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08-1269 (AR) (STRUCTURAL & TRUSS CALCS)TITLE 24 Ener'gy . Conservation .Standards Co' mplia'nce Report Addition Alone Calculation Method BOONE RESIDENTIAL ADDITION LOT 37 - THE ESTANCIAS LA QUINTA May 20, 2008 7w Madlin's Job Number: 28110A Prepared For: WALLING & McCALLUM LTD. 45190 CLUB DRIVE INDIAN WELLS, CA 92210 TELEPHONE (760) 360-0250 liG In s JUL. 29 2008 enterrprieses c3y v-vvvvv Catherine M. Madlin, I Certified Energy Analys-t Post Office Box 1443 w, "I Palm Springs, CA 92263 Phone 760-322-5004 / 760-323-3644 3CITy OF LA OUNTA �IDEPT E-mail: Cmadlin@aol.com BUILDING & SAFETY pROVED AP FOR CONST UCTION Madliii s enterprises Catherine M. Madlin, Certified Energy Analyst 760-322-5004 / 323-3644 Faxvvvvv,® ®. Title 24 Energy Conservation Standards Compliance Report This proposed project has been reviewed for compliance with the 2005 State of California Energy Conservation Standards, Title 24, by Madlin s Enterprises. The building design described in this compliance report is in conformance with the standards`as outlined in the attached compliance forms and documentation. Date: May 20, 2008 Job Number: 28110A Designer's Name: WALLING & McCALLUM LTD. Owner's Name: MR & MRS DOUG BOONE Method of Compliance: MICROPAS V7.3 CERTIFIED COMPUTER PROGRAM Orientation of Entry: NORTH-NORTHEAST — SEE SITE PLAN ti Post Office Box 1443 w Palm Springs, CA 92263 f' Madlin s enterprises Catherine M. Madlin, Certified Energy Analyst - 760-322-5004 / 323-3644 Fax V ®.. ®V DESCRIPTION OF BUILDING COMPONENT MINIMUM COMPLIANCE REQUIREMENTS Job Name . BOONE RESIDENTIAL ADDITION Job Number / File Number / Compliance Method 28110A / Micro as V7.3 Computer Simulation Scope of Calculation Addition Alone Total Conditioned Square Footage 300 S .Ft. Total Glazing % Floor/Glass Area Ratio 28.8% Insulation: Roof. / Ceiling R-38 Batts Roof Radiant Barrier Required at Roof — Installed Per Mfg Secs Insulation: Walls R-21 Batts — 2x6 Wood Studs Insulation: Floor - Slab on Grade Not Required Glazing: Exterior Shading Overhangs as Shown on Plans Thermal Mass Square Footage & % Not Required For Compliance H.V.A.C. System Type Mini -Heat Pum — Split System HVAC System Efficiency (heating/cooling) 8.0 HSPF / 13.0 SEER Domestic Hot Water Heater Existin Third Party Certified Inspections for T24 Not Required for Compliance Other Requirements Applicable Mandatory Measures 1 Fenestration Type U Factor maximum SHGC maximum Tested Value Fixed 0.53 0.35 Yes — NFRC Patio Doors 0.55 0.35 Yes — NFRC Solatube 0.50 0.40 Yes — NFRC Typical specifications: Dual Pane, Low E+ Coating, Aluminum Frame, Fleetwood or Equal Product It is the responsibility of all contractors providing services and/or equipment for this project to read the Title 24 CF -IR. The Summary of Requirements table on this page is only provided to assist you in understanding the Title 24 requirements outlined on form CF -IR. If there is a discrepancy between the two documents, the CF -1R form takes precedence. a .Title 24 Compliance Forms CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 1 Project Title.......... WALLING.BOONE.ADD Date..05/20/08.11:07:20 Project Address......:. LOT 37 - THE ESTANCIAS ******* LA QUINTA-*v7.30* Documentation Author... CATHERINE M. MADLIN ******* Madlin's Enterprises P.O. Box 1443. Palm Springs, CA 92262 760-322-5004 Climate Zone. ... '15 Compliance Method....... MICROPAS7 v.7.30 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.30 File -28110A1 Wth-CTZ15S05 Program -FORM CF -1R User#-MP0207 User-Madlin's.Enterprises Run -T24 PERMIT CALC MICROPAS7 ENERGY USE SUMMARY Energy Use (kTDV/sf-yr) Space Heating.......... Space Cooling.......... Total Standard Proposed Building Permit Pia_n_CNeck I Date Field Chec Date Compliance Method....... MICROPAS7 v.7.30 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.30 File -28110A1 Wth-CTZ15S05 Program -FORM CF -1R User#-MP0207 User-Madlin's.Enterprises Run -T24 PERMIT CALC MICROPAS7 ENERGY USE SUMMARY Energy Use (kTDV/sf-yr) Space Heating.......... Space Cooling.......... Total Standard Proposed Compliance Design Design Margin 0.85 0.25 0.60 ,109.23_ 89.28 19.95 110.08 89.53 20.55 *** Building..complies with Computer Performance-*** *** Water Heating not calculated *** GENERAL INFORMATION HERS Verification. ........ Conditioned Floor Area..... Building Type .............. Construction -Type.......... °Fuel Type ..... ............ Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of.Building Zones... Conditioned Volume.......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -factor.., Average Glazing SHGC........ Average Ceiling Height..... Not Required 300 sf Single Family Detached Addition Alone NaturalGas Front Facing ` 25 deg (NE) 1 1' FullYear Slab On Grade 1 3000 cf 300 sf 28.8 % of floor area 0.54 Btu/hr-sf-F 0.35 10 ft CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2 Project Title.......... WALLING.BOONE.ADD Date..05/20/08 11:07:20 MICROPAS7 v7.30 File -28110A1 Wth-CTZ15S05 Program -FORM CF -1R User#-MP0207 User-Madlin's Enterprises Run -T24 PERMIT CALC. BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo - Area Volume Dwell Peop- it- stat Zone Type (sf) (cf) Units le ioned Type 1.ZONE - New (Added) Vent Vent Verified Height Area Leakage or (ft) (sf) Housewrap Residence 300 3000 1.00 2.0 Yes Setback 2.0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact -'Cavity ing Act Gains IV Location/ Surface' Type (sf) or R-val R-val Azm Tilt Reference Comments 1.ZONE - New (Added) 1 Wall Wood 154,0.069 21 .0 25 90 Yes IV.9A6 2 Wall Wood 111 0.069 21 0 115 90 Yes IV.9 A6 3 Wall" Wood 8 0.069 21 0 205 90 Yes IV A A6 4 RoofRad Wood 299 0.025 38 0 n/a 0 Yes IV 1 A18 Length . F2 Surface. (ft) Factor 1.ZONE,= New (Added) 5 S1abEdge . 36 ' 0.730 R-0 No IV.26 Al FENESTRATION SURFACES PERIMETER LOSSES Appendix Insul Solar IV Location/ R-val Gains Reference Comments Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 1.Z ONE,. - New. (Added) 1 Door Left (SE). 