibs 5 1 55 in 1,50 in 342 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Partin design by Others Web: DFL #2 2 x 4 Loads I) This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable Hip, Risk Category U, Overall Bldg Dims 25 ft x 60 Il; h = 15 fl, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live bad has been applied to the BC concrurentwith other dead + live loads. LoadCase DI: StdDeadLoad Distrib&d Loads Member Location 1 Location 2 Direction Spread StartLoad End Load_ Tnb Widt h Bot 0-" 3-3-2 Down Proj 5 psf 5 psf 24 in Member Forces Table indices: Mania m, mac (Sf, nhar axial fom, (mar mar. tome ifdiffamt fium mac axial to=) Only form gneta than 300lbs me shown in this table TC f 1�2 0.045-458lbx I I 1-6 0.099 561lbs (-207 Notes I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation 4) Provide adequate drainage to prevent pond ing. 5) Brace bottom chord with approved sheathing or purhns per Bracing Summary, 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this hiss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading F SS/�y� r8241 n EXD. 6/30/18 -w;rai braces shall be k0W CAL�� ALL PERSONS FABRICATING, HANDLING, EAEMING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnreBuild®Truss Software v5 6280 RIFERTOALLOFTHEINSTRUCTIONS,LIMETATIONSANDQUALIFICATIONSSETFORIHINTT-IEEAGLE METALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products 1111S DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECIORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J11 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:16 760-423-9479 Page: 1 of l SPAN PrFCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-I1-5 0/12 l (W-0 040 0-0.0 040 1 24in 23lbs 3-11-5 1-0-0 2-11-5 J 1-00 3115 1-0-0 21>'4J3 12 3X44 - a 3X 2X 0-0-0 0-0-0 I _1bd� 2-11.5 1-0-0 3-11-5 Al l plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 0.11(3-4) VertTL: 001 in L /999 (5-6) L / 240 TCDL: 15 TPI1-2014 BC: 0.15(5-0) VertLL: Din L/999 (5-6) L/360 BOLL: 0 Rep Mbr IncreaseNo Web: 0.07(1-0) HorzTL: Din 5 BCDL: 15 LumberD.O.L-: 115% Reaction JT Brg Combo Brg Wrdih Rqd Brg Width Max React Max Grav Uplift Max Ward UpU Man [Jpiift Max How, 7 1 1.5 in — 320 lbs -7 lbs -7 lbs 46 lbs 5 1 5.5 in 1.50 in 283 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Odrers- BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 tt h =15 it End Zone Truss, Both end webs considered. DOL =160 3) Minimum storage Whe loading has been applied in accordance with IBC 1607.1 4)A 250lbs moving point live load has been applied b the BC concurrent with other dead+ live loads. LoadCase DI: StdDeadLoad Dist ilxrted loads Member Location l Location 2 Direction Spread StartLoad End Load Tnb Width But 0-0-0 2-2-0 Down Pmj 5 psf 5 psf 24 in Member Forces TC II-2 0.045 -318 0042 -301 lbs Table indicdcs: Manba m, nmr CSI, mar anal fomG (nrac cor pr fame if dfft from mac axial fort). Only fortzs gncatatlrai 300lbs ace shown in this table Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. �. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80).� 3) Hanger is forgraphical intrepretation only. Install hanger per manufact uet's recommendation 4) Provide adequate drainage to preventponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in die web. All panel points on such webs shall be braced laterally perpendicular to die plane of the 6 " of each web panel point 7)A creep factor of 100 has been applied for this truss analysis. 8) Listed wind upliftreactions based on MWFRS Only loading Exp. 6/30/18 Au ml braces shall be iis OF Ir �if�Ilti I- P, V ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW ING ARE INSTRUCTED TO TrueBuild*Tnrss Software v5.6280 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SETFORITI INTHE EAGLEMETAL PRODUCTS DESIGN NOTB ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLEME'rAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J13 1301 MONTALVO WAY, STE 4 JobNarne: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:23 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 17-1-11 025/12 1 0-" 0-M 0-" 0-0-0 l 24in 83lbs 17-1111 t 5-8-9 t 5-8-9 t 5-8-9 5-8-9 11-5-2 17.1.11 3x8 - 6x¢ - 0.25 12Xz4 I 2 34- N6- 5-8-9 11-5.2 All plates shown to be Eagle 20 unless otherwise noted 1 0-0-8 T I 0-0-0 i-8-9 I 17-1-11 Loading (psi) General CSI Deflection L✓ (loc) Allowed TCLL: 20 B1dgCode: CBC2016/ TC: 0,53(1-2) VenTL: 0.14in L/999 (6-7) L/240 TCDL: 24 TPII-2014 BC: 0,51(6-7) WALL: 0,04m L/999 (7-8) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,37 (1-7) Horz TL: 0,02 in 4 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg Width RRc d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplft Max Honz 8 1 1.5 in — 1,079 Ibs 93 Ibs 4 l 6.75 in 1.50 in 1,115 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at3-11-0, Purtin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purbs at 10-M, Purtin design by Others, Web: DEL, #2 2 x 4 Loads l) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C. Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 it h =15 ft End Zone Truss, Both end webs considered DOL = L60 3) Minimum storage allic loading has been applied in accordance with IBC 1607,1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads - Member Forces Table indicates Mar ba D, mac CST, mac axial fume, (rt wr pr. fume if diffamt Bom ilex axial force). Only fors greater than 300lbs m shown m Ilus table TC 11-2 0533-1.M21bs 12-3 0488 -] TEN Ibs lad 0440-1,614lbs I l 11W 1I--77 0.39 l,�lbs 13-7 0058 304lbs (1491hd)I4-6 03347 1808lbs l Notes 1) Unless noted otherwise, do not color alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80)- , r c J 3) Hanger is for graphical intreprelation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to preventponding 5) Brace bottom chord with approved sheathing or purluhs per Bracing Summary. 6)A creep factor of 100 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" �j 2 411 8) Listed wind upliftreactions based on MWFRS Only loading * Exp 6/30/18 C IV I V ��,�•' ALL PERSONS FABRICATING, HANDLING, FRECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TtueBWld®Truss Softwarev5.6280 REFER TO ALL OF THE INSIRUCIIONS,LIMITATIONSAND QUALIFICATIONSSETFORIHIN THE EAGLE MEIALPRODUCTSDESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MECALCONNECIORS AREUSED- OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J14-GTDT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:26 760-423-9479 Page: i of2 SPAN PCTCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 24A-11 0.25/12 1 0-" "_0 0-" 0-" 2 2825in 138lbs I 24-4-11 _ 22-4-5 5-6-2 _ 55-6-1� 5.6-2 j 5-Cs1 _g 2-4-6 7-10-7 F,-..5 1&10-10 $f4.11 J, I1 10x+� us _ 9r4 I 025 123K4' T 1 TJ 15-GT 3x8 5xJ - 51 - 716 1 0-0-0 0-0-0 2-4-5 7-147 13-4-8 18-10-10 24-4-11 Al l plates shown to be Eagle 20 unless otherwise noted 0-0-8 T Loading (pst) General CSI Deflection 1/ 0oc) Allowed Carried Loads (psf) Bldg Code: CBC2016/ TC: 0,40(3-4) VertTL: 0.28in L/999 (9-10) L/240 TCLL: 20 TPI1-2014 BC: 0,44(10-11) VertLL: 0.09in L/999 (9-10) L/360 TCDL: 24 Rep Mbr IncreaseNo Web: 0.81(1-11) HorzTL: 0.02in 6 BOLL: 0 LumberDO.L.: 115% BCDL : 10 Reaction JT BrgCombo Brg, V4dth RtL Brg Width Max React Max Gsav Uplift Max Wind Uplift Max Uplift Max Hnry 12 1 5432 in 3.26 in 6,112lbs -97 lbs 6 1 6.75 in 150 in 2,302 lbs Material Bracing TC: DFL 91 2 x 4 TO Sheathed or Purlins at 6-M, Purlin design by Others - BC: DFL SS 2 x 6 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL k2 2 x 4 Loads l) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads 2) Tltis truss has been designed for the effects due to a 1,650 lbs (67 6 plf) drag load distributed along shearwalls along the bottom chord from 0-M to 24-4-11. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60 a h= 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Mmrba ID. nm CSL rnex axial forte (mac mnmr. font ifd&mt fiom rn c axial force) Only forum muter than 300lbs ae shown in this table TC 1-2 2-3 0303 0373 -3,082 lbs 3,695lbs 34 4-5 0.397 0.349 3,751 lbs -3,265lbs 56 0269 -1942 lbs BC 94 0230 1.9381bs 1041 0.442 3,750 lbs 940 0348 3-43lbs Va t f 03x3 �955lbs 440 0.097 503 N 5.8 p09S 462IN [-I1 0.806 4,198 lbs 49 0.052 472 lbs tk8 0.419 2,183 lbs 3-I1 M18 -721 lbs 5-9 0278 1,447 lbs Truss to Truss Connection Summary J I SGT BC 2-4-5 �OFESSr Apr 1 5 Motes -�'_ 1) Unless noted otherwise, do not cut or alter any truss member or plate witl3outprior approval from a Professional Engineer r . 8 2 41 rT 2) The fabrication tolerance for this rooftmss is 20 %(Cq = 0.80). 6/30/ 18 z 3) Provide adequate drainage to prevent pending Exp. 4) Brace bottom chord with approved sheathing or pudins per Bracing Summary. K 5)A creep factor of 100 has been applied for this truss analysis 5) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" � � C I V T��F CALIFS LL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRU= TO I TrueBuildJTruss Software v5.6280 FFEIt TOALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SETFORIH IN THE FAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products IIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECIORS ARE US®. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J14-GTDT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:26 760-423-9479 Page: 2 o172 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 24-4-11 0.25 /12 1 0-0-0 0-0-0 0-M 0-0.0 2 28.25 in 138 lbs 71 The fnrcas shown for this muln-n1v truss are ner nfv and the reactions are for aft o ies. Two identical trusses shall be built and attached as follows. Deroly: l6d Nails or Gun Nai nun .I35"x3 I C - I row (N 12 in oc, BC - 2 staggered rows @ 12 in oc , Webs -1 row coil 12 in oc Provided the hanger connections do not adequately transfer the applied load toad plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nads[min 135"x3 a - follows within 24" of the location shown: BC: 2-0-5,(27 )Connectors Connectors shall not encroach on other girder ply connectors ortnrss-to-truss connectors in accordance with the NDS or the connector manufacturer recommendations 8) When applied loads are on one side of girded do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides ofthe girder shall be offset 9) Lateral bracing shall be attached to each ply 10)AII fasteners minimum 2-1/2" long, unless otherwise noted 11) Nails in 1 st and 2nd ply shall be offset from successive plies by 12 the nail spacing 12) Listed wind uplift reactions based on MWFRS Only loading F 8241 8 6/30/1x � Exp. 'l clw- �Q Ar��r CAl.1F�� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUC IED TO I TrueBuild®Truss Software v5.6.280 REFER TOALLOFTHEINSTRUCTIONS, LIMITATIONSAND QUALIFICATIONSSECFORTHINTHEEAGLEMEGU.PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEGA. CONNECTORS ARE USID. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J15-GT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:32 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 13-9-0 -0.117 / 12 1 0-0-0 0-" 0-" 0-0-0 2 24 in 7811)s 13-9-0 t 4-7-0 4-7-0 r 4-7-0 4-7-0 9.2.0 —��- 13-9-0 2V 3 4- 12 0.117 '� 7xp - 2>41 10 10. 1010 _ 2X4, J6 J13 J16 J17 J18 J19 0-0-0 0-0-0 I 4-7-0 4-7-0 t 4-7-0 , 4-7-0 9-2-0 13-9-0 All plates shown to be Eagle 20 unless otherwise noted Loading (pso General CSI Deflection L/ (hoc) Allowed Carried Loads (psf) Bldg Code : CBC 2016/ TC: 0.35 (3-4) VertTL: 0 17 in L /96l (6-7) L / 240 TCLL: 20 TPI1-2014 BC: 0,61(6-7) VertLL: 0.05m L/999 (6-7) L/360 TCDL : 24 Rep Mbr IncreaseNo Web : 0.71 (4-0) Horz TL: 0.01 in 5 BCLL: 0 LumberDO.L.: 115% BCDL: 10 Reaction JT Brg Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 8 1 15 in — 4,106lbs 78 lbs 5 l 15 in — 4,739lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purhns at 6-3-0, Purlin design by Others, BC: DFL SS 2 x 6 BC: Sheathed or Purlins at 10-M, Purhn design by Others Web: DEL #2 2 x 4 Loads [)This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads. 2) Tlhis truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable Clip, Risk Category H, Overall Bldg Dims 25 ft x 60 f( h = 15 $ End Zone Truss, Both end webs considered, DOL = 160 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates : Mamba ID, mac CSf, max axial force, (mac mn>pr. fume if difiamt from mac mal tone) Only foes gre tathm 3001bs ae shown th this table TC' 11.2 0.330 3, 1151bs 1' 3 0.130 4.115 Ibs 13.4 I,35'_ -3. i_'t lbs I Aid 1l$ 0 l78 -1,625 lbs +6 0 705 3,673 lbs I-7 0669 3,484 lbs 45 0185 -1,694 lbs Truss to Truss Connection Summary ranedTncss C>aWM( ord 1AIrying(MM J6 BC 1-5-3 _ J13 BC 3-M JI6 BC 5-I1-9 -�-- - i J17 BC 82-12 t7 118 BC 10-5-14 J19 BC 12-9-1 Notes - � y 1) Unless noted otherwise, do notcutor aher any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cy = 0.80)• F x p , 6/3- 8 _ 3) Hangers are for graphical intrepretation only. Installhangers per manufacturers recommendations * �[ 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved shealhing or purfim per Bracing Summary. 6 )A creep factor of 100 has been applied for this truss analysis. T� O F c A u, ALL PERSONS FABRICATING, HANDLING, ERECTING ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuild®Truss Software v5 6280 REFER TOALL OF THE INSTRUCTIONS, LIM ITATIONSAND QUALIFICATIONS SECFORTH IN THEEAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGNVALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J15-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:33 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 13-9-0 -0-117 /12 1 0-0.0 0-m 0-" 0-0-0 2 24 in 7811xs 7) -rhe tarots shown fort i3 multiply tttts ate pet ply and the rrsacIms are for all plies Two identicaltrusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails[min .135"x3 TC - l row n 12 in oc, BC - 2 staggered rows @ 12 in oc , Webs -1 row @ 12 in oc Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nailgrnin ,135"x3 as follows within 24" of the location shown: BC: 1-5-3,(6)C onnectors BC: 3-8-6,(7)Connectors BC: 5-11-9,(7)Connectors BC: 8-2-12,(7)Connectors BC:10-5-14,(8)Connecttas BC: 12-9-1,(8)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 8) When applied loads are on one side of girded do not flip girder during girder connector installation, instal[ connectors on the girder side where supported loads are applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half ofthe connectors on the opposite side (at double the connector spacing) Connectors on opposite sides of the girder shall be offset 9) Lateral bracing shall be attached to each ply. 10)All fasteners minimum 2-12" long, unless otherwise noted. I I ) Nails in 1 st and 2nd ply shall be offset from successive plies by 12 the nail spacing 12) Listed wind uplift reactions based on MWFRS Only loading ALL PERSONS FABRICATING, HANDLING, FRECIING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCIED TO I Tntel3uild®Truss Software v5 6280 REFER TOALLOF THEMSTRUCIIONS, LIMIT:ATIONSAND QUALIFICATIONS SETFORIT-I IN THEEAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL. CONNECTORS AREUSED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J16 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:35 760-423-9479 Page: lofl SPAN PfrCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-2-7 0.25 / 12 1 0-0-0 0.0.0 0-" (W-0 1 24 in 87 lbs 18-2-7 6-0-13 t 6-0-13 , 6-0-13 , 6-0-13 12-1-10 18-2-7 jT N 11 3x8 - 0.25 12 31 - 7xa6 - 6x6 - 2>S,4 I 2) 1 044 0-0-0 0-0-0 6-0-13 6-0-13 6-0-13 6-0-13 12-1-10 18-2-7 All plates shown to be Eagle 20 unless otherwise noted 11 T 0 Loading (pso General CSI Deflection L/ (roc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.62(1-2) VertTL: 0,17in L/999 (6-7) L/240 TCDL: 24 TPI1-2014 BC: 0,58(6-7) VertLL: 0.05in L/999 (7-8) L/360 BCLL : 0 Rep MbrIncreaseNo Web : 0,42 (1-7) HorzTL: 0.02 in 4 BCDL: 10 Lumber DOL.: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Mar React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 8 1 1.5 in — 1,147lbs 93 lbs 4 1 6,75 in 150 in 1,183 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-6-0, Purlin design by Others - BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed fordle effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 Q h = 15 ft End Zone Truss, Bode end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Menba m, max (SI, maz acial lbia, (rmx conga. force ddilraatt liom mac axial force) Only forces date than 300lbs are shown in this table 9C 6-7 anal 1 31bs k%V> I$ 0.133 -t, W [be: 2-7 0.077-584lbc 3-6 t).q)s5 y39111s 1 -7 0.416 2,169lbs 3.7 0.066 343lbs (561W 4.6 0390 2,033lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). F Er51�11j 3) Hanger isfor graphical inheprehationonly. Install hanger per manufacturersrecommendation. s 4) Provide adequaledrainage toprevent ponding� t L Efir ��ti 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 100 has been applied for this truss analysis L a 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe tap chord shall not exceed 0 5" 8) Listed wind uplift reactions based on MWFRS Only loading Exp. 6/30/18 Jr�T� O E T A l 1 fq��,tiP ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASF UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrtleBuild®Tr ss Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITAnONS AND QUALIFICATIONS SET FORTH IN THE EAGLE MEIAL PRODUC17S DESIGN NOTIES ISSUED WITH Eagle MetalPmducts THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DFSIGNVALID ONLY WHEN EAGLE METALCONNECIORS ARE USED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J17 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:37 760-423-9479 Page: lof] SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 19-3-3 0.25 / 12 1 0-0.0 0-0-0 0-0-0 0-" 1 24 in 91 Ibs 19-3-3 t 6-�1 1 B-r1 ' SSS 14-1M8 19-3.3 TT 11 Us - 025 12 3 x34, 7x46- 6x6 - 23,4 � 2x 0-0-0 B�r1 8.51 0.5-1 12-19-7 All plates shownto be Eagle 20 unless otherwise noted o-a0 0-0-6 T T Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.75(l-2) VertTL: 021 in L/999 (6-7) L/240 TCDL: 24 TPI1-2014 BC: 0.65(6-7) VertLL: 0.06in L/999 (7-8) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0.47 (1-7) Horz TL: 0.02 in 4 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT Brg Combo Bra Width Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 8 1 15 in — 1,215 lbs 93 lbs 4 1 6.75 in 150 in 1251 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-M, Purhn design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Putiin design by Others Web: DFL 92 2 x 4 Loads l )This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h= t5 Q End Zone Truss, Bode end webs considered DOL = 1.60 3) Minimum storage adc loading has been applied in accordance with IBC 1607,1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates Manba ID, mac CSt mac aria[ fomc� (mac coapr. fame if diffaart from mac axial fowl Only fb= guata tIm 30011bs we shown in this table TC 11-2 0.752 2197 ft 12-3 0 629 -2.24R lbs 13.4 0 593 4-USU lbs I I 11-7 0.467 2,433lbs 13-7 0074 385lbs (631b014.6 0437 2,274lbs Notes 1) Unless noted otherwise, do not cutor alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80) �Q r E S S IO 3) Hanger is for graphical intreprelaton only. Install hangerper manufacturer's recommendation. Q Iy 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factorof i 00 has been applied forthis truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed OS" n z 8) Listed wind uplift reactions based on MWFRS Only loading rm,-1 r Exp. 6/30/18 F CALI�� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBWUR)Tnus Software v5.6280 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SECFORIH IN T14EEAGLEMErAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED - I OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J18 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:40 760-423-9479 Page: toff SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-3-15 0.25 / 12 1 0-" 0-" 0-" 0-" 1 24 in 991bs 20-3-15 5-1-0 1 5 o 5-0-15 5-1-0 r &t.0 10-2-0 15-2-15 40J-15 3x6 - 6x6 - 021�4 2 6,T - 4x44 - 7x�6 - 5-1 10-2-0-2-0 All plates shownto be Eagle 20 unless otherwise noted 5-0-15 15-2-15 1 0-0-8 T O o_a_a fr1 20-3-15 Loading (pst) General CSI Deflection L/ (hoc) Allowed TCLL: 20 Bldg Code: CBC211111 TC: 0.45(1-2) VertTL: 0,19m L1999 (8-9) L/240 TCDL: 24 TPI1-2014 BC: 0,62(8-9) VertLL: 0.06m L/999 (8-9) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 0.45 (1-9) Horz TL: 0,02 in 5 BCDL: 10 LumberD.O.L_: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max lloru 10 1 1.5 in -- 1,283 lbs 93 lbs 5 1 6 75 in 150 in 1,319lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-", Purlin design by Others, BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for die effects due in 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for die effects ofwind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GableMp, Risk Category 11, Overall Bldg Dims 25 ft x 60 Q h = t 5 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead + live loads Member Forces Table indicate;: Mariam- � CSL mac axial fome (mac tumor. foneifditfean 5om mac axial fore). Only toms anzatffthat 300lbs a a shown in this table TC 1-2 0452 22135 lbs 2-1 0392 : 136 lbs 34 0403-2,628lbs 4-5 0378-1815lbs 6c 7.8 0-484 1.83D0% sA 0,618 206bs VA6 1.10 0.150 •1.1921112 3A 0255 1W bs 5.7 0.407 2.121 11n lA 0,449 2,336lbs 4$ 0.170 885 lbs 2-9 0064 495 lbs 4-7 0117 -953 lbs Notes 1) Unless noted otherwise, do not cut or al-r any truss member or plats without prior approval from a Professional Engineer. 