64.0 0.550 0.350 115 90 Standard W1/Patio Door 2 Wind Front (NE) 21.3.0.530.0.350 25 90 Standard W2/Fixed 3 Skyl Horz 1.0 0.500 0.400 25 0 None W3/Solatube OVERHANGS Window Overhang Area Left Right Surface (sf) Width'Height Depth Height Extension Extension. i 1.ZONE - New (Added) !- 1 Door 64.0 8 8 .4 0.25 n/a n/a I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 3 Project Title.......... WALLING.BOONE.ADD Date..05/20/08 11:07:20. MICROPAS7 v7.30 File -28110A1 Wth-CTZ15S05 Program -FORM CF -1R User#-MP0207 User-Madlin's Enterprises Run -T24 PERMIT CALC SLAB SURFACES Area Slab Type (sf) 1.ZONE -.New (Added). Standard Slab 300 HVAC SYSTEMS i Verified Verified Verified Verified Verified Maximum System Minimum Refrig Charge Adequate Fan Watt Cooling Type Efficiency EER' or TXV , Airflow Draw Capacity j. 1.ZONE - New (Added) HPSplit 8.00 HSPF n/a n/a n/a n/a n/a ACSplit 13.00 SEER No. No No No No. HVAC SIZING Verified Total Sensible Design Maximum ..; Heating Cooling. Cooling Cooling j System Load Load Capacity Capacity :! Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) j 1.ZONE - New (Added) ' HPSplit 5754 n/a n/a n/a ACSplit n/a 7246 8992 n/a Sizing Location... ....... LA QUINTA Winter Outside Design...... 26 F Winter Inside Design....... 70 F Summer Outside Design...... 111 F Summer Inside Design....... 75 F Summer Range ............... 34 F DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R -value Leakage Area Ducts 1.ZONE - New (Added) HPSplit R-0 ACSplit R-0 .i" SPECIAL FEATURES AND MODELING ASSUMPTIONS j *** Items in this "section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** verified during plan check and field inspection. *** This building incorporates a Radiant Barrier. i t CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 4 Project Title.......... WALLING.BOONE.ADD Date..05/20/08 11:07:20 MICROPAS7 v7.30,' File -28110A1 Wth-CTZ15S05 Program -FORM CF -1R User#-MP0207 User-Madlin's Enterprises Run -T24 PERMIT.CALC REMARKS The new'HVAC unit is a ductless mini-heatpump. The values and materials used in this compliance portfolio are the minimum required,to show compliance with Title 24 Energy . Conservation Standards. The owner may (at his/her option) install better materials without additional compliance calculations. The HVAC load calculations included in this compliance report are for permit purposes only. The installing -HVAC contractor is responsible for determing the HVAC design loads and equipment selection(s). The HVAC design shall be done in accord= I ance with industry standards. The load calculation in this I report -considers ambient temperature load, solar gain, people and a fixed latent heat gain percentage. This basic load must be adjusted for additional design conditions and system/equipment performance. All contractors and subconstractors are responsible to meet -the jrequirements of Title 24 Mandatory Measures related to their - work. _ •! Compliance Form CF -6R Installation Certificate is required to be completed by installing contractors during various phases of . construction. These include the plumbing,. HVAC, fenestration/ glazing and insulation, contractors. The form is to be posted at the job site unless otherwise directed by the local enforcement i agency. 0 s ' CERTIFICATE OF COMPLIANCE: RESIDENTIAL. COMPUTER METHOD CF -1R Page -5 _F Project Title...........WALLING.BOONE.ADD Date..05/20/08 11:07:20 MICROPAS7 v7.30 File-28110Al` Wth-CTZ15S05 Program -FORM CF -1R User#-MP0207 User-Madlin's Enterprises Ruri-T24 PERMIT CALC COMPLIANCE STATEMENT This -certificate of compliance lists the building features and performance specifications needed to comply with.Title-24, Parts 1 and 6 ''of the California Code of Regulations-, and the administrative regulations to implement'them. This certificate .has been signed by the individual with - overall design responsibility. DESIGNER or OWNER DOCUMENTATION.AUTHOR Name.... JOHN WALLING Name.... CATHERINE M. MADLIN i Company. WALLING & McCALLUM LTD Company. Madlin's Enterprises Address. 45190 CLUB'DRIVE Address. P.O. Box 1443 INDIAN WELLS, CA 92210 Palm Springs, CA 92262 Phone... (760)360-025 Phone... 760-322-5004 License. Signed.. Signed.. (date) (date) 70RCEM'ENT AGENCY ? Name.... Title:.. Agency.. Phone'.. . Signed.. date f J / • H t , 1 ` J MANDATORY MEASURES SUMMARY: RESIDENTIAL (Page l of 2) MF -IR Project Title r� - Date Note: Low-rise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes or check NA if not applicable and included with the permit application documentation. DESCRIPTION NA Designer Enforce -went ' Building Envelope Measures: 0 ✓ `/ * §I50(a): Minimum R-19 in wood frame ceiling insulation or equivalent actor in metal frame ceiling. Eltg? �✓/ ❑ §150(b): Loose fill insulation manufacturer's labeled R -Value: UK ❑ ❑ * §150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply to exterior mass walls). El®/ * §150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. (, ❑ ❑ . §I50(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. \ G 1. Masonry and factory -built fireplaces have: a. closeable metal or glass door covering the entire opening of the firebox ❑ ❑ b. outside air intake with damper and control, flue damper and control IiK ❑ ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑ §150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ ❑ §I50(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ' §150(1): Slab edge insulation - water absorption rate for the insulation material alone without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0perm/inch. ❑ ❑ §118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include CF -6R Form: ❑ wr ❑ §116-§117: Fenestration Products, Exterior Doors, and Inflltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ [?( ❑ 2. Fenestration products (except field -fabricated) have label with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. ❑ ❑ 3. Exterior doors and windows weather-stripped; all joints and penetrations caulked and sealed. ❑ ❑ Space Conditioning, Water Heating and Plumbing System Measures:,() §110+13: HVAC equipment, water heaters, showerheads and faucets certified by the. Energy Commission. 0 ❑ ❑ §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. ❑ ❑ §150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ L.Id' ❑ §1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. ❑ ❑ 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. ❑ ❑ 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 1506. ❑ (.� ❑ 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. ❑ 2 ❑ 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ Residential Compliance Forms December 2005 MANDATORY MEASURES SUMMARY: RESIDENTIAL Page 2 of 2) MF -1R DESCRIPTION, Enforce - NA Designer ment Space Conditioning, Water Heating and Plumbing System Measures: (continued) ✓ ✓ ✓ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. ❑ (1,! ❑ 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in ❑ d ❑ conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. �,/ (K ❑ ❑ * § 150(m): Ducts and Fans .('y� 4 1. All ducts and plenums installed, sealed and insulated to meet tEfe requirement of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the[1� ❑ ❑ applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and �/ ❑ ❑ support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes ❑ ❑ unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic dampers. ❑ Ey ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated l!d ❑ ❑ dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water (� ❑ ❑ retardant and - provides shielding from solar radiation that can cause degradation of the material. 7. Flexible ducts cannot have porous inner cores. ❑ ❑ §114: Pool and Spa Heating Systems and Equipment vjij�(f 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light 2. System is installed with: a. at least 36" of pipe between filter and heater for future solar heating ❑ ❑ b. cover for outdoor pools or outdoor spas ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ §115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ V ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) §I 18(i): Cool Roof material meets specified criteria ❑ ❑ Residential Lighting Measures: § 150(k)l: HIGH EFFICACY LUMINAIRES OTHERTHAN OUTDOOR HID: co n only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26 . Ballast for lamps 13 watts or greater ❑ ❑ are electronic and have an output frequency no less than 20 kHz §I50(k)l : HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 1111150-C, luminaire has facto installed HID ballast § I50(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the wattage, as determined in § 130 (c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy Er ❑ ❑ luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. §150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms and utility rooms shall be high efficacy luminaires. OR are controlled by an occupant sensors) certified to comply with Section 119(d) that does not tum on ❑ 2 ❑ automatically or have an always ono tion. § 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70ft2): OR are controlled by a dimmer switch OR are ❑ r Ifa ❑ controlled by an occupant sensor that complies with Section 119(d) that does not turn on automatically or have an always ono tion. § I50(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ LJ ❑ certified airtight to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other ❑ ❑ Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119d. §I50(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec. 130, 132, and 147. lrJ u ❑ ❑ Li ghting for parkin ara es for 8 or more vehicles shall have Ii htin g that corn lies with Sec. 130, 131, and 146. §150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with 9K ❑ ❑ Section 119(d). Residential Compliance Forms December 2005 H. V.A. C. Load Calculation HVAC SIZING HVAC Page 1 Project Title.......,... WALLING.BOONE.ADD Date..05/20/08 11:07:20 .• Project Address LOT 37 - THE ESTANCIAS ******* •••... LA QUINTA *v7.30* Documentation Author... CATHERINE M. MADLIN ******* i Madlin's Enterprises i P.O. Box 1443 i Palm Springs, CA 92262 i 760-322-5004 I Climate Zone. ...... 15 Compliance -Method ....... MICROPAS7 v7.30 for 2005 Standards by Enercomp, Inc. Building Permit Plan Check Date Field Check/ Date• MICROPAS7 v7.30 File -28110A1 Wth-CTZ15S05 Program -HVAC SIZING User#-MP0207 User-Madlin's Enterprises Run -T24 PERMIT CALC GENERAL INFORMATION .Floor Area.................. Volume. ............ Front Orientation........ Sizing Location ........... •. .Latitude... ..:............. Winter Outside Design...... Winter. Inside Design.:..... Summer Outside -Design.....: Summer Inside Design::..... Summer Range. •.. ..... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used..*...,.'. Latent Load Fraction........ Description 300 sf 3000 cf Front Facing 25 deg (NE) LA QUINTA 33.8 degrees 26 F 70 F 111 F 75 F 34 F Yes Yes Yes 0.24 HEATING AND COOLING LOAD SUMMARY Opaque Conduction and Solar...... Glazing Conduction and Solar..... Infiltration ..................... Internal Gain...... .... Ducts.. ........................ Heating Cooling (Btu/hr) (Btu/hr) 2710 2068 976 n/a, 0 Sensible Load ................... 57.54 LatentLoad...................... n/a 1399 3222 564 2060 0 7246 1746 Minimum Total Load 5754 8992 Note: The loads -shown are only one.of .the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air,.outdoor design -temperatures, coil sizing; availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC.designer's responsibility to consider all. factors when selecting the HVAC equipment. Addendums and Notes adlin s • Catherine M. Madlin, Certified Energy Analyst st .. enterprises 760-322-5004 / 323-3644 Fax Post Office Box 1443 v' Palm Springs, CA 92263-1443 v- Cmadlin@aol.com W Radiant Barrier Construction Practice To qualify, a radiant barrier must have an emittance of 0.05 or less. The product must be tested according to ASTM C-1371-98 or ASTM E408771(2002) and must be certified by the Department of Consumer Affairs2. Radiant barriers must also meet installation criteria as specified i Section 4.2.1 of the Residential ACM Manual (Section 4.2.lis also reprod The most common way of me�;tin pendix D of this document). sheathing that has a di t briefs d pato bard uirement is to use roof board (OSB) is them t c factory. Oriented