2) The fabrication tolerance for this moftruss is 20 %(Cq= 0 80), 3) Hanger is for graphical intrepretation only. Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe by chord shall not exceed 05" 8) Listed wind uplift reactions based on MWFRS Only loading r 241 Exp. 6/30/18 J cjv�*�} �F(IF CAL1F�'A� ALLPFRSONS FABRICATING, HANDLING, FRECCIING ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGAREINSTRUCTED TO I TmeBWI&Truss Software v5 6280 REFER TOALLOF THEINSTRUCTIONS, LIMITAUONSAND QUALIFICA-11ONS SETFORTH IN -MEFAGLEMEFAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL. CONNECMRS ARE USED- OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J19 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:42 760-423-9479 Page: 1 of 1 SPAN PITCH QTY OHL OUR CANT L CANT R PLYS SPACING WGT/PLY 214-I1 0.25 /12 1 0-" (4W 0-" 0-0-0 I 24 in 103 lbs 23.4.11 54-3 5-43 5A-2 5.1 3 5-0-3 10-8-6 16-0-8 71.4-11 � 3x8 - 0.25 z1 7 5 4x4 - 7x;6 - 6x8 • 25,4 I 3 4 _ N T M N � 1� 2H 0-0-0 5-4-3 All plates shown to be Eagle 20 unless otherwise noted 5-4-3 10-8-6 5-4-2 16.0.8 1 0-0-8 T OI 0-0-0 21-021 -1I Loading (pso General CSI Deflection U (roc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.52(1-2) VertTL: 023in L/999 (8-9) L/240 TCDL: 24 TPII-2014 BC: 0.69(8-9) VeitLL: 0.07in L/999 (8-9) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 0.50 (1-9) Horz TL: 0.02 in S BCDL : 10 Lumber D.O.L : 115 % Reaction n' HmC:ombo 13rg V4dlh 141 BT, Wklth iylax Reml Max Grxv Upfitt Max %xl Uplili Max Uplltl IyIaK Ilory 10 l 1.5 in — 1,351 Ibs 93 Ibs 5 l 6 75 in 150 in 1,387lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at3-3-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 A h = 15 ft, End Zone Truss, Both end webs considered. DOL = L60 3) Minimum storage altic loading has been applied in accordance with IBC 1607 l 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live leads - Member Forces Thble indie to Mesa to mac (M mac ajar fnme 6— mnmr tome ifdifli et 5om mac anal fume) Only foma eteatffthar 30011bs are shown in this table TC 12 0518 -130lbs iJ 0444 -2,391)Ibs 3-4 0457--2,4381bs 4-5 0421 lbs 13C 7S 0541 "an Jut 8S7 116136 1944Ibs "tb 12-9 140 0158 -1,255U 34 0305 -6"'"c 5-7 0440 2.29E his 1-9 0497 2,588 Ibs 4.8 0190 989 Ibs 0-068 -524lbs 4-7 0124 -904 Its Notes 1) Unless noted otherwise, do not cut or alter any puss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80) 3) Hanger is for graphical intrepretation only. Install hanger per manufichuees recommendation. 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 8) Listed wind upliftreactions based on MWFRS Only loading ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTI-D TO I TrueBuild®Tniss Software v5.6.280 REFER TO ALL OF -IHE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SE17FORTH IN THEEAGLE MEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J20 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:48 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 28-6r3 0.25/12 1 0-0-0 04W 01" 0-" 1 24in 144lbs 2&&3 3-4-8 1 4-0-8 1 4-2-9 a 4-2-9 5-9-6 3.5.5 3-5-6 2x41 7x10 - 0-5-8 u 3.4.8 t 4-0-8 3-4-8 17-5-0 12 3x8 - 0.25 x 3x,4 - 61 - 4rs6 - 4x➢ 6x40 T� T 0-0-8 TT All plates shown to be Eagle 20 unless otherwise noted 4-2-9 t 4-2-9 t 5-9-6 t &10.T' 11-7-9 15-10-2 21-7-8 2I'l 0-0-0 Loading (pso General CSI Deflection L/ (hoc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.55 (5-6) VertTL: 0.46 in L / 710 (11-12) L /240 TCDL: 15 TPII-2014 BC: 0.76(12-13) VertLL: 0.19in L/999 (11-12) L/360 BCLL: 0 RepMbrIncreaseNo Web: 0.53(15-13) HorzTL: 0.03in 8 BCDL : 10 LumberD.O.L, : 115 % Reaction JT B Combo l3 Wk1th R d B Vvfr11h Man Rcaa Max (7ruv lJ lilt Max Wind 11 lift Max Uplift Max f 1067 16 1 5 5 in 144 in 1,350 lbs 86 lbs 8 1 6.75 in 150 in 1,381 lbs Material Bracing TC: DFL # l 2 x 4 TO Sheathed or Pu lins at 2-8-0, Purlin design by Others. BC: DFL 41 2 x 4 BC: Sheathed or Purlins at t 0-0-0, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 It x 60 It h =15 k End Zone Truss, Both end webs considered. DOL = 160 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250lbs moving point live load has been applied to the BC concurrentwith other dead + live loads Mem her Foreem Tahk indices Menber ID — CSC mac acizl fnme fi— — f— ifc i[f=t fmm c aual k-1 Only fours eveaerdm 3001bs ae shown in This teble TC 1-2 Sd 0231 0.219 2,415 lbs -23t01bx 3-4 4-5 0315 0328 3.310 lbs 3MU)s 56 f0 0553 U13 -3,908 lbs -2,694to W 440 0.522 1.3751be (-351ty) 1•12 0754 I.V9lbs f1301bs) 13-14 0219 3MIN (-141[ts} 10.11 0.688 @]Ilbs 16IIbs) 11-13 O.M 3.962166 t-1331be1 Web 1-16 0140 -1,2981ba 4-13 0256 -79716a 6-10 0,112 -866 lbs 1-15 0483 2,666 lbs (-1221bs) 542 0.072 328 lbs (2181bs) 7-10 0.300 1,671 Ibs (37 lbsl 345 0297 -1, 116lbs 5-11 0.054 337 lbs 7A 0375 -1,904 lbs 1543 0531 2,941lbs (-9216s) 4541 0241 1 362lbs (73IN) 8A 022-1 1,240lbs (3511a) Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabric don tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent pending. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. At panel points on such webs shall be braced laterally perpendicular to dhe p 6 " of each web panel point 6)A creep factorof 100 has been applied for dhis truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 05" 8) Listed wind uplift reactions based on N4WFRS Only loading , , ' 'rah tlraoes sllalf lot,' Ill�td112d Vllh 6/30/18 >f � �TFGF rqL�F��,�� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED T10 TnleBuild®Truss Software v5.6280 I REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SEFFORM IN THE EAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AN D AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J21 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 10:59:58 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 29-6-15 025 / l2 1 0-" 0-" 0-" 0-" 1 24 in 1491bs �o TTT TTT € 29-6-15 3-4-8 10 3 4-2-9 4.2A 4-2-9 6-3-1 6.4.14 € ar_ l_ € € € 1 € 1 t-5-t4 127 I&11-0 23-2-1 29.6-15 10x10 - 0.25 12 . 3x6 - �.e i SxS - 4X4 - 5�5 • 3 rM4 7xJ2 - 2x4 1 0-5-8 0-5-6 0-0-0 €_ 3-45 0�10-t3 '-2-" € 42-9 € 6.4-14 .i 3-4-8 -3- FF14 12-6-7 16-11-0 23-2-1 29-&15 AI l pl ates shown to be Eagle 20 unless otherwise noted TT a Loading (psl) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.63(1-2) VertTL: 0.32in L/976 (10-11) L/240 TCDL: 15 TPII-2014 BC: 0,59(10-11) VertLL: 0.12in L/999 (I1-12) L/360 BCLL : 0 Rep MbrincreaseNo Web: 0,76 (4-14) HorzTL: 0.03 in 8 BCDL: 10 Lumber D.O.L.: 115% Reaction JT' Brg Combo Brg Wklth R_ qd firg'Aid_ �_1_ 1_v xx Rew Max_ Gray Uplift Max Wlnd Uplift Max UPGI1 Max Hom 17 l 5 5 in 150 in 46 lbs -846 lbs -77 lbs -846 lbs 86 lbs 16 1 5 5 in 2 66 in 2,493 lbs - 8 l 5.5 in 150 in 1,145 lbs Material Bracing TO DFL # 1 2 x 4 TC: Sheathed or Purhns at 3-5-0, Partin design by Others BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with die following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 It End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead +live loads - Member Forces Table inclicates: Menrba ID, mac CSL nrax axial force (mac oompr. force ifdiffaa t from mac axial to =), Only form greater than 300lbs are, shown in this table TC 1-2 2-3 0632 0 672 1,975lbs 1,911 lbs (-73168) t-69 1W W 4-5 0419 0.177 1,065lbs -1 Q89 lbs (25lbs) 56 6-7 0.306 0 528 -2,282lbs -? 720 Ibs 7-8 0.517-2,087lbs BC: 10121 a 1-031 Ibs (-t7:kO 12-13 0.487 2,2721bs (-53 IW lt•12 0.555 2.M201bs (•761bs 13-14 0299 1.0851bs •116s VAh 1-17 0.170 3341Lts (r 4 16s1 444 0.761 -Z400 An 7-11 0.130 737 ihs t.26 ihs} 1-16 OA39 2,173 lbs +43 0136 769 lbs 7-10 0098 -7541bs 3-16 0,218 2,071 its 5-13 0452 -1,4051bs 8-10 0408 2,275 lbs (A7 lbsl 16-14 0.101 -1,00416s 5-12 0.076 399 lbs 3-14 0.311 1,731 lbs (-51 lba) 61Z 0207 628lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of dris truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to die plane 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) Horiwntal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 8) Due lo negative reactions in gravity load cases, special connections In the bearing surface atjoint 17 may need to be considered 9) Listed wind uplift reactions based on MWFRS Only loading ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASF UPON THIS TRUSS DESIGN DRAWING ARE INSTRU= TO I TnleBuild®Tnrss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS,LIMITATIONSANDQUALIFICATIONS SET FORIHINTHE EAGLEMETALPRODUCTS DESIGN NOTES ISSUED WITH III Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MnAL CONNBC-URS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J22 1301 MONTALVO WAY, STE 4 JobName: madison-lot-581b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:07 760-423-9479 Page: 10171 SPAN PITCH QTY OHL ORR CANT L CANT R PLYS SPACING WGT/PLY 30-7-11 0.25/12 1 0-" 0-0-0 (4W 04W 1 24in 152lbs 30-7-11 � 3-4 8 1-11-9 4-2.9 4-2.9 -1 1 6-3-1 6-4-14 3A 8 5.4-1 943-10 133.3 M' 24.2.13 30.7-11 AM' N O 9 o Sz 211 71 0.25 1xa2 5x� _ 4V - 51. 4- 7XJ2 - TTl TTT31 1 2x4 I 6z8 - 4z4 - 6x6 - 4n, 6x10 - 0-5-8 0-5-8 0-0-0 3A-8 1-11.9 4-2.9 4.2.9 G•3•S 6-4-14 3A-8 5-4-1 9-6-10 1a9:7 17-11-12 242-}3 30-7-11 All plates shown to be Eagle 20 unless otherwise noted TT TT 9 Loading (pst) General CSI Deflection U (toe) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,65(1-2) VertTL: 034in L/936 (l0-ll) L/240 TCDL: 15 TPII-2014 BC: 0.60(10-11) VertLL: 0.13m L/999 (11-12) L/360 BCLL : 0 Rep MbrIncreaseNo Web: 0.73 (4-14) HorzTL: 0.03 in 8 BCDL: 10 Lumber D.O.L.: 115% Reaction JT BigCombo. Brg W9dtt Rqd C31g Widt1 Max l;ext Wx(jrxv Uptilt Max Wmd Uplift Max Uplift Max H". 17 1 5.5 in 1.50 in 52 lbs -987 lbs -92lbs -987 lbs 86 lbs 16 1 5.5 in 2 88 in 2,697 lbs 8 1 5.5 in 1.50 in 1,181 lbs Material Bracing TC: DFL # l 2 x 4 TC: Sheathed or Purlins at 3-3-0, Purlin design by Others BC: DFL # t 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 Loads 1) bis truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GablvHip, Risk Category II, Overall Bldg Dims 25 It x 60 It, h = 15 Q End Zone Truss, Both end webs considered DOL =1 60 3) Minimum storage attic loading has been applied in accordance with 03C 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads Member Forces Table indicates Menba ID. ins CSL nw anal Comm (mac mnmr. fog ifcli eamt from nr axial fog) Ordy forD s gWatbai 300lbs an; shown in this table TC 1-2 2-3 0652 0644 2,313 lbs 2AS lbs (9 floe) W W 34 4-5 0.323 0.190 6441bs -1437lbs (7lbs) 5-6 6-7 0314 0536 -2,545 lbs 907lbs 7-8 0520 2,172 lbs 14 iWl 0.5W 2,16 N (52lbs) 12.1.4 0.533 2,536lbs (6lbs) I1-12 R580 Z910 •851ba 13-14 0358 1433Ibs •181bs 1-17 6147 1,0-1411" (,70Ibs) 4-14 0.733 ,2,311 Ibs 7.11 0.. F49 $451be (-31 Iba) I-16 M23 2,539 lbs 4-13 0127 719Ibs 7-10 0103 -792Ibs 3-16 0268 2,2251bs 5-13 0.421 -1,311 lbs 8-10 0426 2,3681bs (101 N 16-14 0.055 -501Ibs 5-12 0.071 370lbs 3-14 0230 1,283 lbs (-21 Ibs) 6.12 0.188 -572 lbs Notes I) Unless noted otherwise, do notcutor after any buss memberor plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0 80) 3) Provide adequale drainage to prevent ponding 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At leastone web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoint 17 may need to be considered, 9) Listed wind upliftreaclions based on MWFRS Only loading Is 1 l�iutbrace�s�l��g >� f, CIV1� ��OF q11� ALL PERSONS FABRICATING, HANDLING, ER=G OR INSTALLINGANY TRUSS BASF UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TnleBuildJTruss Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIvuTATIONSAND QUALIFICATIONS SETFORIH IN T14EFAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH !1{ Eagle Metal Products 'MIS DESIGN AND AVAILABLE FROM EAGLE U PON REQUEST. DESIGN VALID ONLY WHEN EAGLE MEFAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN PITCH QTY OHL OHR CANT L CANT R 31-5-0 025 / 12 1 0-0-0 0-0-0 040 0-M 3144 24-8 2-9-9 4-2-9 4-2-9 4-2-9 4-2-9 4-2-5 4-2-6 24-8 6-2-1 10-4-10 14-7-3 18-9-12 23-0-5 Y7-&1tl 31.5d Y TT e.,c 2x4 I 7.8025 12 6x5 T T 6x8 - 0.0-0 0-5-8h-5-8 0-0-0 24-8 1-0-1 2-9-9 4-2-9 4-2-9 4-2-9 4-2-9 4-2-5 4-2-6 2-4-8 -4- 6-2-1 1.4-10 147-3 18-9-12 23-0-5 27-2-10 31-5-0 All plates shown to be Eagle 20 unless otherwise noted Truss: J23 JobNarne: madison-lot-581b Date: 05/ 18/ l8 11: 00: 09 Page: 1 oft PLYS SPACING WGT/PLY 1 24in 169lbs Loading (psi) General CSI Deflection L1 (toe) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.64(2-3) VertTL: 033 in L/999 (14-15) L/240 TCDL: l5 TPI1-2014 BC: 00(14-15) VertLL: 0.13in L/999 (14-15) L/360 BCLL: 0 Rep MbrIncreaseNo Web: 0.71(5-17) HorzTL: 0.03in 10 BCDL: 10 LwnberD-OL-: 115% Reaction JT 13rgCombo Brg Windt Rid BM;AWt1b Max Rwct Max- Grav Uplilt Mac wnd Uplin Max Upltt Max Honz 22 1 5.5 in 150 in 57lbs -1,162 lbs -120 lbs -1,162 lbs 93 lbs 19 1 55 in 3 13 in 2,932 lbs 10 1 5.5 in 150 in 1,198 lbs Material Bracing TC: DFL 41 2 x 4 TC: Sheathed or Purlins at 3-5-0, Purlin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purkns at 4-11-0, Purlin design by Others Web: DFL 42 2 x 4 Loads 1) This truss has been designed for tie effects due to 10 psf bottom chord live load plus dead loads 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ftx 60 ft h =15 f% End Zone Truss, Both end webs considered- DOL = 1.60 3) Minimum storage atlic loading has been applied in accordance with IBC 1607A 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads Ment ber Foy Table indicates : Member ID. max GSL max axial force tmax comor. forte ifdffmt from nee axial fomel Onlv forcer muter than 300lbs ae shovm in this table TC 12 33 34 0354 0639 a690 1,625 lbs 2,743 lbs ZW Mn (53 IN) t"[03IbsJ -IG11W 45 5G &7 0.274 0191 0251 402 lbs 4,626 lbs -».5931u (20IW 7-8 8-9 410 0281 0245 0-0 -2,965 lbs -2,574 lbs -I.4%las W t2.13 0-370 1,4901b-, [2316s) 15-16 0553 1-684 FW [ 7S Ibs] 13-14 0533 2,570lbs t•701bs116-17 0369 1,623lbs (291b4 14-15 0,597 M71hs .4916x 19,M 0-155 -1.6531hs %' b r-22 0 � 1,164lbs (47 lbs) 5-17 0 713 2,249lbs 8-13 0,070 -553 lbs 1-20 0255 2,011lbs 5-16 O.123 697lbs 943 0227 1,282lbs- W 2.20 0348 1.245lbs (-37�bs)16-:($ 0,407 -1,265Ibs 9•12 0,123 -938lbs 2-19 0.194 -1,712lbs G5 0.063 3281bs 10-12 0.327 1,821 lbs (-78 Aryl449 0,419 2,732lbs 7a3 0157 478lbs .1-17 0.209 1,167lbs (7bs) 8-14 0090 509lbs (181* ' Notes l) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80)- 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web offt truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of ft 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoint22 may need to be considered. 9) Listed wind uplift reactions based on MWFRS Only loading. A8241' rXP, 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON MS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TnleBuild®Truss Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET' FORIHINTHE EAGLE [v[ETALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J24 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 1 L00:11 760-423-9479 Page: 1 of i SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 244-4 025 / 12 1 0-0-0 0-" 0-0-0 0-" 1 24 in l 19lbs 2_4-0-4 r 2-11-8 1 4-M 4-2-9 4-2-9 4-2-9 4-2-9 2-11-8 7-2-0 11-4.9 15-7-2 19-9-11 24.0-4 T 025 12 3V - 41t • 5 '. 4 4 �TT o . 8 5 1f- 4x44 - �- T i lit 0-0-0 0-0-0 2-11-8 0- -4 4-1-4 0 4-2-9 4-2-9 4-2-9 4-2-9 2-11-8 312 7-2-11-4-9 15-7-2 19-9-11 24-0 - --4 11 ul plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 036(1-2) VertTL: 0.04in L/739 (14-15) L/240 TCDL: 15 TPI1-2014 BC: 052(12-14) VertLL: 0.01 inL/999 (14-15) L/360 BCLL: 0 Rep MbrincreaseNo Web: 035(4-12) HorzTL: 0.03in 8 BCDL: 10 Lumber D.O.L.: 115% Reaction JT BF& Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz L5 1 5 5 in 150 in 22 lbs -321 lbs -40 lbs -321 lbs 139 lbs l3 1 5 5 in 176 in 1,648 lbs 8 1 5 5 in 150 in 954 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purfins at4-4-0, Purhn design by Others BC: DFL # 1 2 x 4 BC: Sheahhed or Purhns at 6-7-0, Purlin design by Others Web: DFL #2 2 x 4 except DFL SS 2 x 6: 16-8 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord five bad plus dead loads, 2) This truss has been designed for the effects of wind loads in accordance wfthASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60It h= 15 f( End Zone Truss, Both end webs considered. DOL = 1,60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point five bad has been applied to the BC cwncurrentwith otherdead + live loads. 5) ** - Indicales parapet wind loading has been applied to member 16-7 Mvm her Farrepe Table iMirae Men herm mac M mac axial In— (mu m mr f—ifdilfee t from n— axial fnmel Only fbx Lneaterthar 3001bs ae shown in ttvs table TC 12 2-3 0355 0.208 628lbs -i 010lbs 33 4-5 0180 0.187 -1,009lbs -1.936 Ibs 5-6 6-7 0222 02M -1,975lbs •1.317 fd BC 0-10 0336 1,313 Ibs (-33 N) 11.12 0 503 1,932lbs (14lbs) 10-11 0.429 1.976lbs 411h,7 12-14 0 516 625 lbs H4h 1.17 0--ow416lbs (--31bs) 3-12 0.037 303lbs 7-9 0273 1,544lbs (4816s) 1-14 0.129 -763 lbs 442 0 346 -1,093 lbs 7$ 0.068 -896 lbs 2-14 0.126 -1, 106 lbs 6-10 0 139 788 lbs (-8 lb%) 1_-12 0.319 1,794 lbs (-1121ba) 6-9 0087 -702 lbs Notes 1) Unless noted otherwise, do notcutor alter any truss member or plate withoutprior approval from a Professional Engineer. L 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). C 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing orpudins per Bracing Summary. 5)At least one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoint 15 may need to be considered. 