strand radiant barrier. e -s th' i tena vailable with afactory-applied f d a rl9 st� ed with the radiant barrier g o w fd the tti �p • Altemativ ler (shiny side) t arrier material that es tl in to T t nd moisture perforat on•requirements that apply to c n an be field -laminated. Field lamination must use a secure ns of holding the foil to the bottom of the roof decking such as pl or nails that do not penetrate all the way through the roof deck material. J Other acceptable methods are to drape a foil e radiant barrier over the the top chords before the sheathing is installed p stapling the radiant barrieroP of between the top chords after the sheathin bag is installed, and stapling the radiant methods, the foil must be installed with sbarrier to the underside of the truss/rafters (top chord). For these installation pacing requirements as described in Section 4.2.1 of the Residential ACM Manual.. The minimum spacing requirements do not apply to this installation since it is considered a "laminated" system. Installation of radiant barriers is somewhat more challenging in the case of closed rafter spaces when sheathing is installed that does not inclu , laminated foil. Foil may be field -laminated after the sh-6athi by "laminating" the foil as described above to the r f s e t n s rnstall� framing members. This construction type is des �� Manual, Section 4.2.1. i the es en ai'ACM See Figure 3-12 for drawings of ant44LIation methods. J I 4 Madlin' enterprises ♦vvvvvv -Title 24 2005 Building Energy Efficiency Standards Residential Manual Excerpt Roof Decking Rafter rRoof DecIdng / Rafter Air Space , Air Space r a; Radiant x Radiant Barrier „fit µ Barrier Insulation Insulation t, Joist ,.� 1 ak Joist Method 1: Radiant Ba ' rd Metho 2:�Radi$TjmerAttached Over Top o ss! a er Between Truss/Rafters oa ddn Roof DecWng Rafter Rafter pa Ra nl y Radiant eartier r Barrier Insulation Insulation, Joist Joist : F k Method 3: Radiant,BanierAttached to Method 4: Radiant Barrier Attached to Bottom of TrusslRafter Underside of Roof Deck Figure 3-12 = Methods of Installation for Radiant Ba►r' rs Madlin s Catherine M. Madlin, Certified Energy Analyst W 760-322-5004 / 323-3644 Fax mtopn&s Post Office Boz 1443 W Palm Springs, CA 92263-1443 W Cmadlin@aol.com ....... Title 24 2005 Building Energy Efficiency Standards Residential Manual Excerpt Fenestration Mandatory Measures Wactor and SHGC Ratings §116(a)2 and §116(a)3 Table 116-A Table 116-B Manufactured Fenestration Products. The r> ndat'—measures require that both the U -factor and the SH ,C of mares cture�Jere tration products be determined from NFRC'� erred Ddu Directoom Energy Commission-appro default bleAt t time of inspection, the actual fenestration U -f d � iG al as flown on NFRC labels or in the ,defauN6'd' st re It ill u or. ower overall energy consumption than the f<1�lue n om Hance documents. The default U -factors are rb tao s Table 116-A, and the default SHGC values are co(�aandards Table 116-B(also in Appendix B of this compliance ma`n'ual). A directory of NFRC certified ratings is available at htto://www. NFRC.org. Commission default values in both Tables 116-A and 116-B are on the poor side of the performance range for windows. To get credit for advanced window features such as low -e (low -emissivity) coatings and thermal break frames, the window manufacturer must have the window tested, labeled, and certified according to NFRC procedures. Figure 3-1 shows an example of an NFRC- approved temporary fenestration label. Requiring that SHGC and U -factor be calculated using a common procedure ensures that the pertormance data for fenestration products are more trcLtep and that data provided by different manufacturers can 6� m -mil rr�p The test procedure for U -factor is NFRC 100, and t p �e r` C is NFRC 200.. Site -built Fenestration Products. �U I -rise i tial struction, site -built products are tre ted the �VtAyalbds � an ctu pr� ucts: U -factor and SHGC values must co o Fru�ngs o} Standards Tables 116-A and 116- . Note di nt ta to nonresidential rojects• default PP P Jalue ay fo din nresidential ACM Manual. teld-f ricat Products [§116(b)]. Field -fabricated fenestration must always use a nergy Commission default U -factors from Standards Table 116-A and values from Standards Table 116-8. MadhnV enterprises ♦♦♦v♦♦`/ Title 24 2005 Building Energy Efficiency. Standards Residential Manual Excerpt Fenestration — Mandatory Measures Figure 3-1 NFRC Temporary Label M Temporary and Permanent Labels See §10-111(a) and §116(a)4 _ Manufactured Fenestration Products. The tan s re m t a nufactured windows have both temporary an��e ya s that ow a NFRC performance characteristics. TI bel ows the U -factor and SHGC, for ea rated a Aalso show that the window meets the air infiltratL� t -e�te orabel must not be removed before s th of agency. e a� t l must, at a minimum, identify the certifying organization and have umber or code to allow tracking back to the original information on file i h certifying organization. The permanent label can be inscribed on the spacer, etched on the glass, engraved on the frame, or otherwise located so as not to affect aesthetics. Site -Built Fenestration Products. Labeling requirements apply to site -built fenestration products as well, except that a label certificate may be provided in accordance with NFRC 100 in place of an attached temporary label. The label certificate is a document that verifies the performance of the site -built fenestration product but that is not physically attached to the product. The label certificate is kept at the job site by the contractor for field inspector verification. Field -Fabricated Fenestration Products. A label is not required for field - fabricated fenestration products. World's Best NFRC Window 'ndo" Co. Millennium 2000+ ® Vinyl -Clad Wood Frame Double Glazing • Argon fill • Low E ProductType: Vertical Slider ENERGY PERFORMANCE T Ss U-Factorr6o32 Gain f ent 6 TIO L OERFORMANCE RATINGS i i lei smittance Air Leakage (USII-P) 0.51 Manufacturer stipulates that these ratings cordorm to applicable NFRC procedures for determining whole product pertomrance. NFRC ratings are determined for a fixed set of environmental conditions and a specific product size. rifRC does not recommend any product and does not warrant the suitability of any produd for any specific use. Consult manufacturers literature for other product perfo mance Information wwwmk.org Figure 3-1 NFRC Temporary Label M Temporary and Permanent Labels See §10-111(a) and §116(a)4 _ Manufactured Fenestration Products. The tan s re m t a nufactured windows have both temporary an��e ya s that ow a NFRC performance characteristics. TI bel ows the U -factor and SHGC, for ea rated a Aalso show that the window meets the air infiltratL� t -e�te orabel must not be removed before s th of agency. e a� t l must, at a minimum, identify the certifying organization and have umber or code to allow tracking back to the original information on file i h certifying organization. The permanent label can be inscribed on the spacer, etched on the glass, engraved on the frame, or otherwise located so as not to affect aesthetics. Site -Built Fenestration Products. Labeling requirements apply to site -built fenestration products as well, except that a label certificate may be provided in accordance with NFRC 100 in place of an attached temporary label. The label certificate is a document that verifies the performance of the site -built fenestration product but that is not physically attached to the product. The label certificate is kept at the job site by the contractor for field inspector verification. Field -Fabricated Fenestration Products. A label is not required for field - fabricated fenestration products. Madlin s enterprises Catherine M. Madlin, Certified Energy Analyst W 760-322-5004 / 323-3644 Fax Post Office Box 1443 W Palm Springs, CA 92263-1443. W Cmadlin@aol.com . ..... Title 24 2005 Building Energy Efficiency Standards Residential Manual Excerpt Residential Lighting - Mandatory Measures High Efficacy Luminaires A luminaire is the lighting industry's term for light fixture. A luminaire consists of the. housing, power supply (ballast), lamp, - fi nd in some cases a lens. A lamp is the lighting industry's term for a IigF�t b inaires can be designed to be recessed into the pgilinc; sus rrd by a rod�hain, or surface mounted on the wall or ceilinM \\ C\ \ \ A high efficacy I + ire i on af*ntains only high efficacy lamps and must t con ,� chvent al e ' m) screw -based socket. Typically, high ad I ai in, pin -based sockets, like compact or linear fluorescent la s e Bough other types such as screw sockets specifically rated for ig In discharge lamps (like metal halide lamps) may also be eligible for xtenor use. Luminaires with modular components that allow conversion between screw -based and pin -based sockets without changing the luminaire housing or wiring shall not be considered high efficacy luminaires. These requirements prevent low efficacy lamps being retrofitted in high efficacy luminaires. Also,r compact fluorescent luminaires with permanently installed ballasts that are capable of operating a range of lamp wattages, the highest operating input wattage of the rated lamp/ballast combination must be use for determining the luminaire wattage. t • There are two qualifying requirements for a high efficacy luminaire: that4be lumens per watt for the lamp be above a specified threshold nd th keJ onic ballasts be used in certain applications. Electronic Ballasts Additionally, fluo " t i ap?-at ng of 13 W or more shall have an ei�ctro i Ila a e tes a lfrequency of 20 kHz or more. All mon avai le ectro c ballasts meet this requirement. Outdoor ICiti 5sire ith h intensity discharge (HID) lamps (like metal halide or high- essffi s ium) containing hardwired electromagnetic HID ballasts with HID edium base sockets and lamps meeting the minimum efficacy requirements in Table 6-1 are considered high efficacy. At the present time, pin based compact fluorescent lamps that are operated with electronic ballasts typically have four -pin lamp holders. Pin -based compact fluorescent lamps with two -pin lamp holders typically will indicate that the ballast is magnetic. However, there are new compact fluorescent lamp holders being considered by the lighting industry. Madlin' enterprises ♦VVVVV♦ Title 24 2005 Building Energy Efficiency Standards Residential Manual Excerpt Residential Lighting — Mandatory Measures Lumens per Watt The lumen is the unit of visible light. To be rated as high efficacy, a lamp must produce a certain number of lumens for each watt of electrical power it consumes. Efficacy is therefore measured in lumens per watt. Almost all fluorescent lamps equipped with electronic ballasts qualify as high efficacy light sources; incandescent Iamps (��clud' any screw4n incandescent lamps, like regular `A' or reflector lamps or q�ia lo en lamps, or low voltage lamps, like halogen MR I mps'�do not classifie �s high efficacy, a lamp must meet the r7'�pp-�Qcw a lisfod i abl -1 '(docutt�ented in Table 150-0 of the Standards): tabIW6-1 mp ' , th u bwe ballast is ignored when determining the Y g 9 s� ttroses of compliance with the residential lighting e nt — Hi h Efficacy Lamps Lamp power Required lamp efficacy <15W 40hVW 15.40 W 50 tn/UV >40W 60 InM Note: the wattage of -the ballast is not induded when determining lamp efficacy. Mercury vapor lamps do not usually meet the'requirements; metal halide or compact fluorescent lamps (CFLs) are good replacements. For other lamn ty such as LEDs you should check with the lamp manufacturer and pro documents showing that the lamp meets the requiremeRs. To calculate the efficacy of a lamp, find out from tthp a --- wina�y lumens it produces., then divide this nu thi§ tated ttage the lamp. Do not include any watts consu y e bal t. Permane y Inst le" d L1 mi i es Standa s require that all permanently installed luminaires be high efficacy as 'ea by the Standards, with some exceptions described later in this ch pter. Permanently installed luminaires include, but are not limited to those luminaires installed in, on, or hanging from the ceilings or walls (including ceiling fan lights); in or on built-in