8) Listed wind uplift reactions based on MWFRS Only loading. 9) ParapetTL: 0.02 in, 2L999 (16-7),Allowable 2L/120. r+ Exp. _6/30/18 llelw braces shall be ins it CIV1 ,t �F Ci1L1�Q�� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuild®Tniss Software v5.6280 REFER TO ALL OF THE IN SIRUCIIONS, LIMITATIONS AND QUALIFICATION S SET FORM IN THE EAGLE MEEkL PRODUCTS DESIGN NOTES ISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECIORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J25 1301 MONTALVO WAY, STE 4 JobName: madison-lot-581b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:13 760-423-9479 Page: lofl SPAN PrFCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 25-1-0 0.25 / 12 1 0-" 0-" 0-" 0-M 1 24 in 129lbs 3-3-12 1 2-5-8 1 2.-5-18 r_ I _4-29 3-3-12 4 261Q7 2&1-0 cp �v Tl 025 131- 3V 2 1 1 q;. 241 5x5- 6xT. - 4V- 3 J:�: —;�l T� Vmo �TTI ydg 19 p N 1 29 I 6z8- 3.11- 3N- 6z6- 6z6- 1 T 0-5-8 0-5-8 0-0-0 t 3-3-12 I 2-" t 2.5-8 I 411 t {-&94.2.9 t 3-3-12 5-91 8-&12 12-5-5 18-7-14 20-10-7 2&1-0 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.47(1-2) VertTL: 0.17n L/999 (11-12) L/240 TCDL: 15 TPII-2014 BC: OAS(11-12) VertLL: 0.01in L/999 (16-17) L/360 BCLL : 0 Rep Mbr lncreaseNo Web : 0.33 (5-13) HorzTL: 0.02 in 9 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg Width Rqd Big Width Max React Max ax_ Grav Uplift Max Wnd Upkft M_ mc.UpG[l Max iinnz 17 1 5 5 in 150 in 37 Ibs -536 Ibs -37 Ibs -536 Ibs 132 Ibs 16 1 5 5 in 2 09 in 1,958 Ibs 9 1 55 in 150 in 957lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purhns at4-4-0, Purlin design by Others. BC: DFL 41 2 x 4 BC: Sheathed or Purkm at 10-M, Purlin design by Others Web: DFL #2 2 x 4 except DFL SS 2 x 6: 18-9 Loads l) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 $ h = 15 It End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage allic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 18-8 Member Fortis Table inclicats Member m, mac CSC mac vial foam (mac mnpr. to= ifciffee t from mac acd fame). Only faozs greater than 30011bs am shown in this table TC l-2 0471 1,37216s (.Silts) 2.3 0.166 1345 i>as -SI Ihs) #$ 5.6 0180 0.193 -1,07316s -I 95216s 6.7 0.222 7-8 0209 -1,99216s -1323 An lfi-I1 0.333 1.31911rs (-34W) 1213 0427 1,94816s (-I51be] OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J26 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:15 760-423-9479 Page: 10f1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-I-12 0.25/12 1 0-" 0-" 0-" 0-" 1 24in 132lbs Tj° 91 4 ITT 3-3-12 1-9-3 4-2-9 4-2-9 4-2-9 4-2-9 4-2-9 3-3-12 1-9-3 0-1I 9-3-8 13-6-1 17-8.10 21-11-3 26.1-12 0-5-8 6.54 0-0-0 12 1_ t-9-5 t_ 4-2-9 L 4-2-9 t 42-9 t 4.2-9 42'9 t 3-3-12 5-0-15 9-3-8 13�-1 17-8-10 21-11-3 26-1-12 All plates shown to be Eagle 20 unless otherwise noted 1 T� 00 �11 T Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: OA9(1-2) VertTL: 02in L/999 (11-12) L/240 TCDL: 15 TPI1-2014 BC: 0,47(11-12) UertLL: O,OI in L/999 (16 17) L/360 BCLL: 0 Rep lvlbrincreaseNo Web: 034(1-16) HorzTL: OD2in 9 BCDL : 10 Lumber D.O-L.: 115 % Reaction JT Brg Combo Brg Width Rqd Brg Widdi Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 17 1 5 5 in 1,50 in 38 lbs -618 lbs -47 lbs -618 lbs 132Ibs 16 1 5.5 in 2.24 in 2,100 lbs - 9 1 55 in 1.50 in 998 lbs Material Bracing TC: DEL #1 2 x 4 TC: Sheathed or Purlins at4-1-0, Pudin design by Others BC: DFL # l 2 x 4 BC: Sheathed or Purlins at 10-M, Purfin design by Others Web: DEL #2 2 x 4 except DEL SS 2 x 6: 18-9 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord five load plus dead loads_ 2) This truss has been designed for the effects of wind loads in accordance widtASCE7 -10 with the following user defined input 11(Imph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 601i; h= 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250lbs moving point We load has been applied to the BC concurrentwilh other dead+ live loads 5) * * - Indicates parapet wind loading has been applied to member 18-8 Member Forces Table indicter: Member ID, nux CSL rant axial fomG (max wnpr. force ifdiffeert 5om mac acial force) Only fours greater thai 300lbs are shown in this table TC 12 2.3 0.492 0-497 1,582 lbs L551 U (63 lbs) (-57lbal 31 4-5 0188 U 188 -1,420 lbs -141911bs 5-6 0205 2,189 lbs 67 0226 -2,14) lbs 7.8 0211 -1,392 lbs BC IO-I1 0.345 1,388Jbs (40lbs) 12-13 0471 2,186lbs (33lbs), Il-l2 0472 2.143 lbs -54 lbs 13-14 0113 -304 lbs %b 147 0.126 654lbs (-17 lbs) 513 0. --9 A245fix W 0-071 AIDr(K I-16 0.341 -1,7261bs 641 0.041 343lbs 3-I6 0,198 -1,7661bs 7-I1 0.158 892 lbs 1 15 Rrs) 313 0.335 1,894lbs (-114lbd) 7-10 0,093 -751 lbs 4-13 0.038 -310lbs 8-f0 0290 1,632lbs (54lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate w thout prior approval from a Professional Engineer. j( 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80)- Y ` 3) Provide adequate drainage to prevent ponding 4) Brace bottom chord with approved sheathing or purfins per Bracing Summary 5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of du 6 " of each web panel point 6)A creep factnrof 100 has been applied for this truss analysis 7) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoint 17 may need to be considered 8) Listed wind uplift reactions based on MWFRS Only loading 9) ParapetTL:0.03 in, 2L999 (18-8),Allowable2L/120. brFc sW be ,•-J ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnleBuild®Truss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNEt."IORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J27 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:20 760-423-9479 Page: loft SPAN Ph I CH QTY OHL OUR CANT L CANT R PLYS SPACING WGT/PLY 20-11-8 025 / 12 1 0-" (4W 0-0-0 0-" 1 24 in 96 lbs � 20-11-8 3.0.12 5-11.10 5-11-9 5-11-9 1 3-0.12 0-M 14AI-15 20-17-s ara . 2x4 I 0.25 12 5Y,5 . 61. 61 . 0-0-0 a-o-0 3�12. 5.11-10 6.11-9 5-11-9 3A-12 9.08 14-11-15 20-11-8 All plates shownto be Eagle 20 miless otherwise noted Loading (PSI) General CSI Deflection L✓ (hoc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.74(1-2) VertTL: 02in L/999 (7-8) L/240 TCDL : 24 TPI 1-2014 BC: 0.59 (8-9) Vert LL: 0.05 in L / 999 (7-8) L / 360 BCLL : 0 Rep Mbr IncreaseNo Vkb : 0.49 (3-9) Herz TL: 0.03 in 6 BCDL : 10 LumberD,O.L.: 115 % Reaction JT Br Combo Br Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Max U lift Max Horiz 10 1 5.83 in N/A 0 lbs -584 lbs -79lbs -584 lbs 84lbs 9 1 6229 in 2.39 in 2,242 lbs - 6 1 1.5 in — 1,025 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-9-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 Web: One MidpointRow: 3-9 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 f , h =15 fi, End Zone Truss, Both end webs considered DOL =1.60 3) Minimum storage adic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads - Member Forces Table indicates : Mmrba ID, mac CST, nmc axial force, (mom comer. force ifdiffaad from runt axial face) Only foma gmatathar 300lbs ae shown in this table TC 1-2 Q738 on Re 2-3 0 716 983 lbs 134 0.W .4,M Kai 4-5 0 587 87= lbs HC 7-8 0.583 181AIbs 84 0586 1,592%3 ►Ab 1-10 0.115 5941bs 3A ci 8* -?,7it) 1bs 14.7 0061 -5151tn lA 0209 -1,164lbs 3-8 0063 359lbs 5-7 0386 2,00816s 24 0-058 -485 lbs 4-8 0.245 -415 lbs 5-6 0_120 -924 lbs Notes 1) Unless noted otherwise, do not cut or alcr any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80)- 3) Hanger is for graphical intrepretation only- Install hanger per manufacturer's recommendation i 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 100 has been applied forthis truss analysis. 7) = Indicatics lateral bracing required perpendicular to the plane of the glass at either the midpoint (one shown) or third points (two shown), bracing by others See 8) Due to negative reactions in gravity bad cases, special connections to the bearing surface atjoint 10 may need to be considered 9) Listed wind uplift reactions based on MWFRS Only loading J b bradd CIV1- F CAt[� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnreBuild®Truss Software v5-6.280 REFER TO ALL OF THE INSTRUCTIONS,UMITATIONSANDQUALIFICATIONSSETFORTHINTHEEAGLEMETALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J27-GT 1301 MONI'ALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:18 760-423-9479 Page: loft SPAN PITCH QTY OFIL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-11-10 025 / 12 1 0-" 040 0-0 0 (kW l 24 in 174lbs 1 apt 1-10 , 3-3-12 1 2-0-9 1 2-0-10 4.42 4-42 4-4-3 1 3-3-2 1 3-3-2 311-10 3-3-12 t 5-4-5 7-4-15 71-9-1 16-1-3 20-5-6 23-8-8 2 - 7xe- 7xe- 8)g. TT1 5xp- 211 51-25 7 a 4x87 3 5 8 T v Lo 1TT � NT � ,, l7 gg g q4 gg pp 891 6A- 2z4, 8x9- 6z6. 5z61 7.9- S • TT 7x12 - J28-GT 0-5-8 0-5-8 0-0-0 3- -2 3-3-12 2-0-9 2-0-10 4-4-2 442 4-4-3 3-3-2 3-3-2 3-3-12 5-0-5 7-0-15 11-9-1 16-1-3 20-5-6 26-11-10 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (toe) Allowed Carried Loads (psf) Bldg Code. CBC2016/ TC: 0S8(1-2) VertTL: 036in L/777 (12-13) L/240 TCLL 20 TPI1-2014 BC: 0.67(12-13) VertLL: 011in L/999 (12-13) L/360 TCDL 24 Rep MbrincreaseNo V,kb : 0,80 (8-10) Horz TL: 0 06 in 10 BCLL 0 LumberD.OJ .: 115 % 10 Reaction JT Br Combo Brg Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Mar U lift Max Horiz 19 l 5.5 in N/A 0 lbs -t,317lbs -185 Ibs -1,317 lbs -1 19 lbs 18 1 5.5 in 428 in 4,009 lbs 10 l 5.5 in 2 89 in 2,713 lbs Material Bracing TC: DFL SS 2 x 6 TC: Sheathed or Purlins 12-11-0, Purlin design by Others BC: DFL 41 2 x 4 except BC: Sheathed or Purlins at 10-M, Purlin design by Others DFL SS 2 x 6: 10-14 Vkb: DFL 42 2 x 4 except DFL SS 2 x 6: 20-10 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads, 2) This truss has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category [1, Overall Bldg Dims 25 ft x 60 ft, h =15 $ End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage Ac loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + hve loads. 5) * * - Indicates parapet wind loading has been applied to member 20-9 Member Forces Table indicates: Mernber ID, mac M mac axial fob (mac mnrpr. force ifdff=t fmm mac mdal form). Only i mcs greater than 300lbs are shown in this table TC 1-2 0.584 3,28216s 3.i 0113 5371bs (-4 lba)56 0360 6,24516s 74 � �FSSIpN Z3 0.577 3 lbs 4-5 0260 451 I lbs (r7 0.377 {,,SGO Fha 0.196-3,43816s IiC 1 OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J27-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:18 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL ORR CANT L CANT R PLYS SPACING WGT/PLY 26-11-10 025/12 1 0-" 0-" 0-" 0-" 1 24in 174lbs 7) Due to negative reactions in gravity bad cases, special connections to the bearing surface atjoint 19 may need to he considered 8) Listed wind uplift reactions based on MWFRS Only loading 9) Parapet TL: 0 06 in, 2L/620 (20-9),Allowable 2L/120 C I,0 F E 55/aN J� r� 8241 r' Exp. 6/30/18 4E c m \- ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuild®Ttuss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LINaTATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHIN EAGLE MEIAAL CONNECTORS AMUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J28 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:28 760-423-9479 Page: loft I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-8-5 0.25 / 12 1 0-0-0 04W 04W 0-" 1 24 in 98 I bs N Tl T r n z r.a.s 3.0-12 t 6-2-8 I 6-2-9 I 6-2'8 34H12 9-3.4 A-83 21-8-5 a,.a - 2x4 1 0.25 12 54. 5xl 04HS - 61 - 0-0-0 3-0-12 ' 9-3-4 Al l plates shown to be Eagle 20 unless otherwise noted 6-2-9 15-5-13 6-2-8 21-8-5 0-0-0 Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Cade: CBC2016/ TC: 0.81(1-2) VertTL: 022m L/999 (7-8) L/240 TCDL: 24 TPII-2014 BC: 0,65(8-9) VertLL: 0.06it L/999 (7-8) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 0,55 (3-9) Horz TL: 0.03 in 6 BCDL: 10 LumberDO.L: 115% Reaction JT Brg Combo Brg Width Rqd Brg Wrdth Max React Max Grav Uplift Max Wind Uplift Mar Uplift Max Horiz t0 l 5.83 in N/A 0lbs 662lbs -92lbs 662lbs 84lbs 9 1 6229 in 2 53 in 2,374 lbs 6 1 15 in — 1,065 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-3-0, Partin design by Others, BC: DFL # l 2 x 4 BC: Sheathed or Purlins at 10-", Purlin design by Others. Web: DEL 42 2 x 4 Web: One Midpoint Row: 3-9 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Grable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 $ h =15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates Ivtenba m. max CSL mac a" forces 61� minor. force if d umt liom mac axial forcet. Only fans via than 300lbs are shown in this table 1-20.813 1 Ibs ?-3 0.811 l0§fH 3-r 0.597 4-7 0 064 -1,7'3ths 4-5 0.715 ZMSIbs 431 lbs 6C 7-3 U671 lbs 89 0.649 1,693 an ITC "1 b 1-10 0 129 671 Is 39 0 555 - ,922 �C IA 0.229 -1,283lbs 34 0067 371lbs 5-7 0411 2,1401bs z9 0.060 SOS lbs 44 0.287 45216s 56 0 124 ASS Ibs Notes 1) Unless noted otherwise, do not cut or alter any truss member or pLk without prior approval from a Professional Engineer. i �,O f E S S 1ov 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0,80) �� E )? 9/ 3) Hanger is for graphical intreprelation only. Install hanger per manufacturer's recommendation 4) Provide adequm drainage to prevent ponding I 5) Brace bottom chord with approved sheathing orpudins per Bracing Summary. �h Z 6)A creep factor of 100 has been applied for this truss analysis % 7) Indicates lateral bracing required perpendicular to the plane ofthe truss at either the midpoint(one shown) or third points (two shown), bracing by others. See •B3 ftlraddiIt. h 8) Due to negative reactions in gravity load cases, special connections Inthe bearing surface atjoint 10 may need to be considered 9) Listed wind uplift reactions based on MWFRS Only loading CIVO 0� i,AI�EQ�2- ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCT® TO TmeBuild®Truss Software v5 6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SETFORIH IN THEEAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J28-GT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:26 760-423-9479 Page: 10171 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-9-8 0/12 1 040 0-M 0-M 0-M 1 79.5in 251bs 1 1-10-12 , 1-10-12 1 2141 31- 2VI iza JL/ 0-0-0 0-0-0 h 3-9-8 3-9-8 All plates shownto be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed Carried Loads (psf) Bldg Code . CBC 2016/ TC: 024 (l-2) VeitTL: 0 08 in L /483 (4-5) L /240 TCLL: 20 TPI1-2014 BC: 0.90(4-5) VertLL: 002m L/999 (4-5) L/360 TCDL : 24 Rep MbrIncreaseNo Web : 020 (1-5) HorzTL: 0 in 4 BCLL: 0 Lumber D.O.L.: 115% BCDL : l0 Reaction JT Brg Combo Brg Width Rqd Big Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 5 1 4 in 186 in 1,744 Ibs -265 Ibs 4 1 15 in — 1,953 lbs Material Bracing TC: DFL N2 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL SS 2 x 6 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others Web: DFL k2 2 x 4 Loads I)This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) T7tis truss has been designed for the effects of wind loads in accordance withASCE7 - l0 with the following user defined input 1 l0 mph (Factored), Exposure C, Enclosed, Gable4-hp, Risk Category 11, Overall Bldg Dims 25 ftx 601i; h = 15 R End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads. ber Forces Table indicates: Mamba m, mac CSI, mac "al fob (mac curnpr. forte ifdifla mt fium mac axial force). Only force Weda than 300lbs ae shown in this table, TC 'Buss to Truss Connection Summary Canal Tmss Caning chord Carving Odset J28 BC 14-12 J27 BC 2A-4 Notes 1) Unless noted otherwise, do not cut or alter any mass member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretaton only. Install hanger per manufacturers recommendation 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per B racing Summary 6)A creep factor of 1.00 has been applied for this truss analysis 7) Listed wind uplift reactions based on MWFRS Only loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TnreBure ildtTtuss Softwav5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIIvUMONSAND QUALIFICATIONS SET FORTH IN THE EAGLE1v(ErALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQU EST. DESIGN VALID ON LY WHEN EAGLE METAL CONNECIORS ARE USED. I OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J29-GBDT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:31 760-423-9479 Page: 1 of'l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 29410 0.252/12 1 04W 0-0-0 0-0-0 0-M 1 24in 173lbs 3-9-0 4.2.9 4-2-9 4-2-9 4-2-9 4-2-9 4.2-9 3A-4 7-1i-13 12.2-0 1rs4-15 20-7-8 24 35 29-0-10 N 1 TT gxg_ 1 0.25 12 61_ 41- 2 5.� _ 4r54- 41- 6 - 9 T 4 l� T 2i 55 �yy 6xB . 6x8 . 33 Sz8 - F 2 6z6 . 6z9 . p 0-0-0 0-0-0 3-9-4 t 4.3A t 4-2:9 1 4-2-9 } 4-2-9 t 41 9 4-2-9 t &9-4 7-11-13� 12-2-5 16-4-15 20-7-6 24-10-1 29-0-10 All plates shown to be Eagle 20 unless otherwise noted Loading (ps" General CSI Deflection 1)(loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.44(4-5) VertTL: 0.6in L/565 (12-13) L/240 TCDL: 15 TPII-2014 BC: 0.85(12-13) VertLL: 025in L/999 (12-13) L/360 BCLL : 0 Rep MbrincreaseNo Web : 0.47 (1-15) HorzTL: 0,09 in 9 BCDL : 10 LumberD,O,L, : 115 % Reaction IT Brp,Cam_bo_ Br& Width Rqd Big Width Max R= Max Grave UrAiR Max wind Uplift Max Upliil Max 1-kmi2 16 1 5.5 in 149 in 1,394 lbs 139 lbs 9 1 5.5 in 148 in 1,385 lbs Material Bracing TC: DFL 9 t 2 x 4 TC: Sheathed or Purlins at 2-0-0, Purlin design by Others. BC: DFL ff 1 2 x 4 BC: Sheathed or Pudins ad 7-9-0, Purlin design by Others. Web: DFL 92 2 x 4 except DFL SS 2 x 6: 17-9 Loads l) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 29-1-2: 200 plf 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 $ h = 151, End Zone Truss, Both end webs considered DOL = 1,60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. 5) ** - Indicates parapet wind loading has been applied to member 17-8 Member Forces Table indicates: ManberID, max CSL mac axial force (mac mmpr. fume ifdiffa t fiom mac axial to=) Only fours grda than 300lbs are shown in this table TC 12 2-30375 0223 -2,316 lbs -3,RD0, 34 46 0439 0439 4,603 lbs —4,6M ha 56 G7 0-425 0341 4,455 lbs -3,571lbs 7-8 0229 2,053 lbs 8C Flo D..I S6 -&W lbs I1-12 0.709 3.%7 pia (-131 lbo 13-14 0-773 3,9191bs (Rl am) 15-16 0140 756lbs 1W 1 0459 2.(91) lbs i-7fi Ibst tsl3 0151 4.452 pas 456 float 14-15 0515 2.314lbs MU) 1.16 0.150 •I.Malbs 344 0074 -728lbs C 12 a200 1,4521bs (403]bs) 8-10 0436 1-409lbs tA7W 1-15 0470 2,600 lbs (14516) 343 0.190 1,376 lbs (5901bs) 6-11 0094 -808 lbs 8-9 0 101 -I 335 lbs 2-15 0123 -1,090 lbs 5-13 0270 1,044 lbs (-871 lbs) 7-11 0315 1,813 lbs (63 lbs) 2-14 0,320 1,940 lbs (-108 IbM) 5-12 0,060 609 lbs 7-10 0145 -1,165 lbs Notes l) Unless noted otherwise, do notcut or alter any truss member or plate without prior approval from a Professional Engineer. f 2) Gable webs placed at 24 " OC, UN.O. 3)Atach structural gable blocks with 2x4 20ga plates, U.N.O. �{ 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA ` 5) The fabrication tolerance for this roof buss is 20 %(Cq = 0,80), 6) Provide adequate drainage to prevent ponding- 7)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane oftte 6 " of each web panel point 8)A creep factor of 100 has been applied for this hiss analysis 9) Listed wind uplift reactions based on MWFRS Only loading. 