cabinets (including kitchen, nook, wet bar, and other built-in cabinets); and those mounted to the outside of the buildings. Permanently installed luminaires do not include lighting that is installed in appliances by the manufacturers including refrigerators, stoves, microwave ovens, or exhaust hoods. Madlin's ' enterprises. VVVVVV,V Title 24 2005 Building Energy Efficient Standards Residential Manual Excerpt Residential Lighting — Mandatory Measures i r Typical efficacy of. lamps I_ ' U • Q E i 0 10 20 30 40 50,• 60 70 80 90 X00 lamp power (W) Lamp types: . — . — . — . — Metal halide lamp (T-6) Compact fluorescent lamp Minimum requirement — — — — — -- Mercury vapor lamp - - - - - - - - _ _ Incandescent lamp — • - — • • — • • — • Halogen MR16 lamp Figure 6-1— Typical Lamp Efficacies f 41 MW i 0 10 20 30 40 50,• 60 70 80 90 X00 lamp power (W) Lamp types: . — . — . — . — Metal halide lamp (T-6) Compact fluorescent lamp Minimum requirement — — — — — -- Mercury vapor lamp - - - - - - - - _ _ Incandescent lamp — • - — • • — • • — • Halogen MR16 lamp Figure 6-1— Typical Lamp Efficacies f - , Madlin s, 'enterprises - Catherine M. Madlin, Certified Energy Analyst - 760-322-5004 / 323-3644 Fax =.. -.. Post Office Box 1443 Palm Springs, CA 92263-1443' - Cmadlin@aol.com Title 24 2005 Building Energy Efficiency Standards Mandatory Requirements Kitchen Section 150(k)2 The Standards define,a residential kitchen to be °a room or area used for food storage and preparation and washing dishes including associated counter tops and cabinets, refrigerator, stove, oven, and floor'areas. , The permanently installed lighting should provide sufficient lighting levels for basic kitchen tasks without the need for augmenting with portable (plug-in) lighting. The I ESNA_ guidelines recommend at least 30 footcandles be provided in kitchens. The Standards require that at least half the lighting watts in a kitchen'must be consumed by high efficacy luminaries. Non-high efficacy, luminaires must be switched on a separate circuit from the high efficacy luminaires. Bathrooms; Garages, Laundry Rooms and Utility Rooms Section 150(`k)3 Lighting in bathrooms, garages,,laundry rooms and/or utility rooms must be high efficacy, or must be controlled by a manual-on occupancy sensor. t A bathroom is defined as a room containing a shower, tub, toilet or a sink that is used for personal hygiene. More than one circuit of luminaires may be attached to the same manual-on occupant sensor. Other Rooms Section 150(k)4' „ Permanently installed lighting in other rooms must be high efficacy, or a manual-on occupant sensor or a dimmer must control it. , "Other rooms" including hallways, dining rooms, family rooms and bedrooms. The lighting in closets less than 70 square feet is exempt from this`requirement. Outdoor Lighting . Section150(k)6 Outdoor lighting attached to a building must be high efficacy, or controlled by a motion sensor with integral photocontrol. Lighting around swimming pools, water -features, or other locations subject to Article 680 of the CA Electric Code are exempt. Decorative landscape lighting that is not permanently attached to buildings' is not regulated by the Standards. For additional information and/or details visit www.ca:energygov or www.cltc.ucdavis.edu. Title 24 2 Madhn's enterprises ♦VVVVV♦ 5 Building Energy Efficiency Standards Residential Manual Exc Residential Lighting — Mandatory Measures Residential Manual -On Occupant Sensors 0 In bathrooms, garages, laundry rooms, and utility rooms, manual -on / automatic - off occupant sensors are allowed as an alternate compliance option to high efficacy lighting. Manual -on / automatic -off occupant sensors automatically turn lights off if an occupant forgets to turn them off when a room is unoccupied. Additionally, these sensors should readily �Iovi � occupant with the option of turning the lights off manually upon e ving tqm. This option should be available without having relsiove t s 'tchpla e�r� ny other modifications to. the sensor. The man I z fe ur� cri 'o I because it provides the occupants with the flexibility tro he i htmn environment to their satisfaction, and r lts irp�r ierg vi , s by allowing the occupants to turn off the lights J$ilih �cnt nsors must be "manual -on", i.e., the sensors must not have the turn the lights on automatically and must not have a settina that can leave'the lights in a permanent -on position. If a manual -on occupant sensor has an ontoff switch to put the sensor into a temporary programming mode, the on/off programming, switch must automatically switch off (for example, within 15 minutes) in the event the end user or installer leaves it in the programming mode. Some models of occupant sensors have the capability to be changed by the occupant to "automatic -on" by removing the switchplate or touchplate and changing switch settings. These occupant sensors are acceptable as long as the mechanism to switch settings is not visible to the occupant, cannot1 C accessed without the removal of a switchplate or touchpla'te, a" to ,�eyz are delivered to the building site and installed with the ua�jtt�/� g Occupant sensors usually have built-in swi o 'als th l w d alustment of the time delay between the last sen ccu n and en the lights are tumed off. This built-in dela us - 30 'nute r s. Occupant sensors must meet the va us, re ire n s of s 19 (d); most commercially available broduct�-rtSeet tHesr�imen I _mAnt Some ojpan�en��haare'minimum load requirements. For example, an Bar ay require that bulbs rated over 25 watts be installed before e s�ill work., However, if an occupant later installs a screw-in compact nt lamp that is rated less than 25 watts, the sensor will no longer work I is critical to select a sensor that has a low enough minimum load requirement to accommodate however small a load the occupant may install into the socket. Another solution would be to install an occupant sensor that does not have minimum load requirements. i Madfin' enterprises ♦TTVVV♦ Title 24 2005 Building Energy Efficiency Standards Residential Manual Excerpt Residential Lighting,— Mandatory Measures The sensors that have a minimum load requirement are typically the ones that ' are designed to operate without a groundwire in the switch box which were common wiring scheme in the older residential units. Commercial grade sensors and all other sensors that are designed to take advantage of the. groundwire in the switch box typically do not have a minimum load requirement and are the preferred choice to meet the rec ire=.Ifferent of the Standards. If you are trying to control.a ligpting fi tur fromswitches you will want to use a ceiling otthted th a wall Mritroccupant sensor. 'For example, if you are ng t co ol\t a li� ng in a hallway with a switch at each end of the a II un occupant sensor will not work. esijk n a! O o alternate options to high efficacy lighting in rooms other than itchens, bathrooms, garages, laundry rooms, and utility rooms is the use of dimmers. It is important to correctly match the dimmer with the tyof lighting load that is being dimmed. Failure ttype of correctly match the dimmer with the electrical lighting load may result in early equipment failure, including the dimmer, transformer, ballast, or lamp. Dimmer manufacturers typically offer three basic types of incandescent dimmers: Line voltage (120 volt), low -voltage for use with a magnetic transformer, and low -voltage for use with an electronic transformer. Lie oltgge incandescent lamps, .includin tungsten -halogen lam can easil b i d gP �)� over their full range of output with voltage control or ph eco (e n dimmers. Tungsten -halogen lamps can be dimm th n�`%o alc, incandescent dimmers, generally wit y �p cial oo siaeraf�ons. When dimming a low voltage load, rteer. n com ns are—required in the dimmer to avoid overh sting='rtZhe WL-b separate requirements for 120 -volt and low-voltagi t�t►nham concern with transformers. All flu i�,la {�s_ 18 r3vAs or greater, with electronic ballasts, and meeting e miMoresoent m m ns�per watt already comply with Standards. Even though high efflcac lamps with electronic ballasts do not require dimmers to 506i-ttandards, dimmers are permitted to be used with fluorescent lighting systems. Most. fluorescent lamps cannot be properly dimmed with the same simple wallbox devices typically used for dimming incandescent lamps. A special control and dimming ballast must be used. Some types of screw-in compact fluorescent lamps with integral ballasts can be dimmed by simple controls. However, many screw-in compact fluorescent lamps cannot be dimmed at all. Madlin s entoprises Catherine M. Madlin, Certified Energy Analyst ! 760-322-5004 / 323-3644 Fax Post Office Box 1443 v- Palm Springs, CA 92263-1443 V Cmadlin@aol.com ... V ... Title 24 2005 Buildin Energy Efficiency Standards Residential Manual Excerpt Lighting Mandatory Measures Light Fixtures and Recessed Equipment §150(k)5 Luminaires recessed in insulated ceiling can create thermal bridging through the insulation. Not only does this degrad he r"fbrmance of the ceiling assembly, but it can also permit co nsation`or -a;cbld surface of the luminaire if exposed to moi ai s i a b roo For these reasons.„ umi air \ re se�4n insulated ceilings must meet three requiremenDh v ust be approved for zero clearance insulation cover IC I O Pp ( ) Ty Underwriters Laboratories or other testing/rating laboratories recognized by the International Conference of Building Officials. This enables insulation to be packed in direct contact with the luminaire. (See Figure 3-11.) • The luminaire must have a label certifying air tight (AT) construction. Air tight construction means that leakage through the luminaire will not exceed 2.0 cfm when exposed to a 75 Pa pressure difference,, when tested in accordance with ASTM E283. The luminaire must be sealed with a gasket or caulk betwe the housing and ceiling. For more information see n of this manual. p: Gasket between fixture and gypsum board or sealant around opening Figure 3-11— IC -Rated Light Fixture U in 0 enterprises Catherine M. Madlin, Certified Energy Analyst v 760-322-5004 l 323-3644 (fax) ....... Manufacturer's Specifications F .tuft �;�• r` �,, - S L 11 M" + i 11 �• - '� Split-ductless AT and Heat Pumps• d.-� ..1"' _ f ` � r . y,. =•�'^. } .`' �` �� _ • ,QOM..,,_,,. ,,.'�"i`t - .. -.. . Fig c`f, r.. ,C }_a�'x.� M _'yam•. ,. - , .7" Fia ".Ar.' �44t INDEX MR. SLIM PRODUCT FAMILY I t�R 'q> PKA s MS/MSY/MSZ = [ 4 Y. ..»µ 9y��•Y *T R MXZ Multi PLA M -SERIES MSZ—A09NA(3) P -SERIES GLOSSARY PCA AIR CONDITIONER: A mechanical device used to control . exceptional indoor high speed cooling and -healing B} -responding io [emperature humidity deanbness; and movement of air ina confined ti indoor and outdoor temperature changes these s}stems reduce`power spa e consuiription by var} mg the:compressor speed for extra energy savings Btu/h(British Thermal Units per, Hour) A term than is used to,mdasure The system opgatcs oply. a! .-the levels ncedc'd`to "maintain'a constarit,. v i and c6mfortable`ihdoorenvironinenc.0ur CITY .,Product`, cooling or heating capacity mc -also incorporates iI TV ER icchnology: {Vass[ ww.w:mehvac.com; for derails) i r CAPACITY,or LOAD: A refrigeration raung system usually measured in B`twh a ° MICROPROCESSOR A':cicctrical'componcnt consisting of integrated COMPRESSOR A pump found in a rcfngcraoonor air condiuomng circuits;.which may accept"store control and.output'information - y 'system which pumps •refrigeranrthrough pipes between an outdoor and OUTDOOR UNIT A componenvo£an air condiaoning system which an indoorunit using pressure contains compressor,'propeller fan, circuit board, and heat exchange coil: ±s HEAT PUMP An air-conditioning system that is capable of reversing t It pumps rcfngerani to/from indoor wilt the direction of refrigerant flow to:provideether coohnb or heating toREFRIGERANT A gas/liq�id substance used'to providccoolink by the.indoor sjjace direcCabsorprion of heat; HSPF (Heating Seasop Performance Factor): A racing of the seasonal REFRIGERANT LINES:£oppertubing through whiekr`,efngerant efficiency of cheat pimp unit when operating in the hearing mode a, " fluwsiu and'fruin;iiidovr..and outdoor units r. HVAC