10) ParapetTL: 0 07 in, 21J465 (17-8),Allowable 2L/120. J� J v 6/30/18 bnwes shrill be ALL PERSONS FABRICATING, HANDLING, ERECIING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuild®Tntss Software v5.6 280 REFER TOALL OF THE INSTRUCTIONS, LIM[TATIONSAND QUALIFICATIONS SETFORTH IN THE EAGLE MEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN IAGLEMEI;ALCONNEC [ORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J30-GBDT 1301 MONTALVO WAY, STE 4 JobName: madism-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:36 760-423-9479 Page: tofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-5-8 0/12 1 0-M 0-" 0-" 0-" 1 24in 261bs 3-5-8 4 3-5-B 1 TT _T 0-0-0 0-0-0 3-5-8 3-5-8 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection L/ (lox) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.25(1-2) VertTL: 002in L/999 (3-4) L/240 TCDL: 24 TPI1-2014 BC: 0.18(3-4) VertLL: 0.01 in L/999 (3-4) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,14 (2-4) Horz TL: 0 in 3 BCDL : 10 LumberD.O.L : 115 % Reaction IT BrgCombo Big Wdth Rd Brz Width Max Pkewl Max Gmv tJ tt1 Wx W od t J lit} lvlax U lift ivLLx Hari 4 1 55 in 1.50 in 546lbs -317 Ibs 67lbs -317 Ibs -139 Ibs 3 1 5.5 in 1.50 in 552 Ibs -31 1 Ibs -47 Ibs -31 l Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 8-8-0, Purlin design by Others. Web: DFL 42 2 x 4 except DFL SS 2 x 6: 5.4 Loads 1) This Wass has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 3-5-8: 180 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It It = 15 fL End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead + live loads 5) * * - Indicates parapet wind loading has been applied ro member 5-1 Member Forces Table indicts: Melba D, max CSt max axial force, (mac wrripr. force if difiaart 5om max axial Tome). Only fonts guater than 300lbs am shown in this table TC 11-2 0253-5941bs I I I I Notes 1) Urdess noted otherwise, do notcutoratter any truss memberor platewithOUtpriOr approval from a Professional Engineer. L� � 2) Gable webs placed at24 " OC, UN.O. 3 )Attach structural gable blocks with 2x4 20ga plates, U.N.O. . 4) Bracing shown is for in -plane requirements For out -of -plane requirements, refer to BCSI-B3 published by the SBCA 5) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80) 6) Provide adequate drainage to prevent pending 7)At least one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane oral bmesaliall be &alulk"I iv 6 " of each web panel point 6/30/ 18 8)A creep factor of 1.00 has been applied for this truss analysis EXP. 9) Due to negative reactions in gravity load cases, special connectons to the bearing surface atjoints 4,3 may need to be considered 10) Listed wind uplift reactions based on MWFRS Only loading 11)ParapetTL:0.01 in,2LH99(5-1),Al1owable2L/l20, ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TrueBuild&Tru ss Software v5-6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHEEAGLE METALPRODUCTS DESIGN NOTES ISSUED WITH IIf Eagle Metal Products THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: J31 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:38 760-423-9479 Page: 1 of1 I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 3-34 0 /12 1 0-" 0-" 0-0-0 0-" 1 24 in 22 lbs 3-3-4 0-0-0 0-0-0 3-31 3-3-4 All plates shownto be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 022(1-2) VertTL: 0.0Im L/999 (3-4) L/240 TCDL: 24 TPII-2014 BC: 0.16(3-4) VertLL: 0.01 in L/999 (3-4) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0.08 (2-3) Horz TL: 0 in 3 BCDL. t0 Lumber D.O.L.: 115% Reaction JT BrgCombo BrgWddi k d tar %idth rVim tdeml NU%C Gray II IiR Max Wind Uplift Max U till Max Hotiz 4 1 5 5 in 1.50 in 242 lbs -74lbs -74lbs -138 lbs 3 1 15 in — 252 lbs -52 lbs -52 lbs Material Bracing TC: DFL 41 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL 01 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL 92 2 x 4 except DFL SS 2 x 6: 5-4 Loads I) This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 k End Zone Truss, Both end webs considered. DOL = 1,60 3) Minimum storage allic loading has been applied in accordance with IBC 160TI 4)A 250 lbs moving point live load has been applied to the BC coneurrentwith otter dead+ We loads 5) ** - Indicates parapetwind loading has been applied In member 5-1 Member Forces Table indicies: Menber1D, mac CSI, mac mal foie (mac conpr. foie ifdifiaart fmm � axial fome). Only foxes geYa thai 300lbs are shovm in this table TC I M Notes 1) Unless noted otherwise, do notcut or al er any puss member or platc withoutprior approval from a Professional Engineer. 2)lhefabdcationtnleranceforihisrooftrussis20%(Cq=0,80). 3) Hanger is for graphical inhepretation only. Install hanger per manufachtret's recommendation i4_ E• n ell4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the pine of trtsGrlftii v 6 " of each web panel point 7)A creep factor of 100 has been applied for this truss analysis 8) Listed wind uplift reactions based on MWXP FRS Only loading 6/30/ 18 9) Parapet TL: 0 0 1 in, 2Li999(5-1),Allowable2L/120 * �* i, l v o- ��0; CV ' ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuild®Truss Software v5 6.280 REFER TOALLOFTHE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEfFORIHINIHEEAGLEMETALPRODUCTSDESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J32 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:41 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-4 0 / 12 1 0-" 09)-0 0-" 0-0.0 1 24 in 22 lbs 3-3-4 eras z 0-0-0 0-0-0 3-34 3-3-4 All plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection I/ (loe) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 022(1-2) VertTL: 0.01 in L/999 (3-4) L/240 TCDL: 24 TPI1-2014 BC: 0.16(3-4) VertLL: 0.01 in L/999 (3-4) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0.08 (2-3) Horz TL: 0 in 3 BCDL: 10 Lumber D.O.L.: 115% Reaction JT BrgC:ombo Brg VAidtr Rqd Brg WShch Max Retry Max Grav Uplift Max Wind;)pW Max Uplift Max Flory 4 1 55 in 150 in 242 Ibs -73 Ibs -73 Ibs -138 Ibs 3 1 1.5 in — 252 Ibs -53 lbs -53 Ibs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others BC: DFL ff 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL 42 2 x 4 except DFL SS 2 x 6: 5-4 Loads [)This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 fi; h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum starage attic loading has been applied in accordance with IBC 1607,1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead + live loads 5) * * - Indicates parapet wind loading has been applied to member 5-1 Member Forces Table indicts: Mamba m, maxCS!, max axial force, (rraI mrrpr. force ifr iffaeit Son rant axial force) Only toms geatathar 300lbs me shown in this table Notes l ) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80) 3) Hanger is for graphical intreprelation only. Install hanger per manufac turef s recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of tus truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis 8) Listed wind uplift reactions based on MWFRS Only loading 9) ParapetTL: 0 014 2L999 (5-1),Allowable 2L/120 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSTRUCTED TO I TtueBuilcl®Truss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEI7 FORM IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Pmducts THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE U SED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J33 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:43 760-423-9479 Page: loll SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-4 0 / 12 1 0-" 0-0-0 0-0-0 0-0-0 1 24 in 22 lbs 3-3-4 3-3-0 334 0-0-0 0-0-0 3.3-4 3-3-4 All plates shown to be Eagle 20 unless otherwise noted Loading (psfl General CSI Deflection t/ (hoc) Allowed TCLL: 20 BldgCode: CBC2016/ TC: 0,22(1-2) VertTL: 0.01in L/999 (3-4) L/240 TCDL: 24 TPI1-2014 BC: 0,16(3-4) VertLL: 0.01in L/999 (3-4) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,09 (2-3) Horz TL: 0 in 3 BCDL: 10 LumberD,O.L.: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav I1pGft Htax hind Uplift loax Uplift Max Hom- 4 1 5.5 in 1.50 in 242 lbs -73 lbs -73 lbs -137 lbs 3 l 1.5 in — 252 lbs -53 lbs -53 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purtin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL 42 2 x 4 except DFL SS 2 x 6: 5-4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with die following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h = 15 It, End Zone Truss, Both end webs considered DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads 5) * * - indicates parapetwind loading has been applied to member 5-1 Member Forces Table indicates: Mffrnbff D, mac CSI, mac axial force, (rnax co pr. fonE if diflewt fiom rrax axial force) Only forces g to than 300lbs ae shown in this table rr � I l Notes l) Unless noted otherwise, do not cut or after any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind upliftreactions based on MWFRS Only loading. 9) ParapetTL:0.01 in, 2Lr999 (5-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS "TRUSS DESIGN DRAWINGARE INSTRUCT® TO I TrueBuildOO Truss Software v5.6280 REFIRTOALLOFTHEINSTRUCTIONS,LINITATIONSANDQUALIFICATIONSSErFORTHIN-MEEAGLEM[TALPRODUCTSDESIGNNOTESISSUEDWITH III Eagle Metal Products 'MIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEIAL CONNECTORS ARE U S®. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J34 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:45 760-423-9479 Page: loft SPAN PPI CH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 3-3-4 0 / 12 l 0-" 0-0-0 0-" 0-0-0 1 24 in 22 lbs 3-34 3-3-4 0-0-0 0-0-0 3-3-0 3-3� All plates shown to be Eagle 20 unless otherwise noted Loading (psll) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.22(1-2) VertTL: 0.01in L/999 (3-4) L/240 TCDL: 24 TPI1-2014 BC: 0,16(3-4) VertLL: 0.01 in L/999 (3-4) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,09 (2-3) Horz TL: 0 in 3 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg Width Rqd Big Width Max React Max Grav Uplift Max Wnd Uplift Max Uplift Max Horiz 4 1 5.5 in 150 in 242lbs -73 lbs -73 lbs -137 lbs 3 1 1.5 in — 252 lbs -531bs -53 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Pudin design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL 92 2 x 4 except DFL SS 2 x 6: 5-4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It, h = 15 $ End Zone Truss, Both end webs considered. DOL = l .60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 2501bs moving point live load has been applied to the BC concurrent with other dead+ live loads 5) * * - Indicates parapet wind loading has been applied to member 5-1 Member Forces Table inchates Mffnbff D, mac CSI, mac anal tome, (max mrrpr. force if didaeit from mac axial fume} Only fonts gmtethai 300lbs are shown in this r+le N£b Notes 1) Unless noted otherwise, do not cut or after any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80) 3) Hanger is for graphical intreprehation only. Install hanger per manufacluree s recommendation 4) Provide adequale drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 1,00 has been applied for this truss analysis 8) Listed wind uplift reactions based on MWFRS Only loading 9) PWWdTL: 0.01 in, 2LN99(5-1),Allowable2L/120 ALL PERSONS FABRICATING, HANDLING, EREC`HNG ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGAREINSTRUCTED TO I TnteBuil&Tniss Software v5.6280 REFFRTOALLOFTHEINSTRUCIIONS,LIMITATIONSANDQUALIFICATIONSSETFO[IIHINTHEEAGLEIvIETALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J35 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:48 760-423-9479 Page: lofl SPAN PffCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-4 0/12 1 0-M 0-0.0 04W 0-" 1 24in 23lbs 3-3-4 334 a 3-34 0-0-0 0-0-0 3-3A All plates shownto be Eagle 20 unless otherwise noted Loading (pso General CSI Deflection I) (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 022(1-2) VertTL: 0.01 in L/999 (34) L/240 TCDL: 24 TPI1-2014 BC: 0,16(3-4) VerILL: 0,01 in L/999 (3-4) L/360 BCLL: 0 Rep Mbr IncreaseNo Web: 009(2-3) HorzTL: Din 3 BCDL : 10 LumberD.O,L.: 115 % Reaction JT BrgCombo Brg Wrdt h Rgd Brg Width Max React Max Grav Uplili Max Wind Uplilt Max Upka Max 1-lotiz 4 l 5.5 in 1.50 in 242lbs -72 lbs -72lbs-136lbs 3 l 1.5 in — 252 lbs -53 lbs -53 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purins at 6-3-0, Purlin design by Others - BC: DFL # 1 2 x 4 BC: Sheathed or Purkns at 10-M, Purlin design by Others - Web: DFL 42 2 x 4 except DFL SS 2 x 6: 54 Loads l) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads, 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 widt the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category IL Overall B Idg Dims 25 ft x 60 ft, h =15 ft, End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 160 7.l 4)A 250 lbs moving point We bad has been applied to the BC concurrent with other dead+ live loads 5) ** - Indicates parapet wind loading has been applied to member 5-1 Member Forces Table indicate: Mmrba ID, rr c M mac axial forth (mac corrgrr. force if diHaant Sum max axial force). Only foras gre tathai 300lbs are shown in this table TC aC Notes 1) Unless noted otherwise, do not cut or after any truss member or plate withoutprior approval from a Professional Engineer. 2) The fabricationtolerance forthis roof truss is 20 %(Cq= 0,80), 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced lastly perpendicular to the 6 " of each web panel point 7)Acreep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. 9)ParapetTL:001 in,2L/999(5-l),Aftowable2L/120. ALL PERSONS FABRICATTNG, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO Tmel3WIcWTmss Software v5.6.280 REFERTOALLOF THE INSTRUCTIONS, LINUTATIONSAND QUALIFICATIONS SETFORLH IN THEEAGLENIFIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE IvlEr4L CONNB "IORS ARE USED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J36 1301 MONTALVO WAY, STE 4 JobName: rnadison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:51 760-423-9479 Page: 1 of 1 PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 0/12 1 0-M 0-0-0 0-" 0-" 1 24in 23Ibs + 'TT N All plates shownto be Eagle 20 unless otherwise noted 3-J-4 3-3-4 3-3-4 z 0.0-0 0-0-0 3-3-4 3-3-4 Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 022(1-2) VertTL: 0.01in L/999 (3-4) L/240 TCDL: 24 TPI1-2014 BC: 0,16(34) VeALL: 0.01in L/999 (3-4) L/360 BCLL : 0 Rep MbrIncreaseNo Web: 0.09 (2-3) Horz TL: 0 in 3 BCDL: 10 Lumber D.O.L.: 115% Reaction 11' 8rgCombo Brg Width R,qd Brg 44idlh MaK React Max Gray Uplift Max Wind Uplift Max Uplift Max Ham, 4 1 5.5 in 1.50 in 242 Ibs -72 Ibs -72 Ibs -136 Ibs 3 1 15 in — 252 Ibs -53 Ibs -53 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Pudin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 except DFL SS 2 x 6: 5-4 Loads 1) This truss has been designed for the effects due to 10 psf botom chord live load plus dead loads 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category IL Overall Bldg Dims 25 ftx 601i; h = 15 $ End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A250 Ins moving point live load has been applied to the BC concurrent with other dead+ live loads 5) ** - Indicales parapet wind loading has been applied to member 5-1 Member Forces Table indicates: Mamba D, mac CSI, mar axial for, (mac mrrpr. force if diffarmt from mac axial tone) Only forces gre3a than 300lbs me shown m this table TC ti< _ MW Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0,80). 3) Hanger is for graphical intrepret kon only Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)Atleastone web ofthis truss has been designed with apanel point in the web. All panel points on such webs shall be braced Wrally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis 8) Listed wind uplift reactions based on MWFRS Only loading. 9)ParapetTLA01 in,2Lr999(5-1),Al1owable2L/l20. ALL PERSONS FABRICAT[NG, HANDLING, ERECT[NG OR IN STALLIN G ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSTRUCTED TO I TrueBuild®Tntss Software v5 6280 REFER TO ALL OF THE INS'IRUCnONS,LIMITATIONSANDQUALIFICATIONSSETFOFJHINTHEEAGLEMETALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILA BLE FRO M EAG LE U PON REQUEST. DESIGN VALID ONLY WHEN EAGLEMETALCONNEC'IORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss: J37 JobName: madison-lot-58b Date: 05/18/18 11:00:53 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 3-3-4 0 / 12 l 0-0-0 0-M 0-M 0-" 1 24 in 23 lbs 3-3-4 34 -4 S f' 3J'4 1 7 - 41 - �TT v N 1 0-0-0 0-0-0 3-3I 3-33 4 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection U (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.22(1-2) VertTL: 0-01 in L/999 (3-4) L/240 TCDL: 24 TPI1-2014 BC: 0.16(3-4) VertLL: 0-01 in L/999 (3-4) L/360 BCLL : 0 Rep MbrincreaseNo Web : 0,09 (2-3) Horz TL: 0 in 3 BCDL: 10 LumberD.OL.: 115% Reaction JT Brg_ Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max Wurd_Uplift Max Uplift Max Honz 4 1 5 5 in 150 in 242 Ibs -71 Ibs -71 Ibs -136 Ibs 3 1 15 in — 252 Ibs -53 lbs -53 lbs Material Bracing TC: DFL ill 2 x 4 TC: Sheathed or Purlins at6-3-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL ill 2 x 4 except DFL SS 2 x 6: 5-4 Loads 1) This truss has been designed for the effect due to 10 psf bottom chord live load plus dead bads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gabled1p, Risk Category 11, Overall Bldg Dims 25 ft x 60 f(h = 15 f( End Zone Truss, Both end webs considered DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent wish other dead +live loads 5) * * - Indicates parapetwind loading has been applied to member 5-1 Member Forces Table indicates: Manbff D, mac CSL mac anal foray (max mrnpr. fome if diffbmt from max axial force) Only Toms grata than 300lbs ae shown in This table I�ft'1 !_ l 1 • tts, Notes 1) Unless noted otherwise, do notcutor alter any truss memberor plate withoutprior approval from a Professional Engineer. f 2) The fabrication tolerance for this roof tntss is 20 %(Cq = 0 80). rQNq 3)Hangerisforgaphicalintreprelafiononly.Inslallhangerpermanufachuer'srecommendation Lt- [ t £r? 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purhm per Bracing Summary. 6)At least one web of this truss has been designed with apanel point in the web- All panel points on such webs shall be braced laterally perpendicular to the plane of. l r 6 " ofeach web panel point 7)Acreep factor of 1.00 has been applied for this taus analysis. 6�3��18 8) Listed wind upliftreactions based on MWFRS Only loading. EXP. 9)PantpetTL:0.01 in,2Li999(5-1),AIIowable2L/l20. l� C I V 1\- h��{ Of-c�ura�. ALL PERSONS FABRICATING, HANDLING, EREC: G OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO l TrueBuildJTruss Sotiware v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIIvIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH jl Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN FAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: J38 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:00:55 760-423-9479 Page: 1 of l SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 4-6r0 0/12 l 0-M 0-0-0 0-" 0-" 1 24in 28lba 4-6-0 4-6-0 , ." IT i 0-0-0 0-0-0 4-6-0 All plates shownto be Eagle 20rmless otherwise noted Loading (pso General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 031(1-2) VertTL: 0.05m L/999 (3-4) L/240 TCDL: 24 TPII-2014 BC: 030(3-4) VerILL: 0.02in L/999 (3-4) L/360 BCLL : 0 Rep MbrincreaseNo Web: 0,31(1-3) HorzTL: 0 in BCDL: 10 LumberD,O,L.: 115% Reaction Bar Combo Bra Width Rqd Brg Width Max React Max Grav Uplill Max Ward Uplift Max Uplift Max KWE7. 1 54 in N/A 691 Ibs -379 Ibs -23 Ibs -379 Ibs -458 Ibs 1 54 in N/A 685 Ibs -385 Ibs -36lbs -385 Ibs 458 Ibs Material TC: DFL#12x4 BC: DFL 91 2 x 4 Web: DFL 92 2 x 4 except DFL SS 2 x 6: 5-4 Bracing TC: Sheathed or Purlins at6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 10-M, Purlin design by Others - Loads 1) This Truss has been designed for tie effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 4-": 200 pit. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gabletlip, Risk Category II, Overall Bldg Dims 25 ft x 60 k h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3 )A 250 Ibs moving point live bad has been applied to the BC concurrent with other dead +live loads. 4) ** - Indicates parapet wind loading has been applied to member 5-1 )er Forces Table indicdes: Marber ID, rrox (SL, nmx axial force, (mac oompr tine ifdiflaad from mac axial ford) Only forces greater than 300lbs are shown in this table -2 0305 A22lbs l I Notes 1) Unless noted olhenvise, do not cut or after any truss member or plate without prior approval from a Professional Engineer. 2) Gable requires continuous bottom chord bearing. F ��11141 3) Gable webs placed at24 " OC, U.N.O. Q ,4)Attachgablewebswith2x420gaplates,U.N.O. r�r.� 5) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA 6) The fabrication tolerance for this roof truss is 20 %(Cq = 0,80)_ 7) Provide adequate drainage to prevent ponding 8)At least one web of this truss has been designed with a panel point in die web- All panel points on such webs shall be braced laterally perpendicular to the plane of braos3 be4I tailed 6 " ofeach web panel point 6/30/18' 9)A creep factor of 100 has been applied for this truss analysis. E X P' 10) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoinls 3, 4 may need to be considered 1 l) Listed wind uplift reactions based on MWFRS Only loading. C I V 12)ParapetTL:001 in,2L999(5-1),Allowable2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO Truel31iildX)Tntss Software v5.6.280 REFER TO ALLOFTHEINSTRUCIIONS,LIMITATIONSANDQUALIFICATIONSSETFOFJHINTHEEAGLEMEEkLPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE U SED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: K1 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:33 760-423-9479 Page: loll SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 14-5-8 0.25 / 12 3 0-" 0-M 0-0-0 0-" 1 24 in 75 Ibs 14-5-8 441-13 4-9-14 t 4-9-13 1 A-9-13 9.7-11 it 5-8 3x8 - 0.25 12 211 41 - 7x10 - 44 - 4 0-0-0 0-0-0 4.9.13 _ t 4.%14 _ t 4-9-13 t 44-13 9-7.11 14-5-8 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 024(3-4) VertTL: 0.06in L/999 (6-7) L/240 TCDL: 15 TPII-2014 BC: 0.26(6-7) VertLL: U2in L/999 (5-0) L/360 BCLL : 0 Rep Mbr Increase Yes Web : 0.18 (4-0) Horz TL: 0.01 in 5 BCDL: t0 LumberDO.L : 115% Reaction JT BrgCombo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 1 1 5.5 in 150 in 741 Ibs 99 Ibs 5 1 55 in 150 in 721 Ibs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins 16-3-0, Purlin design by Others. BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Partin design by Others. Web: DFL 42 2 x 4 Loads 1)This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 it h =15 It End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A250lbs moving point live bad has been applied to the BC concunentwith other dead+ live loads - Member Forces Table indiedes: Menba 111), mac (SI, n� axial force, (mac oornprforce ifdilf=t from mac axial force) Only fume; geearathai 300lbs are shown in this table TC 112 0.210 465 tbs 123 0.233 -870 itn 13.4 D-W 4371 Ibs I 1 Neb 11-7 0.176 998 Ibs (71 ft) 34 0054-3681bs 4-5 0-096 .651 Fbs r 27 0.051-374lbs 4-6 0 t79 1,0141bs (-7, hat Notes 1) Unless noted otherwise, do not cut or aher any truss member or plalc without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80) C 3) Provide adequate drainage to preventponding� 4) Brace bottom chord with approved sheathing or purlins per -Bracing Summary. 5)A creep factor of 1 00 has been applied for this truss analysis Cv Y 6) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" 7) Listed wind uplift reactions based on MWFRS Only loading. Exp. 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBu ild®Tmss Software v5 6280 REFERTOALLOFTHEINSTRUCTIONS,HIVtTATIONSANDQUALIFICATIONSSETFORTHINTHEEAGLEMECALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: K1A 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:35 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANTL CANT PLYS SPACING WGT/PLY 14-5-8 0,25/12 1 0-" 0-" "-0 0-" 1 24in 74lbs 4-9-13 4-9-14 4-9-13 4-9-13 9-7-11 14-5-8 0-0-0 0-0-0 4-9-13 4-9-14 4-9-13 4-9-13 9-7-11 14-5-8 r All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (hoc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 028 (3-4) VertTL: 0.07 in L / 999 (6-7) L /240 TCDL: 15 TPII-2014 BC: 029(6-7) VertLL: 0.02in L/999 (5-0) L/360 BCLL: 0 RepMbrIncreaseNo Web: 0,18(1-7) HorzTL: 0,01in 5 BCDL : 10 Lumber D.O.L, : l 15 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max Read Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 8 1 55 in 1.50 in 727 lbs -3 Ibs -3 Ibs 131 lbs 5 1 5.5 in 1.50 in 736 lbs -21bs -2 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Pudin design by Others Web: DEL 92 2 x 4 except DFL SS 2 x 6: 9-8 Loads 1) This truss has been designed For the effects due to 10 psf bottom chord live load plus dead loads, 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - l0 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, GabicHip, Risk Category 11, Overall Bldg Dims 25 ftx 60 ft, h= 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250lbs moving point live load has been applied to the BC concurrentwit h other dead+ live loads. 5) ** -Indicates pmapetwind loading has been applied to member 9-1 Member Forces Table indices: Mariber D, mac CSt mac axial force, (mac compr force ifdiffe t from rrmc aaal force) Only fors gexathar 300lbs areshom in this table TC II-2 0274-916lbs 12-3 0268 4wIN 13a 0285 $731bs 1-7 0184 1,043 lbs (-2711WI36 0055 3711bs 14-5 0098 -667 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or play without prior approval from aProfessional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80) 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or pUdins per Bracing Summary. 5)At leastone web ofthis truss has been designed with apanel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis 7) Listed wind uplift reactions based on MWFRS Only loading 8)PampetTL:0.01 in,2Lr999(9-l),A1lowable2L/l20, ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnleBuild®Truss Sottwarev5.6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET' FORTH IN THE EAGLEMEFAL PRODUCTS DESIGN NOTES ISSUED WITH 1` Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONN EC"IORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: K2 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:47 760-423-9479 Page: loft SPAN 1-11 CH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 20-9-4 0,25 / 12 2 0-" 0-" 0-" 0-" 1 24 in 109 lbs t 4-1-7 4-2-0 45 1 2697 1&-- 0 1 I aTTT 4�o t 0-0-0 0-0-0 4-1-7 4-1-15 4-2-0 4-1-15 4-1.15 4-1-7 8-3-6 12-5-8 16-7-5 20-9 4 All plates shownto be Eagle 20 fatless otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 023(5-6) VertTL: 0-13in L/999 (9-10) L/240 TCDL: 15 TPi1-2014 BC: 0.41(9-10) VertLL: 0.05in L/999 (9-10) L/360 BCLL : 0 Rep MbrIncreaseNo Web : 0 26 (1-I1) HorzTL: 0.02 in 7 BCDL: 10 LumberD.O.L-: 115% Reaction JT BrgCombo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 12 1 5.5 in 150 in 1,012 lbs 135 lbs 7 1 1.5 in — 1,020 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins 14-", Purlin design by Others BC: DFL # 12 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL #2 2 x 4 except DFL SS 2 x 6: 13-12 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defused input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category If, Overall Bldg Dims 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered DOL = 160 3) Minimum storage attic loading has been applied at accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrentwith other dead+ live loads 5) ** - Indicates parapet wind loading has been applied to member 13-1 Member Forces Table indiatec: Meru ID, rrrar CS4 mac adal force, (mac wrrirr. fom ifdiffa t Sum max axial force) Only fume; g mtu that 3001bs am shown in this table TC 1-2 2-3 0.199 0211 -1,251lbs -t$491bs 34 4-5 0.183 0227 -1,797lbs -1,M bs 56 0233-1,164lbs 6.316 t, 81bs { 81bsy 10-11 0319 1,253lbs (-114lbs) A l6 0.413 I g6G Ibs 1-It?71ba %b 1-12 0.615 -M lbs 2-10 6.129 ri U 6S DZ% 1,443 It, (-8911rs) 1-I1 0265 1,4931bs (-31 lbt) 5-9 0132 746 lbs (591bs) 6-7 0151 -967 lbs 2-11 0097 -7151bs 5-8 0113 -753 lbs ' Notes 1) Unless noted otherwise, do notcutor alter any truss member or plat; widioutprior approval from aProfessional Engineer. 2) The fabrication ttlerance for this roof truss is 20 %(Cq = 0.80)_ 3) Hanger is for graphical intreprelalion only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)Atleast one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis 8) Listed wind uplift reactions based on MWFRS Only loading 9) ParapetTL: 0.02 in, 2L/999 (13-1),Allowable 2L/120, F SS i i24? � m7 6/30/18 ixttE7ul brxes s aIl be tiU :AT�QF IiV�I,�E��r ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuild®Truss Software v5 6280 REFER TO ALL OFTHEINSTRUCTIONS, LINUTATIONS AND QUALIFICATIONS SEf FORA [ IN THEFAGLEMFTAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECMRS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN PITCH QTY OHL OHR CANT L CANT R 21-5-0 0.25/12 2 0-" 0-0-0 04W 0-0.0 lli 4•11-8 1 4-1-6 1 4-1-6 1 4-1E 1 4-1-6 1 4-1tmt 21-5-0 IvR - 0-0-0 1-0-0 1-0-0 01.8 1 4-1-6 1 4-1-6 4-1-6 4-1-6 4.11.9 9.0-14 13-2-4 17-3-10 21-5-0 All plates shown to be Eagle 20 unless otherwise noted PLYS 1 Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 036(l-2) VertTL: 029in L/855 (9-10) L/240 TCDL: 15 TPI1-2014 BC: 0,63(9-10) VertLL: 0.11 in L/999 (9-10) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,42 (1-11) Horz TL: 0,02 in 6 BCDL: 10 LumberD.O.L,: 115% Reaction JT Brg Combo Srg Width Rod Brg Aidlh Max Rund Max Grav Uplift Max WrA U4sli3k Max Uplift Max Hod¢ 13 l 55 in 150 in 1,031 lbs 135 lbs 6 1 5 5 in 150 in 1,060lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-5-0, Puliin design by Ot hers. BC: DFL # 1 2 x 4 BC: Sheathed or Purim at 10-M, Purlin design by Others. Web: DFL 02 2 x 4 except DFL SS 2 x 6: 14-13 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load phis dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft h = 15 It End Zone Truss, Both end webs considered. DOL = L60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250lbs moving point live load has been applied to the BC concurrent with other dead + lie loads. 5) ** -Indicates parapet wind loading has been applied tD member 14-1 Truss: K3 JobName: madison-lot-58b Date: 05/18/18 11:01:50 Page: 1 oft Member Forces Table indicates ManherID, mar CSI, r anal force, (mac eompr. tome ifdif mt fiom mac anal tome). Only foams gr3athan 30011bs aeshown in this table TC 12 73 0357 02% -2,240lbs 3.[N4lbs 34 4-5 0260 0261 -,784 lbs �7841bs 5-6 0.181 -1,689 lbs BC 0 0398 1.642lbs t(n tba) 10-11 0 540 2,289lbs (-247lbs) 410 0.625 1W lbs (-NI tbs Web 1-13 0.073 -939 lbs 34 0.12S 431 U 1-11 0.420 2,358lbs (126tl") 5-9 0227 1,283lbs (99Iha) 2.11 0.209 -6621bs 5-8 0090 -808 lbs -Mo 0148 8391bs 6.8 0340 1,91711bs (-115%bO Notes l ) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for his roof truss is 20 %(Cq= 0 80) 3) Provide adequate drainage to prevent ponding 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 6)Acreep factor of 100 has been applied for this truss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" 8) Listed wind uplift reactions based on MWFRS Only loading 9) Parapet TL: 0 05 in, 2L/695 (14-1),Allowable 2L/120 SPACING WGT/PLY 24in 114lbs m t. 8241 brnbl4 stf I bt-Ig 1.11lo.? ,, rl ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TmeBuiId®Truss Software v5 6 280 REFERTO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTF! IN -ITTE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. I OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: K3A 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:53 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 21-5-0 0.25 / 12 3 0-" 0-0-0 0-" 0-" 1 24 in 115 lbs mTT TT T 21-5-0 4.11.8 4-1E 4-1-6 4-1-6 4.11.8 0-0.14 t&24. 17:K, 21-5-0 U8- .26. 12 3X4 - 2xa4 1 7x10 - 7X�2 4X4To Ih IT 0-0-12 0-0-0 1-0-0 1-0-0 d.11.8 4-1-6 d.1 6 4-1.8 4-1-6 4-11•E 9.0-14 13-2-4 17-3-11T 21-5-0 All plates shown to be Eagle 20 unless otherwise noted T Loading (pso General CSI Deflection L/ (loc) Allowed TCLL: 20 BklgCode: CBC2016/ TC: 025(2-3) VertTL: 027i1 L/923 (9-10) L/240 TCDL: l5 TPI1-2014 BC: 0,54(9-10) VertLL: 0.1 in L/999 (9-10) L/360 BCLL: 0 Rep lvlbrIncrease Yes Web: 039(1-11) HerzTL: 0.07in 6 BCDL : 10 LumberD,O.L, : 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav_Uplift Max Wind Uplift Max Uplift Max Honz 1 l 6 5 in 150 in 1,051 lbs 90 lbs 6 1 5 5 in 150 in 1,040 lbs Material Bracing TC: DFL #1 2 x 4 TC: Sheathed orPurlins at3-8-0, Purlin design by Ot hers - BC: DFL # l 2 x 4 BC: Sheathed or Purlins at 10-M, Put in design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category IT, Overall Bldg Dims 25 ft x 60 It h =15 ft, End Zone Truss, Both end webs considered. DOL = 1,60 3) Minimum storage add; loading has been applied in accordance with IBC 1607 1 4)A 250 lbs moving pointlive load has been applied to the BC concurrentwith other dead+ live loads, Member Forces Table indicates: Menba D. inac CSI, it axial fome (mac mimr. force ifdidaart fiom nmc axial fone) Only fume; sautathan 300lbs ae shown in this Fable TC 12 2-30.249 0241 2,049Ibs -2.9161bs 3A 4-5 0230 0.230 -2,702lbs 702lbs 5-6 0 154 -1,652lbs A Pit 0151 1,6061bs (47lbs) 10-11 0.456 2,091 lbs (30lbs) �L10 0543 "s912 its 1--5t11 M,'A, 141 0.388 $1811bs: (7811n) 5A 0.218 1.=U (4074 2-11 0,176 672 lbs 5-8 0.087 -785 lbs 2-10 0.161 911 lbs (-22 11n) 6-8 0.332 1,874 lbs (65 bs) 3-9 0.112 -388 lbs Notes l) Unless noted otherwise, do notcutor aller any truss member or plate without pnorapproval from a Professional Engineer. 2) The fabrication tolerance forihis rooftnlss is 20 %(Cq = 0.80), 3) Provide adequate drainage to prevent pending 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5 )At leastone web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) Listed wind uplift reactions based on MWFRS Only loading. J �Of L5S!;;.. �braaesski iie htalled r Exp. 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBrtildJTniss Software v5.6280 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SETFORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: K3B 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:55 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 21-5-0 0.25 / 12 4 0-" 0-" 0-" 0-" 1 24 in 1151bs TTr m�T 11 T 4-11-8 , 4-1-6 , 4-1-6 , 4-1-6 4-1-6 4-11-6 9-0-14 13-2-4 17-3-10 21-5-0 i 3x8 - .25 12 3K,4 - 2xa4 1 710 - 7T - To lTl IT 3x4 - 2z4 I 0-0-0 1-0-0 1-0-0 4-11-8 4-1-6 4-1-6 _, 4-1-6 , 4-1-6 4-11-8 9-0-14 13-2-4 17-3-10 21-5-0 All plates shown to be Eagle 20 unless otherwise noted �T Loading (pst) General CSI Deflection U One) Allowed TCLL: 20 B1dgCode: CBC2016/ TC: 027(1-2) VertTL: 027in L/901 (9-10) L/240 TCDL: 15 TPI1-2014 BC: 0,55(9-10) VenLL: 0.11 n L/999 (9-10) L/360 BCLL . 0 Rep Mbr Increase Yes Web : 0,40 (1-11) Herz TL: 0,07 in 6 BCDL: 10 Lumber D.O.L.: 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 1 1 55 in 150 in 1,045 Ibs 90 Ibs 6 1 5.5 in 150 in 1,045 lbs Material Bracing TC: DFL # 12 x 4 TC: Sheathed or Purlins at 3-8-0, Porto design by Others. BC: DFL # 12 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others - Web: DFL #2 2 x 4 Loads l) Tl1is truss has been designed forthe effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category It, Overall Bldg Dims 25 ft x 60 f(h =15 IL End Zone Truss, Both end webs considered. DOL =1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607A 4)A 250 Ibs moving point live load has been applied to the BC concurrentwith other dead+ live loads. Member Forces Table inckls Menba 1D, max CSI, mac anal force, (mac oompr. fame ifdilfeart fiocanm anal force) Only fonts greaa that 300lbs am shown m dus table TC 1-2 3 0267 0.253 2,1191bs - 9601bs 34 4-5 0232 OM -2,728lbs 7281he 5-6 0154-1,663lbs E3[. 8A 0.353 1,616lbs (19IN 1041 0466 2,16316s (36lbs) %10 0549 1-956lbs {{51bs 115b 1.11 0.400 2117lbs (.84IN 5-9 6.'= 1,2%t o (42IN 2-11 0197 -669lbs 5-8 0088 -792lbs 1-10 0156 882lbs (-211N 6-8 0335 1,887lbs (-68 ftl M 0117 -404lbs Notes 1) Unless noted otherwise, do not cut or after any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this moflmss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord wide approved sheathing or purlins per Bracing Summary. 5 )At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall he braced laterally perpendicular to the plane 6 " of each web panel point 6)A creep factor of 100 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" 8) Listed wind uplift reactions based on MWFRS Only loading. M1fE • .:tu'rd hlilru� slirllll)e it15&f}idd h 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TrueBruld®Truss Software v5.6280 REFER TO ALL OF THE INSTRUCTIONS, LINM-nONS AND QUALIFICATIONS SErFORIH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: K4 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:59 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 20-9-4 0.25 / 12 2 0-" 0-" 0-" 0-" 1 24 in 110lbs TT! �l _ 20-9-a _ 4.1.7 t a.1.1fi 4.2.0 t i•!45 t 4.1-15 4-1-7 l49.6. r24 T&7-0 2�B-i sx'�z = a�a 0.26 ,z aka , zV 1 616- '� - A 0-0-0 0-0.0 4.1-15 1,2-0 4-1•SS i•1-Ifi i-1-i tl-7.0 12-5.8 16-7.5 20-9.4 All plates shown to be Eagle 20,ailess otherwise noted Loading (pst) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,23(5-0) VertTL: 0.12in L/999 (9-10) L/240 TCDL: 15 TPII-2014 BC: 0.40(9-10) VertLL: 0.04m L/999 (9-10) L/360 BCLL . 0 Rep MbrincreaseNo Web : 0,25 (6-8) HorzTL: 0,01 in 7 BCDL . 10 Lumber D O L : 115 % Reaction JT Brg Combo Brg Width Rqd Brg Wdth Max React Max Grav_Uplift Max Wand Uplift Max Uplift Max Horiz 1 1 65 in 150 in 1,032 Ibs 104lbs 7 1 15 in — 1,001 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purins at 4-7-0, Purlin design by Others. BC: DEL #1 2 x 4 BC: Sheathed or Purins at 10-M, Purlin design by Others Web: DEL 42 2 x 4 Loads l ) This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads. 2) Tlhis truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ft x 60 $ It = 15 A End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage adic loading has been applied in accordance with IBC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table inchates Menba D- mac CSL mas axial tome (mac cormr. force if dAue t fiom mac axial fume) Only form areztathat 300lbs are shown in this table TC 1-2 2-3 0170 O.186 -1,1261bs -1.7631bs 34 4-5 0186 0223 -1,740lbs 4.740IN 5-60230-1,1371bs BC' 84 0306 1,NOlbs 10-11 0300 1,129IN - Mo 0400 1760lbs (-241h3) H411 1-11 0246 1,191Iba (-51IN) 3-10 0-044 312VN 68 0249 1.409Tas 06Ruy 2-11 0097 -717 IN 5-9 0126 711 IN (25 Ike} 6-7 0148-9461bs 2-10 0 137 773IN (-29IN) 5-8 0 110 -730IN Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80) 3) Hanger is for graphical intrepretalion only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this miss analysis 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0 5" 8) Listed wind uplift reactions based on MWFRS Only loading 'S�l , :Z Exp 6/30/18 CI'V1\- �1 F CAU ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTE3) TO TrueBuild®Truss Software v5.6280 REFER TOALL OF THE INSTRUCTI[ONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MEIAL CONNECTORS AREUSED- SPAN 10-5-8 OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: KS 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:01 760-423-9479 Page: loft PITCH QTY OHL OHR CANT L CANT R 0.25 / 12 5 0-" 0-0-0 0-0-0 0-" IOS.B 4-1-7 4-1-15 2-2-2 4-1-7 8-3-6 10.54 3X8 025 12 5x5 6x 8 - - 7x17 _ 44 K, ;i 2& 1 4A - 4z4 5X5 - 0-0-0 0-0-0 4-1-7 4-1-15 N2a 4-1-7 8.3-6 10-5-8 A] I plates shown to be Eagle 20 unless otherwise noted PLYS 1 T T 0 4 Loading (psb General CSI Deflection L/ (roc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,15(l-2) VertTL: 003ih L/999 (6-7) L/240 TCDL : l5 TPI 1-2014 IBC: 0.18 (6-7) Vert LL: 001 in L / 999 (6-7) L / 360 BCLL: 0 Rep Mbr Increase Yes Web: 0,10(1-7) HorzTL: Din 4 BCDL : 10 Lumber D.O.L.: 115 % Reaction Tr Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 1 1 6.5 in 150 in 557lbs -1 Ibs -1 lbs 96 Ibs 4 l 5.5 in 150 in 545 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 6-3-0, Porto design by Others BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at L 0-0-0, Pudin design by Others Web: DFL #2 2 x 4 Loads I ) This buss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects ofwind loads in accordance wfthASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, GabloHip, Risk Category II, Overall Bldg Dims 25 ft x 60 t It = 15 ft; End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance wit11BC 1607.1 4)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table me rates: Menba D, mac CSL mac ax al fume, (mac mnpr tome if diBaart 8om mac axial fume) Ordy rams gruff than 300lbs are shown m this table SPACING WGT/PLY 24 in 64lbs 13-5 0.074-555lbs Notes 1) Unless noted otherwise, do not cut or alter any puss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this rooftmss is 20 %(Cq = 0,80) 3) Provide adequate drainage to prevent pond ing. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)A creep factorof 100 has been applied forthis truss analysis. 6) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" 7) Listed wind uplift reactions based on MWFRS Only loading. 6/30/18 :3 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO IWTnieBATniss Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONSSECFORIHINT14EEAGLEMETALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGN AN D AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY W HEN EAGLE MErAL CONN ECTORS ARE US®. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: K-DT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:01:31 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 14-5-8 0.25 / 12 1 0-" 0-" 0-0-0 0-0.0 1 24 in 7411rs iwo-a _ i j 4-9-13 4-9-14 4-9-13 j i" 4-9-13 9-7-11 14-5-8 0-0-0 0-0-0 4-9-13 4-9-14 d-419 4-9-13 9-7-11 i 14-5-8 All plates shown to be Eagle 20 tadess otherwise noted Loading (psf) General CSI Deflection L✓ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 028(3-4) VertTL: 007in L/999 (6-7) L/240 TCDL: 15 TPI1-2014 BC: 0.29(6-7) VertLL: 0.02in L/999 (5-6) L/360 BCLL: 0 Rep MbrincreaseNo Web: 048(2-0) HorzTL: 001in 5 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg Wrdih Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 8 1 55 in 150 in 913 Ibs -193 Ibs -3 Ibs -193 Ibs 131 Ibs 5 1 5.5 in 150 in 916 Ibs -190 Ibs -2 Ibs -190 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins A 5-5-0, Pudin design by O hers, BC: DFL 91 2 x 4 BC: Sheathed or Purlins at 7-3-0, Purlin design by Others. Web: DFL #2 2 x 4 except DFL SS 2 x 6: 9-8 Loads 1) This truss has been designed for flee effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 14-5-8: 200 plf. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category H, Overall Bldg Dims 25 ftx 60 ft, It = I S I( End Zone Truss, Both end webs considered. DOL =1.60 4) Minimum storage attic loading has been applied a3 accordance with BC 1607.1 5 )A 250 Ibs moving point live bad has been applied to the BC concurrent with other dead + live loads. 6) ** - Indicates parapetwind loading has been applied to member 9-1 Member Forces Table indicates: Member m, arm CSI, naar aaal to= (rna x mnnpr forte if diRre t fiom mac axial forte) Only fours greater than 300lbs are shown in this table TC i-2 a.374 t 43111r 23 226t3 •1,474 1tt t t 11:85 1 3391bs BC 56 0.19? sh 4lba o-7 P 241 1.4r1Glbx. (•t9816s1 7, p 1%1 I lln Ift 1-8 0.062 -871 IW '_ 7 0.0&1 633 Iha 36 U1155 -371 Ibs -1--3D..111 475 Rm 1-7 0225 1,63316s (-596 khs) :.6 0477 -1, 1401bs 4.6 0234 116031bs (5691t Notes :] t L 331() l) Unless noted otherwise, do notcutor alter any truss member or plate withoutprior approval from a Professional Engineer. {cq f L E ,4 �f 2) The fabrication tolerance for tl»s roof truss is 20 %(Cq = 0.80), 3) Provide adequate drainage to prevent ponding. 1-71 v - 4) Brace bottom chord with approved sheathing orpurhns per Bracing Summary. "' { 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the planeol• sl - beiirsmliecl villl 6 " ofeach web panel point 6/30/18 `' 6)A creep factor of 100 has been applied for this truss analysis. E X C. 7) Due to negative reactions in gravity load cases, special connections to the bearing surfaceatjoints 8, 5 may need to be considered 8) Listed wind uplift reactions based on MWFRS Only loading. v. { 9)ParapetTL:00142LH99(9-1),Allowable2L/120. �c ^C 1V` ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRU= TO I TnleSttild®Tniss Software v5.6.280 REFER TO ALL OF THE INSTRUCTIONS, L/lITATIONSANDQUALIFICATIONSSECFORIHINTHEFAGLEMETALPRODUCrSDESIGNNOTESISSUI�WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNF.CIORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: L1 1301 MONTALVO WAY, STE 4 JobName: rnadison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:06 760-423-9479 Page: 1 ofl I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 12-3-0 0/12 6 0-" 0-" 0-" 0-" 1 24in 62lbs I IL-3-U 1 I 1.0.0 1 3-9-14 3-9-13 1 3-7-5 1.0.0 4-9-14 a-7-11 12-3-0 1-0-0 VA I 0.25 12 4XP - 2> 4 1 M - 13Y - 214 1 4N . 3z4 - 5A . 2z4 1 0-0-0 0.0-0 1-0-0 1 3-9-14 J_ 3-9-13 r 3-7-5 _ �r-0-0 4-9-14 9-7-11 12-3-0 t All plates shownto be Eagle 20 unless otherwise noted 1 T m Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code CBC 2016/ TC : 0.15 (2-4) VenTL: 0.08 in L /999 (8-9) L /240 TCDL: 15 TPI1-2014 BC: 0,33(8-9) Vertl-L: 0.02m L/999 (8-9) L/360 BCLL : 0 Rep Mbr Increase Yes Web : 029 (3-4) Horz T L 0 in 6 BCDL: 10 LumberD,O,L.: 115% Reaction JT Brg Combo Brg VM91 Rqd Btt VA ilh Max Re xt MwXnry Upfilt Max Wind UpjiiIt Max Uplift MAX HNIZ 11 1 1.5 in — 723 lbs 48 lbs 6 1 55 in 1.50 in 690 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at6-1-0, Purlin design by Ot hers. BC: DEL 41 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Calegory II, Overall Bldg Dims 25 ftx 60 f(h=15 [L End Zone Truss, Both end webs considered, DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607A 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + five loads. LoadCase DI: StdDeadLoad Distributed Lards Member Location Location' Direction Spread Start Load End Load TnbWidth Bot 0-M 10-6-0 Down Proi 5 psf 5 psf 24 in Member Forces Table indicates Manba ID, nw GS1, � axial fomG (mac mnmr. fora ifdff=t from n= axial force). Only fors grater dim 300lbs ale shown in this table TC 1-3 0.078 -961 lbs 5-6 0.106 -1, 150 lbs 4-5 (A )':0 -1.1Mlbs HC $4 0.331 1.484lbs 03Ibs) 1 .40 0233 $38Ilxs 00lbs] Web 1-11 0,072 -727lbs 3-4 0294 -1,345.11u &4 0L�7 1,2a5 iln (-91IN 1-10 0.208 I, 178 lbs (130 16s) 39 0 126 710 lbs 3-10 0206 -550 lbs 4-8 0098 408 lbs Notes 1) Unless noted otherwise, do notcut or alter any truss member or plate without prior approval from a Professional Engineer. + 2) The fabrication tolerance for this roofhuss is 20 %(Cq = 0.80), Ill 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer s recommendation 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe �t.* 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" 9) Listed wind uplift reactions based on MWFRS Only loading 6/30/18 x' ALL PERSONS FABRICATING, HANDLING, FRECHNG ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGAREINSTRUCTED TO I Trucl3WIcWTmss Software v5 6.0223 REFER TOALLOF THEINSTRUCrfONS, LIM[TATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE WEAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: L2 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:11 760-423-9479 Page: 1 of SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-1-4 0 / 12 5 0-0-0 0-0 0 0-0-0 0-" 1 24 in 101 lbs T9 4x TT 2x.' 12-5-9 3x8 - 0.25 12 �„� 3x4 - 44 - 7xj0 - 0-0.0 0-0-0 1-0A 3-9-14 3-9-13 3-9-14 3-at1. t4 1-0-0 4.9-14 8-7-11 12-5-9 18-3-8 2ft-1L4 All plates shownto be Eagle 20 unless otherwise noted T Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL: 20 BldgCode: CBC2016/ TC: 029(4-5) VertTL: 032in L/723 (11-12) L/240 TCDL: 15 TPI1-2014 BC: 058(11-12) VertLL: 0.12in L/999 (11-12) L/360 BCLL : 0 Rep Mbr Increase Yes Web: 0.57 (3-4) HorZTL: 0.02 in 8 BCDL : 10 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brg %Wi Rqd Brg Widlb 1AM React Ma. Gray Uplil Nllti. Wind Uplift Nlart�lifl Maas HO& 15 1 1.5 in — 1,092 lbs 54 lbs 8 1 6.75 in 150 in 1,031 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins 13-3-0, Purhn design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category If, Overall Bldg Dims 25 ftx 601t h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead+ live loads. Load Case DI: StdDeadLoad Distrilxkd Loads Member Location I Location 2 Direction Spread Start Load End Load Tnb Width Bot 0-M 10-0-0 Down Proj 5 psf 5 psf 24 in Member Forces Table indicates Menba ID, mac CS1, mac axial fora, (mac mmpr. tone if dff t from mac axial form) Only forms greater than 300lbs ae shown in this table. TC 113 0121 -1,499 Ibs 15-6 0.295 3,498 lbs 17-8 0151 -1,755 lbs 13C I a.370 1,75. Itis (; tbs) 11-13 0.555 2 816Ibs :W 1-t2 0..579 3 wq Ibs 1-12 Ito D44 0.307 1.299It's Web 7.11 QM% L449Ihs (.91bs) 45 0109 3.13 l0.2M I,"ft -1,1081bs l-l4 0325 1,837Ibs (-26Ibs)4-12 0137 773 lbs (13 Iha)7-10 0.083 -787 lbs 3-14 0337-929lbs 6-12 0113 590 lbs 8-10 0347 1,963 lbs (-3911u) 34 0.565 -2,590 lbs 6-II 0047 -451 lbs Notes t I)UnlessnoW otLerwisedo notcutor atter any truss member or plate without prior approval from a Professional Engineer. 6/30/18 ' �' 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80) 3) Hanger is for graphical intreprehation only. Install hanger per manufacturers recommendation. 4) Provide adequate drainage to prevent ponding C y IV1 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. T� r, 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss. brica s.s11'tf within 6 " of each web panel point �- 7)A creep facbr of 1.00 has been applied for this truss analysis 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 9) Listed wind uplift reactions based on MWFRS Only loading ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuildOTruss Software v5.6.0223 REFER TO ALL OF THE INSTRUCTIONS, LIMTATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: L2-GBDT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:08 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 20-14 0/12 1 0-" (W-0 0-" 0-" 1 24in 101lbs 19 1 4x TT 2� 20-1-4 .r 3.9:14 r k11.13 r 3.9.34 r 3-9-13 f 3-9-14 I1-0.0 4$14 A-7-11 r2.5.4 T&7Lfi 7 20-1-4 1-0-0 3x6 - -025 12 o„e i 3x4 - 4x{ • 7x46 0-0-0 0-0-0 14.0 3444 3-9-13 11a•14 19,13 3-9.14 1-0-0 4.9-14 E-7-11 12-5.9 16-3-6 20-1-4 All plates shownto be Eagle 20 tmless otherwise noted 1 T Loading (psO General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 052(4-5) VertTL: 032m L/723 (11-12) L/240 TCDL: 15 TPI1-2014 BC: 0.65(I1-12) VertLL: 0.12in L/999 (11-12) L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 057 (3-4) Horz TL: 0,02 in 8 BCDL: 10 LumberDO.L : 115% Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 15 1 1.5 in — 1,092 Ibs 54 Ibs 8 1 6.75 in 150 in 1,031 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-", Purlin design by Otters. BC: DFL #1 2 x 4 BC: Sheathed or Purlins at9-3-0, Pwhn design by Others. Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psfbottom chord We load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-1-4: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 It, h =15 It End Zone Truss, Both end webs considered. DOL =1.60 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 5)A 250lbs moving point live load has been applied to the BC concurrentwith other dead+ live loads. LoadCase DI: StdDeadl-oad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Tnb Width But 0-" 10-" Down Proi 5 psf 5 psf 24 in Meru ber Forces TC 113 0133 -1,499 lbs 10-11 1-:4 0325 1,937lbs (-26 )-4 0337-9291bs 34 0.565 215901bs Table indicles: Menber 11), mac CSI, max axial tome, (max mnpr. force ifdiff=t fiom mac axial force) Only form gratethai 300lbs are shown in dus table 14.5 0324-3,499lbs 167 0284-3,065lbs 14 2 0159 1,1551bs (406 lbz)I 7.:O 0083-7871bs 1,9631bs (39 1 0 047 473 Ibs �r Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. Ex p . 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80). 3) Hanger is for graphical intreprelation only. Install hanger per manufacturer's recommendation F} 4) Provide adequate drainage to prevent ponding 5) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 6)Atleast one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss Lateral 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis 8) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0 5" CI 1- irhsWW within ALLPERSONS FABRICATING, HANDLING, ERECTING ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TrueBuilcMTruss Software v5.6.0.223 REFERTOALLOFTHEINSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SEFFORIH IN THEEAGLETYEFAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROMEAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: L2-GBDT 1301 MONTALVO WAY, STE 4 JobName:madison lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:09 760-423-9479 Page: 2 of2 SPAN PITCH QTY 014L. OHR CANT L CANT R PLYS SPACING WGT/PLY 20-1-4 0/12 1 04)-0 0-0-0 0-0-0 0-0-0 1 24in 101lbs on rvtwrx,5 uw moing G:-,/241618Exp.4 ) �r clv�� UFCAU ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TmeBuil&Ttuss Software v5 6.0223 REFER TO ALL OF THE INSTRUCTIONS, LINUTATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLEUPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: L-GB 1301 MONTALVO WAY, STE 4 JobName: madison lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 1 L02:03 760-423-9479 Page: 1 oft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10b8 0/12 1 0-" 0-" 0-" 0-" 1 24in 57lbs 1 4T TL 10-6-8 1-0-0 3-9-14 t 19"i i 1.10-13 1-0-0 4-9-14 8-7-11 r 10-6-8 1-0-0 0,25 12 4xp - 2V 1 41. i 0-0-0 0-0-0 1-0-0 3-9-14 t_ _3.9-_13 i 1-10-13 1-0-0 4-9-14 8-7-11 r 10-6-8 i All pi ates shown to be Eagle 20 tmless otherwise noted Loading (psf) General CSI Deflection L/ (lox) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0,39 (2-4) VertTL: 0.09 a1 L / 999 (8-9) L /240 TCDL: 15 TPI1-2014 BC: OSl(8-9) VertLL: 0,02in L/999 (8-9) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 0,46 (3-4) HorzTL: 0.02 in 7 BCDL : 10 Lumber D O,L, : 115 % Reaction Tr Br Combo Br Width R d Brg Width Max React Max Gray Uplift Max Wind 11. lift Max t.l .lift Max Hrxa 11 1 15 in — 1,248 lbs 47 lbs 7 l 5.5 in 150 in 1,151 lbs Material Bracing TC: DFL 91 2 x 4 TC: Sheathed or Purlins 14-11-0, Rusin design by Others - BC: DFL # l 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others - Web: DFL #2 2 x 4 Loads 1) This truss has been designed for die effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 601(h = 15 It End Zone Truss, Both end webs considered. DOL = 1 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead+ live loads- LoadCase Dl: StdDeadl-oad Distributed Loads Member Location 1 Locrlion2 Dinxton -Jazd SbrtLoad End Load TnbWidth But 0-0-0 10-0-0 Down Proi 5 psf 5 psf 24 in Top 0-M 10-0-8 Down Proi 51 psf 51 psf 24 in Member Forces Table indicates Member ID, mere CSS mac axial force, (mac w pr. fume if differed fiom mere axial fume) Only form grew than 300lbs are shown in dtis table TC 13 4-5- 0,145 0368 -1,591 lbs -1,103lbs 5-6 0271 -1,290 lbs ec SA 0SI3 ZI'An MO 0.3" 13891hs uib t-ll 0}25 -I'm N 3.10 0355 -1,003ft dS 0272-1,1321hi 0.117 I,i2116s 1-10 0355 1,950 lbs 34 0A56 -2,088 lbs 5-8 0062 -555 lbs 16-7 ZA 0346 -392 lbs 3-90178 999 lbs rr8 0305 1,660 lbs Notes [)Unless noted otherwise, do not cut or after any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for Cis roof hiss is 20 %(Cq = 0.80). 3) Hanger is for graphical inhepretation only. Install hanger per manufacturef s recommendation. 5 f 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At leastone web of this hiss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this puss analysis. 8) Listed wind Uplift reactions based on MWFRS Only loading. Y'41` 6/30/18 *l ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBiiIclSTnrss Software v5.6.0.223 REFER TOALLOFTHE INSTRUCTIONS, LIIVIITATIONSAND QUALIFICATIONS SErFOKMINTHE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Ij Eagle Metal Pro acts THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M 1301 MONTALVO WAY, STE 4 JobName: madison-lot-581b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:18 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R 16-3-8 0/12 18 0-" 0-" 0-0-0 0-" 1�0 3.75 r 3-7-3 1 3-7-3 1 4-5-15 _1 t$0 �•7:7 8-2-6 11-9-9 16-3-M � 1-0-0 025 xH- 2r41 T 0 i U 1T 31 - 61- 2.111 3z8 - 4x4 • 4.9- 61 - 2.4 I 0-0-0 0-0-0 r 1-0-0 3-7-3 r 3-7.3 r 3-7-3 4-5-15 1-0-0 4-7-3 8-2-6 11-9-9 16-3-6 t All plates shownto be Eagle 20 unless otherwise noted PLYS SPACING WGT/PLY 1 24in 78lbs Loading (ps f) General CSI Deflection L/ (loc) Allowed TCLL: 20 B1dgCodle CBC2016/ TC: 027(6-7) VertTL: 0.18in L/999 ([0-11) L/240 TCDL: 15 TPI1-2014 BC: 0.44(10-11) VertLL: 0.07in L/999 10 L/360 BCLL : 0 Rep Mbr Increase Yes Web: 0.40 (3-4) HorzTL: 0.02 in 8 BCDL : 15 Lumber D.O.L.: 115 % Reaction JT Brg Combo Brrgy4dth Ryd Brg "5dth Max Rewt Mae Gruv Ud kfl Mae Wmd I1pGii Mtrx Uplift Max Horn 13 1 1.5 in — 939 lbs - 52 lbs 8 1 1.5 in — 897 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at3-11-0, Rrrlin design by Others, BC: DFL # 1 2 x 4 BC: Sheathed or Purhns at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/I lip, Risk Category 11, Overall Bldg Dims 25 ft x 60 fi(h = l5 It End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads Member Forces Table indicates: Manba ID, mac CSL mac anal force, (mac eonpr tame ifdff=t fiom mac acial fix-) Only fonts gn#erthai 3001bs am shown m this table TC 1-3 4-5 0102 0218 -I2641bs 11551 Ibs 5-60218 6-7 0272 -2,550lbs 4,97611ss BC 9.10 0 401 1,972 lbs 11-12 0 267 1, 106 lbs 10-11 0444 2198 lbs t%t:b 1-13 0.093 -%1 IN, 3-11 0.206 1,10 Am 7-9 0370 2,ogs rm 1-12 0274 1,549 lbs (44 lirs)4-10 0080 430 lbs 7-8 0.085 -809lbs 3-12 0265 -781 lbs 6-10 0.119 671 lbs 34 0399 2,027lbs 69 0.058 -558lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance forft rooftnlss is 20 %(Cq= 0.80). 3) Hangers are for graphical intreprehation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)At least one web of this puss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to dice plane 6 " of each web panel point 7)A creep factor of 1,00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS Only loading. �f ESSt0� 4LJ. 4� Icate[al ISn1�S�CY�I�C7iiE� 1' �F • L Xn ��JJ it ALL PERSONS FABRICATING, HANDLING, ERRS-ITNG ORINSTALLINGANY TRUSS BASED UPON TH[S TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuild®Tntss Software v5 6280 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SETFORM IN THE EAGLE MEEkL PRODUCTS DESIGNNOTES ISSUED WITH Eagle Metal Products MS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHIN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M1 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:23 760423-9479 Page: 10171 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 17-1-8 0/12 2 0-M (4W 0-M 0-" 1 24in 84lbs 0 T1 iT 1-0.0 3.7-3 3-7-3 r 3-7-3 t 5-3-15 t-04-7-3 8-2-6 11-9-9 17-1-8 4A 9vd I 3H 2Y,4 1 3V - 3x8 - 7Y 2U 1 3x8 - 414 - 41 - 6x6 - 2x44 1 0." t l.0-0 3-7-3 1 0 4-7-3 { All plates shown to be Eagle 20 unless otherwise noted 0-0-0 3-7-3 t 3-7-3 1 5-3-15 t 8-2-6 11-9-9 17-1-8 1 T a Loading'PSO General CSI Deflection L/ 0oc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.43(6-7) VertTL: 021 in L/940 (9-10) L/240 TCDL: 15 TPI1-2014 BC: 052(10-11) VertLL: 0.08in L/999 (9-10) L/360 BCLL : 0 Rep Mbr IncreaseNo Web : 0.42 (3-4) Herz TL: 0.01 in 7 BCDL : 15 LumbeCD,O,L, : 115 % Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 13 l 15 in — 971 lbs 52 lbs 7 1 5 5 in 150 in 948 ms Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-7-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purhn design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with die following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category IL Overall Bldg Dims 25 ft x 60 $ It = 15 fl; End Zone Truss, Both end webs considered. DOL =160 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrentwith other dead+ live loads. Member Forces Table indicate;: Ma-nbff D, mac CSI mac adal fume 6m mmar. foram ifdiflaad fiom mac acU to") Ordv f6im Rx1ffthw 300I1,s aeshown in this table TC 1-3 4-5 0116 U 255 -1,311 lbs 3.7201bs 56 6-7 0255 0-4:fi 2,7201bs -2= Is 0C 9-10 0 485 2,224 lbs 1 1-12 0 308 1, 147 lbs LO-1 L OS L7 2304 lbs HW 1-13 0,096 si74 Ibs 3-1 I 0218 1,235lbs 7-9 0413 2.1371b4 1-12 0284 1,606lbs 1-10W 4-10 0098 497lbs 3-12 0276 -812lbs 6-10 0.107 588 lbs 3-4 0418 -2,126 lbs 6A Q058 -553 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inlrepretation only. Install hanger per manufacturers recommendation 4) Provide adequate drainage to prevent pending 5) Brace bottom chord with approved sheathing or purlms per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)A creep factor of l 00 has beep, applied for this from analyst 8) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0 5" 9) Listed wind uplift reactions based on MWFRS Only loading. �F mar r SS1Q4Y c�4��F � J • ER '�1�, C� 4atepl br.3�+s��l�trikd v�li ' clvo- �p4"0'. CA!I') ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TrueBuilcWTnss Software v5.6.280 REFERTOALLOFTHE INSTRUCTIONS, LINUTATIONSAND QUALIFICATIONS SEFFORTI-I IN THE EAGLE NEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROMEAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METALCONNECTDRS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: MI -GB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:21 760-423-9479 Page: lofl I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY I 17-1-8 0/12 l 0-" 0-" 0-" 0-" 1 24in 91lbs d Ti iT 1-0-0 3.1-3 _ 3-7-3 3-7-3 5� -15 � 1 1.0.0 4-7-3 8-2-6 11-9-9 17.1-8 1-04 0235 12 2X,4 1 31g - 31 2x41 Ai- 41- 4.9- 6x6- 2x41 0.0.0 0-0-0 1-0 0 3-7-3 r 3-7-3 1-0-0 1 1 4-7-33-7-3 8-2-6 11-9-9 17-1-8 All plates shownto be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L / (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0,43(6-7) VertTL: 021 in L/940 (9-10) L/240 TCDL: 15 TPI1-2014 BC: 052(10-11) VertLL: 0.08in L/999 (9-10) L/360 BCLL . 0 Rep Mbr IncreaseNo Web : 0,42 (3-4) Horz TL: 0.01 in 7 BCDL: 15 LumberD.O.L : 115% Reaction JT Brg Combo Brg Width its tl Bw Wdfih Max React Mu Grav U lift Max Wmd tl iiii Max U lift Max I ]nri7 l3 1 15 in — 971 lbs 52 lbs 7 1 5 5 in 150 in 948 lbs Material Bracing TC: DEL 01 2 x 4 TC: Sheathed or Purlins at3-7-0, Pu rhn design by Others - BC: DEL 91 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others, Web: DFL #2 2 x 4 Loads 1) This truss has been designed for tie effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ftx 60 ft, h =15Ill, End Zone Truss, Both end webs considered. DOL =1.60 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3) A 250 lbs moving point live load has been applied to the BC concurrent with other dead + live loads. Member Forces Table indicates: Member D, max CSI, max axial lb= (max conpr. force if di9aeh[ from max axial fume) Dnlw ford greater than 300lbs ae shown in this table TC 13 4-S 0.116 0.2S5 -1,311 lbs M Ibs 56 67 0.255 0.426 2,720 lbs "r'h lds 13C 9-10 0.485 2,224lbs 11-12 0.308 1,147lbs 10-11 0.517 2,3041bs M% Ida G096 -974ibs 3-11 0:18 1,235111a 7-9 Q-113 Z337bs 1-12 0284 1,606 lbs t-10 star) 4-10 0088 497 lbs 3-12 0.276 -812lbs 6-10 0107 588lbs 3-4 0.418 2,126lbs 6A 0.058 -553 lbs Notes 1) Unless noted otherwise, do not cut or aller any buss member or plate without prior approval from aProfessional Engineer. 2) Gable webs placed at 24 " OC, U.N.O. 3 )Attach structural gable blocks with 2x4 20ga plates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0,80). 6) Hanger is for graphical inlrepr�tation only. Ins hall hanger per manufacturer s recommendation 7) Provide adequate drainage in prevent ponding. 8)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 9)Acreep factor of 1.00 has been applied for this truss analysis 10) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 11) Listed wind uplift reactions based on MWFRS Only loading a�QfESS�n•a. elk m l r, 6/30/18 :�' Cali rka btaces shall instal U4 CI�VV ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TmeBuild*Tnss Software v5 6280 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MErkLCONNBCIORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M2 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:31 760-423-9479 Page: Iof2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 30-2-0 0,25 / 12 18 1-" 09l.0 0-0-0 0-" 2 24 in 143 lbs 31-2-0 2-10-12 L-10-12 2 10.12 2-10. U 2 10.12 31-1 3 0.1 3 0.1 2-1&12 5-9-8 B-8-414-5-12 1T.5.13 2A5.1d 23.3.15 26-6-0 -i -il 0-2- 1-SA 1-11-8 Tm 29 4xf - 0.2% 12 2 4 I 4x4 - 4 4- 5 q 5 _ 2 4 1 1210.j5g 3x4 - 4x66 q J' X3 4 6 7 9J 10 11 12 37f4 1 TT 2X4 1 4x6 - 4x6 - 2X4 I 6x6 - 4x8 - 4x6 - 22X9 1 6x6 - 18 4x4 - 16 214 I T 2x4 1 3x4 - 0-0-0 0-0-0 2-10-12 2-10-12 r 2-10-12 2-10-12 2-10-12 3-0-1 r 3-0-1 1 3-0-1�10$ 1-9-8 i1-a-q 2-10-12 5-9-8 8-84 11-7-0 14-5-12 17-5-13 20-5-14 23-5-15 26-6-0 -24 29-2-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.53 (9-10) VertTL: 0.48 in L /657 (20-21) L /240 TCDL: 15 TPI1-2014 BC: 0,81(19-20) VenLL: 0,19m L/999 22 L/360 BOLL: 0 Rep Mbr Increase Yes Web: 030(10-19) Cant/OHTL: 0.04inUP 2L/999 15 2L/480 BCDL: 15 Lumber D.O.L.: 115% Cant/OHLL: 0.03inUP 2L/999 15 2L/480 HorzTL: 0,01 in 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Honz 27 1 l.5 in — 1,437 lbs 60 lbs 10 1 10 25 in 1.50 in 1,928 lbs Material Bracing TC: DFL # 12 x 4 TC: Sheathed or Purlins at6-3-0, Purlin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. VVbb: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/FIip, Risk Category 11, Overall Bldg Dims 25 ft x 60 $ h = 15 f( End Zone Truss, Both end webs considered. DOL = 1 60 3) Minimum storage attic loading has been applied in accordance with IBC 1607A 4)A 250lbs moving point live load has been applied to the BC concurrentwith other dead+ live loads. LoadCase DI: StdDeadLoad Point Loads Member Location Direction Load Tnb Width Top 30-2-0 Down 102lbs Member Forces Table indicates: MmdoerID, n� CSL nr axial f6m (nrac mmpr. tome ifdi9emt fmin nm axial fora) Onlv rows pivatathai 300lbs aeshown in fis table TC 1-2 2-33 34 4-5 0.084 0,311 0312 0315 -914lbs -1,851 lbs -1,855 lbs 1 a lbs 5-6 6-7 7-8 8-9 0.181 0.181 0522 0.529 2,1121bs 2,112lbs 2,024 lbs •1 117 lbs 9-10 10.11 0S34 0249 -1,109lbs 363 lbs LC 17•I8 0.t62 3601bs Z4ZI 0.800 r,Itotbs 23c4 0,ri-4 t,851tbs 18-19 0.516 360 lbs 21-22 0.423 2,025 lbs N-Z 0629 1,851 lbs 19-2(l 0.905 L110lbs 22-23 0.398 616s 526 0475 913N %* 1-27 O. -6801 741 0 5 �47 E 3A 7 0 036 .36515a 1-26 0,195 1,068 lbs 8-21 0.194 1,087 lbs 24% 0,062 -594lbs 8-20 0,033 -327lbs 2-25 0.202 1,117 lbs (J-19 0.047 455 lbs fl 3-25 0.032 -317lbs 10-19 0299 1,645 lbs 4-23 0.089 502lbs 11-13 0,066 375lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding ALL PERSONS FABRICATING, HANDLING, ERECTING ORINSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TnleBui ld®Truss Software v5 6.0223 REFER TOALL OF'MEINSTRUCTIONS, LINUTATIONSAND QUALIFICATIONS SETFORIH IN THEEAGLEN/EIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VAL[D ONLY WHEN EAGLE MECAL CONN ECTDRS ARE USED. I OMEGA EQUIPMENT PERFORMANCE ENGINEERING Truss: M2 1301 MONTALVO WAY, STE 4 dobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:31 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 30-2-0 025/12 18 1-0-0 0.0-0 0-M 0-0.0 2 24in 1431bs �- I tsrace nowro cnora witi approvea sneauung or purans per tsractng summary. 6)At least one web oftliis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) The forces shown for this mt&ply truss are per ply and the reactions are for all plies Two identical trusses shall be brtih and athached as follows, per ply: 16d Nails or Gun Nails [min 135"x3 l /4"] TC - 1 row @ 12inoc,BC-1 row @12inoc,Webs-Irow@12inoc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair ofgirder plies with supplemental 16d Nails or Gun Nails [min [35"x3 1/4"] as follows within 24" ofthe location shown: TC: 30-2-0,(I )Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations 9) When applied loads are on one side of girde5 do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half ofthe connectors on one side of girder and then flip the girder to install the other half ofthe connectors on the opposite side (at double the connector spacing) Connectors on opposite sides ofthe girder shall be offset 10) Lateral bracing shall be attached to each ply. I I )All fasteners minimum 2-12" long, unless otherwise now 12) Nails in lstand 2nd ply shall he offsetfrom successive plies by 12 the nail spacing 13) Listed wind upliftreactions based on MWFRS Only loading. R-q ESS: Z r xp. 6/30/18 Mo or, rAGs'q ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCT® TO I TrueBuilcWTruss Software v5 6.0.223 REFER TOALLOF THE INSTRUCTIONS, LINaTATIONSAND QUALIFICATIONS SETFORIIH IN 114EEAGLEMEfAf, PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M2-DT 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:25 760-423-9479 Page: i of2 SPAN PITC 11 QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 30-2-0 0.25/12 3 1-M 0-" 0-" 0-" 2 24in 143lbs 1-11-8 xg V I1 2841�g 0.2`% 12 2VI 4x44- 41- 51- 41- 5x5- 2VI 12 415S31� 21113�4- ^A 8 4 1 77 �pgg 55 yy gg 2p - 1 77 55 T 2n4 4x6 - 4z6 - 2z4 6xfi - 4M - 4x6 - 2z4 1 6zfi - 7 6 444 - 76 2x4 1 T 2x4 1 3x4 - 0-0-0 0-0-0 2-10.1x 2.1Gtz 2•+0 12 x•ta}x x•101x 3 01 3A•3 G 1 s 0 1 1 I.9 8 +- 2.10.12 5.9� as-8-4SA•5-1t. 17TF3 20.5-14 2S•�r15 26.6.0 7.4 O.2•ta 0•x All plates shoivnto be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ One) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.53(9-10) VertTL: 048m L/657 (20-21) L/240 TCDL: 15 TPII-2014 BC: 0.81(19-20) VertLL: 0.19m L/999 22 L/360 BCLL: 0 Rep Mbr Increase Yes Web: 030(10-19) Cant/OHTL: 0.08inUP 2L/881 15 2L/480 BCDL: 15 LumberD-O-L.: 115% Cant/OHLL: 0.03inUP 2L/999 15 2L/480 Horz TL: 0.03 in 10 Reaction JT Brg_ Combo Brg Width Rqd Brg Width Mar React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz 27 1 15 in — 1,437 lbs 60 lbs 10 1 10 25 in 150 in 1,928 lbs Material Bracing TC: DFL ff l 2 x 4 TC: Sheathed or Purlins at6-3-0, Purhn design by Others. BC: DFL 01 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purtin design by Others. Web: DFL 92 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-" to 30-2-0: 180 plf. 3) This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 It h = 15 It, End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IBC 160T I 5)A250lbs moving point live load has been applied to the BC concurrentwith other dead+ live loads. Load Case DI: StdDeadLoad Point Loads Member Location Direction Load TnbWidth Top 30-2-0 Down 102lbs Member Forces Table indiats: Mega ID, mac Cif, mac axial Ibme (mac mnix force ifdi0 rent 8om mac axial fume). Only foms weda tlr 300lbs are shown in this table TC 12 23 3.4 44 0084 0.311 0312 0315 -914lbs -1,851 lbs -1,855 lbs ? 253 lbs S6 6.7 7-8 SA 0,191 0181 0.522 0.529 2,112lbs 2,112 lbs 2,024 lbs •I.117 lbs 1.10 10-11 0.534 0249 -1,109lbs 533 lbs (-10011n) DC 17-18 OJ62 -542lbs 20-21 0.800 1,217lbs (-43lbs) 23-24 0.6N 1.851lbs 18-19 0,516 -800lbs 1122 0.423 2025lbs 24-25 0.629 1,951lbs 1920 OJOS LIIOlbs 2223 0388 2,256lbs 25?6 0.475 013lbs Rib 1-27 0.070 -0&Ulbs 5-22 0.035 40L On i0.19 0299 t;645The 126 0.195 10681bs 7-22 0.051 371 [lbs (-2441bxj II-13 0066 3751bs 2-26 0.062 -5941bs 7-21 0.035 410 lbs 13-17 0.036 -3651bs G 2.25 0202 1, 182 Ibs 8-21 0,194 1, 188 lbs 3-25 0,032 3171bs 320 0.033 -3271bs .423 0.109 791lbs (-276 9-19 0.047 4551bs Notes 1) Unless noted otherwise, do notcut or after any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intreprehagon only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to preventponding. 8 4f 6/30/18 EXO. �TFor c.A�� ALL PERSONS FABRICATING, HANDLING, FRECTNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCMD To TrueBu IM)Truss Software v5 6.0223 REFER TOALL OF THE INSTRUCTIONS, LIMITA-ITONS AND QUALIFICATIONS SE rFORT1i IN THE EAGLE fvEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROMEAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MEIAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M2-DT 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:26 760-423-9479 Page: 2 o172 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 30-2-0 025/12 3 1-" 0-" 0-M 0-0-0 2 24in 143lbs 5) Brace bottom chord with approved sheathing or purhns per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss Lateralbraces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) The forces shown for this mrrltrpty truss are per ply and the reactions are for all plies Two identical pusses shall be brdl[ and attached as follows, per ply: 16d Nails or Gun Nails [min .135"x3 1/4"] TC - I row @ 12 in oc, BC - I row @ 12 in oc , Webs -1 row @ 12 in oc. Provided the hanger connections do not adequalely transfer the applied load to all plies: in addition to connectors shown above, attach each pair ofgirder pees with supplemental 16d Nails or Gun Nails [min I35N3 1/4"] as follows within 24" ofthe location shown: TC : 30-2-0,(1)C onnectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations 9) When applied loads are on one side ofgirier; do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install halfofthe connectors on one side of girder and then flip the girder to install the other halfofthe connectors on the opposite side (at double the connector spacing) Connectors on opposite sides ofthe girder shall be offset 10) Lateral bracing shall be attached to each ply. 11)AII fasteners minimum 2-12" long, unless otherwise noted 12) Nails in ist and 2nd ply shall be offset from successive plies by 12 the nail spacing 13) Listed wind uplift reactons based on MWFRS Only loading 1 � `Fn Fr 6/30/18 q CIV1� �F CAL' ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW ING ARE INSTRUCTED TO f TrueSttilcWTruiss Software v5.6.0223 REFER TOALL 0FT14EINSTRUCUONS, LINIITATIONSAND QUALIFICATIONS SET FORM IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH !` Eagle Metal Products THIS DESIGN AND AVA[LAB LE FROM EAGLE UPON REQUEST. DESIGN VAL[D ONLY WHEN EAGLEMEIAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M2-GB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:28 760-423-9479 Page: Iof2 SPAN PfrCH QTY OHL OHR CANTL CANT PLYS SPACING WGT/PL) 30-2-0 0.25/12 1 1-0-0 0-" 0-" 0-" 2 24in 169lbs t -0�_ 3.10-12� 2.10.42 r_ 2-10.12 t 2-16.12 t 2-Milt tG V 3-41 t 3�1 t 3-0.1 t 3.0.1 LF1oh61-"- -0. 2-10-12 5-9-8 8-84 11-7-0 14-5-12 17-5-13 20-5-14 23-5-15 26-6-0 9-2-030-2-0 1-5-4 1 -11-8 M m c lN � l 28 5x5 . 0.2% 412 11 - 4x44 - 4,4 - 51- 417 - x5 qq 4x04 - 41 - 12 0 ?x5 3x4 4x6 I Tr qq _ T2z4 1 5X5 - 4z4 - 4z4 - 6x6 - 4x8 - 4x4 - 4N - 4x6 - 18 4 x4 - 16 2x4 1 2x4 1 3x4 - 0-0-0 0-0-0 i 2-10-12 1 2-10-12 i 2-10-12 1 2-10-12 1 2-10-12 _r 3-0-1 r 3-0-1 t 3-0-1 t 3-0-1 Cr10-� 1-9_B 2-10-12 5-9-8 8-84 11-7-0 145-12 17-5-13 20-5-14 23-5-15 26-6-0 -4- 29-2-0 All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection LJ (hoc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 023(10-11) VertTL: 026in L/999 (22-23) L/240 TCDL: 15 TPI1-2014 BC: 0,40(22-23) VertLL: 0,1 in L/999 (22-23) L/360 BOLL: 0 RepMbrincreaseNo Web: 0.21(1-26) Cant/OHTL: 0-09inUP 2L/783 15 2L/480 BCDL: 15 LumberDOL,: 115% Cant/OHLL: 0.04inUP 2L/999 15 2L/480 Horz TL: 0 in 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 27 1 15 in — 1,437 lbs 60 lbs 10 1 10 25 in 150 in 1,928 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purfim at 6-3-0, Purfin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others. Web: DFL #2 2 x 4 Loads I) This truss has been designed for the effects ofwind loads in accordance widiASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 It x 60 $ h = 15 f( End Zone Truss, Both end webs considered. DOL =1.60 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3)A250 lbs moving point live load has been applied to the BC concurrent with other dead+ five loads- LoadCase D1: StdDeadl-oad Poirrt Loads Member Location Direction Load TdbWidtr Top 30-2-0 Down 102lbs Member Forces Table indicates: Manba D. `r x CS1. cox axial 16= (mac corwr. force if diflaatt fiom roe axial force) Only forces weka that 300lbs areshown in this table TC 12 2-3 34 4-5 0.090 0.154 0.193 0208 -9551bs -1,6471bs -2,058 lbs -1r11 Ibs 5-60201 6-7 7-8 8-9 0202 0185 0 143 2,13716s -2,137 lbs -1,945 lbs -1; l88 16 9-10 0148 -735 lbs 10-11 0234 303 lbs W 19-20 0.174 734lbs 2223 0,402 2,210lbs 25.26 0202 9iallls 20-21 0 289 1,437 lbs 23 24 0 378 2,057 lbs 24-22 0362 L.9411.3s 2425 0-316 L6451bs Web 127 0.071 692lbs 8-20 0042 41116a 1-26 0.205 1,11616s 9-20 0,163 909 lbs t 2-26 0.055 -531 lbs 9-19 0.057 -554 lbs 2-25 0.147 819lbs 10-19 0203 1,113lbs 3-25 0.038 -374 lbs 11-13 0D55 311 lbs ry 3-24 0.089 502lbs 8-21 0,098 554lbs Notes `J� C I V 1 _ ��@ l) Unless noted olherwise,donotcutor*rany truss member orplate withoutpriorapproval from aProfessional Engineer. 'r1j� �¢� 2) Gable webs placed at 24 " OC, U.N.O. ! j� GlC 3)AUach slnrctut-al gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-133 published by the SBCA 5) The fabrication tolerance for this roof puss is 20 %(Cq = 0.80). 6) Hanger is for graphical inhepretation only. Install hanger per manufachuel s recommendation. 7) Provide adequate drainage to prevent ponding. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING AREINSTRUCIFA TO TrueButildOTruss Software v5.6.0.223 REFER TO ALL OF TH E INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN TTJE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M2-GB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:28 760-423-9479 Page: 2of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 30-2-0 0,25 / l2 1 1-0-0 0-0-0 0.0-0 0-0.0 2 24 in 169 lbs 8 )At [east one web ofthis truss has been designed with a pane[ point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the miss Lateral braces shall be installed within 6 " of each web panel point 9)A creep factor of 100 has been applied forthis truss analysis 10) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: I6d Nails or Gun Nails [min 135"x3 1 /4"] TC - 1 row @ 12 in oc, BC -1 row @ 12 in oc, Webs - l row @ 12 in oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails [min 135"x3 1 /4"] as follows within 24" of the location shown: TC: 30-2-0,(1)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations 11) When applied loads are on one side of girder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install halfofthe connectors on one side ofgirder and then flip the girder to install the other half ofthe connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 12) Lateral bracing shall be attached to each ply. 13)All fasteners minimum 2-12" long, unless otherwise noted 14) Nails in lst and 2nd ply shall be offset from successive pees by 12 the nail spacing 15) Listed wind uplift reactions based on MWFRS Only loading. FS5� 8241 Exp. 6/30/18 F CAL' ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRU= TO I TtueBnild®Tnrss Software v5.6 0 223 REFER TO ALL OFTHE INSTRUCTIONS, LINUTATIONSANDQUALIFICATIONS SETFORM IN THE EAGLE METALPRODUCTSDESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE U PON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M3 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:36 760-423-9479 Page: loft SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-" 0.25/12 2 0-" 0-0-0 0-M 0-" 2 24in 150lbs 7:1Q-17 i &10.12 3 2-SO-12 � 9-61 i 3-0.1 r 3A-1 i 3-U�1 q,f0�S1.9.8 >7.8� 3-8-12 6-7-ti 1 9-6-4 12-5-0 15-3-72 AN, 2i- " 27-4-0 2 a 1 1-5-4 1-11-8 N I ll c �1Z� 0.245 12 24 h 12 0.2 N 3x4 . 4x84 - 4x44 - 44 - 5,5 - 4x� - 4r84 - 44 - 50 2i{2 1414 1 11 - T 4 TTT2x41 525- 49- AN 626- 42M- 4xl- 42U- 5z5- 18 444- 162JI T 2A 1 4x4 0-0-0 0-0-0 3-8-12 2-10-12 2-10-12 2-1%1.2 2-10-12 3.0.1 3.0.1 9�R1 3�0.1 1 1.8•B !H 3-8-12 6-7-8 9.64 12-5-0 15-3-12 16-3-13 I11-14 24-&18 Z710 8-P All plates shown to be Eagle 20unless otherwise noted Loading (pst) General CSI Deflection L1 (loc) Allowed TCLL : 20 Bldg Code : CBC 20161 TC: 0.36 (4-5) VertTL: 0 37 in L / 875 (23-24) L /240 TCDL: 15 TPI1-2014 BC: 0.72(23-24) VertLL: 015in L/999 (23-24) L/360 BOLL: 0 RepMbrincreaseNo Web: 0.23(1-26) Cant/OHTL: 0[IinUP 2L/594 15 2L/480 BCDL: 15 LnmberD.O,L,: 115% Cant/OHLL: 0.05inUP 21,/999 15 21-/480 Horz TL: 0.05 in 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Ward Uplift Max Uplift Max Honz 1 1 5.5 in 1.50 in 1,418 lbs 60 lbs 10 1 10 25 in 1.50 in 1,959 lbs Material Bracing TC: DFL # 12 x 4 TC: Sheathed or Purlins at 6-3-0, Partin design by Others. BC: DFL # l 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others Web: DFL 02 2 x 4 Loads 1) T'his Miss has been designed for the effects due to 10 psf bottom chord We bad plus dead loads. 2) T11is truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 It h= 15 It, End Zone Truss, Both end webs considered DOL =160 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 4)A 250 lbs moving point live bad has been applied to the BC concurrent with other dead + live loads. LoadCase DI: StdDeadLoad Point Loads Member Location Direction Load TnbWidth Top 30-2-0 Down 102lbs Member Forces Table indicates : Manba D, n� CSI, max racial foams (rn c comer. force ifdiffaa4 from nrmc a6a] fo=) Only forces vaedadrarr 300lbs are shown in this table TC 1-2 2-3 A 0.123 0344 0.344 -1,121lbs 2,00916s 2 U13 Nxi 4-5 5G fr7 0.359 0210 0210 2,372lbs 2,231 lbs -2231 lbs 7-8 8-9 �Llo 0193 0.149 0.149 2,03116s -1,55216s -7771bs DC 19-20 0.182 775lbs 22-23 0434 2,374lbs 2526 0.50 1,I24.Iba 20-21 0299 1,551 lbs 23-24 0716 2,009 lbs 21-22 0.383 2,029 lbs 24-25 0 716 2.009 lbs Web 126 0.229 1,Z%i s 0..168 9..W W 2-26 0.062 -595 lbs 9-19 0 058 -567 lbs r 2-25 0.192 1,061 lbs 10-19 0208 1,139 lbs 3-25 0.031 -301 lbs 4r23 0.081 456Ibs CP 8-21 0.102 5801bs 8-20 0.043 4224lbs Notes 1) Unless noted otherwise, do notcut or after any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof lnrss is 20 %(Cq = 0.80) 3) Provide adequate drainage to prevent ponding �QFESS/ Exp, 6/30/18 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE 1NSTRUC "ED TO I T=Build®Truss Software v5.6.0.223 REFER TO ALL OFTHEINSTRUCTIONS, LIM[TATIONSAND QUALIFICATIONS SET FORTH IN THEEAGLEMEFAL, PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M3 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:36 760-423-9479 Page: 2 42 SPAN PrrCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-" 0.25 / 12 2 0-" 0-M 0-M 0-0-0 2 24 in 1501bs 4) Brace bottom chord with approved sheathing or purhns per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss Lateral braces shall be installed wthin 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) The forces shown for this multi -ply truss are per ply and the reactions are for all plies_ Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails [min .135"x3 1/4"] TC - I row @ 12inoc,BC-1 row @12inoc,Webs -Irow @12inoc. Provided the hanger connections do not adequately transfer the applied load to allplies: in add ition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails [min .135"x3 1 /4"] as follows within 24" ofthe location shown: TC: 30-2-0,(l )Connectors Connectors shall notencroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufachurer recommendations 9) When applied loads are on one side of girdeS do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install halfofthe connectors on one side of girder and then flip the girder to install the other halfofthe connectors on the opposite side (atdouble the connector spacing) Connectors on opposite sides ofthe gi dershall be offset 10) Lateral bracing shall be attached to each ply. I I )All fasteners minimum 2-12" long, unless otherwise noted. 12) Nails in lstand 2nd ply shall be offset from successive plies by 12 the nail spacing. 13) Listed wind uplift reactions based on MWFRS Only loading. L5S/0 18241 Exp. 6/30/18 z ALL PERSONS FABRICATING, HANDLING, FRECIING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARF INSTRUCTID TO I TtueBuildWTruss Software v5.6.0223 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET' FORTH IN THE EAGLE METAL. PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M3-GB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:33 760423-9479 Page: 1of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGTIPLY 31-M 025 / 12 1 0-" (-0-0 0-" 0-0-0 2 24 in 173 lbs • 3-a-12 6-7-9 9-6-4 12.5-0 ' 75.3-12 19-YI3 21.3-14 ' 24-YI5 1 27-0.0 28.2-MG-0-031-0.0 1-54 1-11-8 o �12_ 1 0,2 12 4V_ 4q4- 4V- 51- 4�- 12 0.255 3x4 • 4)4- 41' S 0 11 4x6 - 211Iq,�q_ 1 4 T 2- 1 TT T 22N1 5z5- 4z4- 4U- 62- 4N- 4z4- 4xN_ 5z5- 184z4- 16 2z4 I T 2x4 1 4x4 - 0-0-0 0-0-0 3-8-12 2-10-12 2_10-12 2-1a10 2.1ih12 3-0.1 3-�1 3-Q 1 9�1 1 1-9-9 - 3-8-12 8-7-8 9-6-4 12-5-0 15.3.12 111115 21-3-14 24_3_75 27.4-0 0-p 1 All plates shownto be Eagle 201r11ess otherwise noted Loading (PSO General CSI Deflection L✓ (loc) Allowed TCLL : 20 Bldg Code : CBC 2016/ TC: 0.23 (10-11) VertTL: 028 in L /999 (22-23) L /240 TCDL: 15 TPII-2014 BC: 0.42(22-23) VertLL: 0.11in L/999 (22-23) L/360 BCLL: 0 Rep Mbr IncreaseNo Web: 024(1-26) Cant/OHTL: 0.1 in UP 2L/711 15 2L/480 BCDL: 15 LumberD.O.L: 115% Cant/OHLL: 0.05inUP 2L/999 15 2L/480 Horz TL: 0.05 in 10 Reaction JT Brg Combo Brg Width Rqd Big Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz I 1 55 in 1.50 in 1,418 lbs 60 lbs 10 1 10,25 in 1.50 in 1,959 lbs Material Bracing TC: DFL # 12 x 4 TC: Sheathed or Purlins al: 6-3-0, Pu tin design by Others. BC: DFL # i 2 x 4 BC: Sheathed or Purhns at 10-0-0, Purlin design by Otliers. Web: DEL #2 2 x 4 Loads 1) This truss has been designed for the effects of hind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/I-Iip, Risk Category 11, Overall Bldg Dims 25 ftx 60It h= 15 ft, End Zone Truss, Both end webs considered. DOL = 1,60 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3 )A 250lbs moving point live load has been applied to the BC concurrent with other dead + live loads. LoadCaseDl: StdDeadLoad Point Leads Member Location Direction Load TnbWidth Top 30-2-0 Down 102lbs Member Forces Table mclicato Menbff 1D, mac (SL r axial fom� (max comps fo= ifdfftmt fiom ma axial forte) Only fortis gruata than 300lbs are shown in this table TC 12 0.112 -1, 157 lbs 4-5 0219 2,335 lbs 7-8 0193 -2,029 lbs 2-3 0.170 4,817 lbs 56 0211 2,239 lbs 8A 0149 -1,553 lbs 34 0207 2'%lbs 67 0211 -12"lbs 'did 4.I49 777Nx BC 19-20 0.181 7751bs 22--3 04-- 2•334 W 2`r16 O..235 1,155lbs- 2A21 0.300 1,551 lbs 123-24 0 403 2,204lbs Rid 12h n.Z17 IwA51bs 920 0168 935 qae 2--% 0055-534lbs 9-19 0058-568lbs 225 0.141 783 lbs 10-19 0208 1,139 lbs 3.25 0.036-3561bs 3-24 0.084 476 Ibs • - �, �'Z_ 41 1 8-21 O.102 577 lbs 9-20 0043 423lbs _ EXp 6/30/18 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. C I U�,�� 2) Gable webs placed at24 " OC, U.N.O. q 3)Atlach structural gable blocks with 2x4 20gaplates, UN.O 4) Bracing shown is for in -plane requirements. For out-0f--plane requirements, referio BCSI-B3 published by the SBCA 5) The fabrication tolerance fort his moftmss is 20 %(Cq = 0.80), 6) Provide adequate drainage to prevent ponding ALL PERSONS FABRICATING, HANDLING, ERECIING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnleBuild®Truss Software v5.6.0223 REFER TOALLOFT14EINSTRUCI'IONS,LINUTATIONSANDQUALIFICATIONS SEI'FORIHINT14EEAGLEME-F LPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products THIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNE CONNECTORS ARE USED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M3-GB 1301 MONTALVO WAY, STE 4 JobName:madison-lot-58b PALM SPRINGS, CA. 92262 Date: 05/18/18 11:02:33 760-423-9479 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-" 0.25 / 12 1 0-M (-0-0 04W 0-" 2 24 in 173 lbs 7)At least one web of thus buss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point 8)A creep factorof 1,00 has been applied for this truss analysis- 9) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe hop chord shall not exceed OS" 10) The forces shown for this mrlltply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 16d Nails or Gun Nails [min .135"x3 l /4"] TC -1 row @ 12 in oc, BC -1 row @ 12 in oc, Webs - l row @ 12 in oc Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails [min .135"x3 1/4"1 as follows within 24" ofthe location shown: TC: 30-2-0,(I )Connectors Connectors shallnot encroach on other girderply connectors ortruss-to-truss connectors in accordance wide the NDS orthe connector manufacturer recommendations I I) When applied loads are on one side of girder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied When applied loads are on both sides of girder, double the spacing and install half ofthe connectors on one side of girder and then flip the girder to install the other half ofthe connectors on the opposite side (at double the connector spacing) Connectors on opposite sides ofthe girder shall be offset 12) Lateral bracing shall be attached to each ply 13)AIl fasteners minimum 2-12" long, unless otherwise noted 14) Nails in Istand 2nd ply shall be offset from successive plies by 12 the nail spacing IS) Listed wind uplift reactions based on MWFRS Only loading r*3 Exc. 6/30/18' �F � C I V I - for CALIC�� ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS "TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TtueBWWTruss Software v5 6.0 223 RFFERTOALLOFTHEINSTRUCTIONS,LIMITATIONS AND QUALIFICATIONS SEfFORIHINTHE EAGLENEIALPRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLEMETAL CONNECTORS AREUSED. OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M-DT 1301 MONTALVO WAY, STE 4 1obName: rnadison-lot-58b PALM SPRINGS, CA, 92262 Date: 05/18/18 11:02:13 760-423-9479 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-3-8 0/12 3 0-" 0-0-0 0-M 0-" 1 24in 78lbs 1-0-0 3-7-3 3-7-3 3-7-3 4-5.15 1-0-0 4-73 8-2-6 11-9-9 16-3-8 1-0-0 2r4 I xJi - 0.25 15 2Y,,4 I 3H 6Xf - 2z4 I Sze . 4z1 • 4ze - 64 - 2A 1 0-0-0 0-0-0 }•0.0 3-7-3 3-7-3 3-7-3 4-5.15 1-0-0 4-7-3 6-2-6 11-9-9 1IN, A]I plates shown to be Eagle 20 tarless otherwise noted Loading (psi) I General CSI Deflection 1-1 (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 027(6-7) VertTL: 0.18in L/999 (10-11) L/240 TCDL: 15 TPII-2014 BC: 0.44(10-11) VertLL: 0.07in L/999 10 L/360 BCLL : 0 Rep Mbr Increase Yes Web : 0.40 (3-4) Horz TL: 0.02 in 8 BCDL: 15 Lumber D.O.L.: 115% Reaction Il' Brg Combo Brg Wdih Rrld Brg %%ki(h Max React Max Gmy Uplift Max Wnd Uplift Max Uplift Nlalx 1 lory 13 1 15 in — 939lbs 52 lbs 8 1 1.5 in — 897 lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at 3-I 1-0, Purlin design by Others. BC: DFL # 12 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others. Web: DFL #2 2 x 4 Loads 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 14-9-8: 180 plf. 3)This his truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following riser defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 t , h = 15 $ End Zone Truss, Both end webs considered DOL =1.60 4) Minimum storage attic loading has been applied in accordance with IBC 160T I 5)A 250 lbs moving point five load has been applied to the BC concurrent with other dead + live loads Member Forces Table indicates Mmrba m. ri a CSL n� axial force (mac mmor. thwe if differed fiom mac axial force) Ordv foma 2reatffthan 3001bs areshom in this table TC 1-3 24 0.102 0.124 -I264lbs -719 lbs 4-5 5-60218 0.218 2,551Ibs 2,550 lbs 6-7 0272-1,976lbs DC V 0201 534I1s I61I 0.444 ^_,I9816s 9-10 O.401 I 7216s 11-12 0267 t 138lbs Wb [43 0.W3 -%Ilbs 3.11 0.206 I,ISilln 74 0.170 2,0951bs 1-12 0,274 1,549 lbs (-44 lbs) 4-10 0117 845 lbs (440 lbs) 7S 0085 -809 lbs 3-12 0.265 -781 lbs 640 0131 951 lbs (280 IN) 3A 0399 2,027lbs 6A 0.058 -558lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or pudins per Bracing Summary. 6)Atleast one web ofthis truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane 6 " of each web panel point 7)Acreep factor of 1.00 has been applied for this truss analysis 8) Listed wind uplift reactions based on MWFRS Only loading I�lal hrx�x �s1r,31i 1'alals + ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASF UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeStvldVTniss Softwarev5 62F' Ij REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FOFaH IN THE EAGLEiv1E AL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSED, OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: M-GB 1301 MONTALVO WAY, STE 4 JobName: madison-lot-58b PALM SPRINGS, CA, 92262 Date: 05/18/18 11:02:16 760-423-9479 Page: 1 of 1 SPAN PffCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-3-8 0 / 12 l 0-" 0-M 0-M 0-0 0 1 24 in 82 lbs 1 3-7-3 3-7-3 3-7-3 4-5-15 10 4.7.3 8.2.6 11-9-9 16-3-8 0.25 T.Ipi 2)�41 3)g 6.,p . 2U 1 3z9 - 41 - 42 - 6x6 - 2 z4 1 G4-0 0-0-0 t4M 3-7.3 3-7$ 3-7-3 4-5-15 1-0.0 4-7-3 8-2-6 11-9-9 16-3-9 All plates shown to be Eagle 20 unless otherwise noted Loading (ps" General CSI Deflection U (roc) Allowed TOLL: 20 Bldg Code : CBC 2016/ TC: 03216-11 Ve ITL: O Ili. L /999 110-I 11 L 1240 TCDL: 15 TPI1-2014 BC: Oj0(10-[I) VertLL: 0.07in L/999 10 L/360 BCLL : 0 Rep Mbr IncreaseNo Web: 0,40 (3-4) Horz TL: 0 02 in 8 BCDL : 15 LumberD O.L : 115 % Reaction Tf B Combo BrgWdth R d Brg Vridlh Mae [beaux Max Grav Uplift Max Wind Uplift Mae U lift Max Honz 13 1 15 in — 939 lbs SZ Ibe 8 1 1.5 in 897 lbs Material Bracing TC: DFL #1 2 x 4 TC: Sheathed or Purlins a93-9-0, Pudin design by Others, BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 10-0-0, Purlin design by Others, Web: DEL #2 2 x 4 Loads 1)11tis truss has been designed for the effects ofwind loads in accordance with ASCE7 -10 with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Dims 25 ft x 60 ft, h = 15 t(End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage Ac loading has been applied in accordance with IBC 1607.1 3)A 250 Ibs moving point live load has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicts: MarbalD, mac M max anal force (mac tumor. force ifdifka t 5om mac axial force). Onlv fours greata than 300lbs are shown in this table. TC 1-3 4-5 0.112 0239 -1,264 lbs 551 lbs 56 6-7 0239 0.117 2,550 lbs -0 9ilbs BC 9-10 0.44E 1197216s II-12 0300 1, 106 lbs A 1041 0495 2,198lbs 4b [43 4093 JUI fl>e 3-11 0206 1.1681bs 74 0,370 3,095N 1-12 0274 1,549 lbs r441b) 4-10 0080 4301bs 7-8 0085 -809 lbs 3-12 0.265 -781 lbs 6.10 0 119 671 lbs 3-4 0,399 2,027 lbs 6A 0058 -558 lbs Is � `edotherwise, donot cut oralter any truss member orpla�Rf• E JSI041 without ..r] placed at24"OC,U.N.O. {�7v� v *gable blocks with 2x4 20ga planes, U.N.O. n is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA ^ wkrantc for this rooftmss is 20 %(Cq = 0.80), Z rnrphiral intrepretaalion only. Install hangers per manufacturer's recommendations 1 T draavgetopreventponding 6j30118 the truss has been designed with a panel point in the web- All panel points on such webs shall be braced laterally perpendicular to the pk4x of tre y g. 1�1u`'si�l b slw - I1 Ss point V has bops applied lar t7 s Truss analysis. C I V 1 \- \e mtons based on NIWFRSOnI klnding qj� Or C w�O�R� ALL Riles THIS G, HANDLING, IRECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING AM INSTRUCTED TO TrueBuild�JTruss Software v5 6280 1CnON5, LINUTATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. aR p z6 rt > lk .b 1 \p� BLS. yq { / pY4u'tU'`i1°� ggY4 ywt � v O � q°t llf 1 r C ➢a� ... ...,.., Ye'eGt6 �'Haq➢) (1 6 N) � F s 177 jqv d t t w J A Jp w.l 32'&1 �osn^(li `iotet ! 5>4L¢i curl e hNp�E b �h C hI n bl a o-vry e.o.a,�w — wn pHaxirzucall - I ' b.�. 1/nn ,g e H�gpy�E A STRUCTURAL ENGINEERING, INC. V EyIEr10 z❑ REVISE & RESUBMIT ❑REJECTED ❑ FURNISH AS CORRECTED Corrections or comments made on the shop draw- ings during this review do not relieve contractor from compliance with the r$(.,.q! ;rements of the drawings and specifications. This chick is only for review of general eonfoc mance -,vith the design concept of the f tion Fa— Zp. in O U U' 5; z �0-CLUoLUo J 0a m 00>v0_9� -J LIJ 0 4- mo �Uul �z"9� F6 5� �gg � -u 0 o zo a;.,000L 77- �o oon 9 a x zoo ps oject and ge _c as ccm i:an.ce v th the in orma Tape contractor is given in Lje contract ,Lwurnents. responsibleior confarmngavd co re3ahnEal3 ctsaaIl- tities and dimensions; selecting fabrication Processes and techniques of construction: coordinating their IL work with that of all other trades; and perform!ug their work in a safe satisfactory manner. QO '._ _Date C U9 I II i p M u C F h a FRAMER TO CONFIRM ALL SPANS AS FOLLOWS: Framer shall be giv ; n two truss layouts; the Framer shall keep one for his/her use, and one shall be brought back to Omega for revisions, and, or confirmations. F mer shall place a circle around each span on this truss layout If the span is good, please place your initial next to the encircled span dim nsion. If the span needs to change, please circle the noted span, place an X through the encircled span, write down the requested dimension, and then initial the requested dimension. Note: if a dimension needs to be changed; all dimensions affected by this dimensional change shall be revised, following the same encircled and initialed procedure as detailed above. Note: fabrication and delivery dates are directly di iven by Omega receiving the confirmation layout from the Framer. y