A term which,'stands for Heating, Venlagi SEEK (Seasonil %iorgyfiA raungoftlie,seas: onal ' Air Conditioning :-', -_ :• _ ,,. - _. -•' _', .cfficiency.of air-conditioningor=hcating,iinits;ikcooling mode' INDOOR UNIT The air handler of an air-conditioning system; which contains'a heat exchange cod filters and fan and provides conditioned SPLIT -DUCTLESS SYSTEM A'system comprised of a;cemott 3 outdoor,coti&rising unit connected by'refrigerant pipes'to matching, airmto the space r non-r'cred indoor air handler and a remore ¢onvoller Speaal cases ) (, INVERTER -TEC HNOLOGY: Mitsubishi Flecriic s MSY M57 for mtrodu ang fruh air may call for, limited ducting toair-handler , From outside e 4 ani ,MkZ and all P Series outdoor units use 'INVDRTER driven'' compressor fechnolog} "(Vanable.l requency.Dnve) to provide I J1SPFC1F1CAT1(._.)NS FOR P[_ HEAT FILIMP IP -SERIES (R410A) r • R BS = Seacoast Protection I ER FI Cooling '1 r Rated. Capacity 18,000 1• 1. 1 24,000 30 000 35 000 42 000 Capacity Range 8,000-18,000 12 000-24 000 12 000-30 000 12 000.35 000 rB 18,000-42,000 Total Input 1,870 2,500 4100 4 510 4,820 Ener Efficient 13.2 13.4 13 13.1 13.1 Moisture Removal m 1.5 58.1 7.2 10.9 SHF 0.91 0.77 0.7 0.77 0.71 Heating at 47° 2 Rated Capacity Blu/h 19,000 26,000 32,000 37,000 45,000 Capacity Range Btu/h 8,000-20,000 12 000-28 000 12,000-34,000 12,000-38,000 18,000-48,000 Total Input W 1,620 2,570 3,370 3,490 5,070 HSPF Btu/h/W 8.3 8.5 8.5 8.3 8.5 Heating at 17° •3 Capacity Btu/h 13,000 16,000 23,000 25,000 30,000 Total n 3,070 4,300 Power supply PhaseCycle, Voltage 1 Phase 60Hz 208/230V Breaker Size A 15 25 30 Voltage Indoor - Outdoor S1-S2 a AC 2081230V Indoor - Outdoor S2 -S3 DC24V Indoor - Remote Controller DC12V: Wired Type Indoor Unit MCA A 1 2 MOCP A 15 Fan Motor F.L.A. 0.79 1.25 Fan Motor Output W 70 110 Airflow (Lo-M7-M2-Hi)DRY CFM 530.570-640.710 710-810-920-990 WET CFM 490-530.600-670 670-770-880-950 External Pressure Pa 0 Sound Level d8(A) (Lo -Mt -M2 -Hi) 28.30-32-34 33-36-39-41 External Finish Color(Pane! Munsell 0.70Y 8.5910.97 Winch 33-1/16 37-3/8 Dimension Unit (Panel) - D: inch 33-1/16 37-3/8 Ranch 10-3/16 1-3/16 11-3/40-3116) Weight Unit(Panel) lbs. 11 11 1 - 11 Field Drain Pipe Size O.D. inch 1-1/4 Outdoor Unit MCA A 13 18 25 26 MOCP A 20 30 40 Fan Motor RLA 0.35 0.75 0.4+0.4 Fan Motor Output W 40 75 86 + 86 SNB130FPBM1 TNB220FLDM Compressor R.L.A 12 L.R.A. 14 17.5 ANV33FDDMT 20 27.5 Airflow CFM 1,200 1,940 3,530 . Refrigerant Control Linear Expansion Valve Defrost Method Reverse Cycle Sound Level at Cooling *1 dB(A) 46 1 48 51 Sound Level at Heating •2 dB(A) 47 1 50 55 External Finish Color Munsell 3Y 7.8/1.1 Winch 31-1/2 37-3/8 Dimensions D:inch 11-13/16 13+11-3/16 Kinch 23-5/8 37-1/8 53.1/8 Wei ht lbs. 99 165 267 Remote Controller Wired Remote Controller Packaged with Grille Refrigerant Type R410A Charge lbs., oz. albs. 12 oz. 6lbs. 10 lbs. Oil Type 8. oz. MEL56 20 MEL56 28 MEL56 4 Refrigerant Pipe Gas Side O.D. inch' 1/2 5/8 Liquid Side O.D. inch 1/4 3/8 Refrigerant Pipe Length Height Difference Max. 100 It. Len th Max.100 ft Max.165 fl. Connection Method Flared NOTES: Available Options '1 Rating conditions (cooling) -Indoor: D.B. 26.7° C (80° F), W.B. 19.4° C (67° F) Outdoor: D.B. 35° C (95° F), W.B. 23.9° C (75° F). • Wireless Remote Controller Kit 2 Rating conditions (heating) -Indoor. D.B. 21.1° C (70° F), W.B. 15.6° C (60° F) Outdoor: D.B. 8.3° C (47° F), W.B. 6.1° C (43° F). • Wind Baffle 3 Rating conditions (heating) -Indoor. D.B. 21.1° C (70° F), W.B. 15.6° C (60° F) Outdoor: D.B. -8.3° C (17° F), W.B. •9.4° C (15° F). Specifications are subject to change without notice. LJMITED WARRANTY Six-year warranty on compressor. One-year warranty on parts. (;[:KERAL. SPF.1(:IFI(:A'I'IONS MS/MSY/MSZ/MXZ RATING CONDITIONS ' MS units operate at intake air temperature down to 10° F with the addition of and ICM326HM1 low temperature control. (.1::Ni ERAL. SPE('II"I(:A"1-I0NS PWPCA✓PLA RATING CONDITIONS USE WITH INDOOR INTAKE AIR TEMPERATURE OUTDOOR INTAKE AIR TEMPERATURE COOLING MAXIMUM 954 F DB, 714 F We 115° F DB MINIMUM 67° F DB, 57° F WB 67° F (MS)' / 14' F (MSY/MSZ/MXZ) HEATING MAXIMUM 80° F OR, 67° F We 75° F DB, 65° F WB MINIMUM 70° F OR, 60° F We 12' F DB, 15° F WB ' MS units operate at intake air temperature down to 10° F with the addition of and ICM326HM1 low temperature control. (.1::Ni ERAL. SPE('II"I(:A"1-I0NS PWPCA✓PLA RATING CONDITIONS With wind baffle installed. Without wind baffle installed, the minimum temperature will be 23° F DB. 0117'I0\AL. ACCESSORIES PART NUMBER USE WITH INDOOR INTAKE AIR TEMPERATURE OUTDOOR INTAKE AIR TEMPERATURE COOLING MAXIMUM 95° F DB, 71° F WB 11IF F DB MINIMUM 67° F DB, 57° F We 0° F DB* HEATING MAXIMUM 80° F DB, 67" F We 70' F DB, 59° F WE MINIMUM 70° F DB, 604 F We 12° F OB, 10° F We With wind baffle installed. Without wind baffle installed, the minimum temperature will be 23° F DB. 0117'I0\AL. ACCESSORIES PART NUMBER USE WITH DESCRIPTION Control Options MAC-3971F•EMSZ Series Inverter MA and contact terminal interface MAC -3991F -E M -Series Inverter Units M -NET control adapter for Mr. Slim MSY and MSZ models MAC•821SC-E M -Series Inverter Units Centralized on/off remote controller for up to 8 units (Requires MAC -3971F -E t per uni0 PAC-725AD P -Series Connector for CN51/ multiple remote controller adapter and duct tan controller PAC-715AD P -Series Connector for CN32 (For remote on/of ) PAC-SE4ITS-E P -Series A -Control Systems Remote temperature sensor for indoor units PAC-SF40RM-E P -Series A -Control Systems Remote operation adapter: display and on/o0 PAC•SF80MA-E P-Sedes M -NET control adapter for Mr. Slim PUY and PUZ Models PAC-SK52ST P -Series Control / service tool PAR-2IMAA-G M -Series Controller Deluxe MA remote controller (Requires MAC -3971F -E) PAR-SL993-E LUseforired Wireless remote controller k8 for PCA suspended units PAR-SW96U-E Wireless remote controller kb for PLA cassette units PZ-4ISLB-E Remote Controller Lossnay ERV remote controller For LGH ERV control tow WB•PA1 P•Series Ambient Wind baffle (1 piece) PUY/Z At 2/Al8 WB-PA2 P -Series Wind battle (1 piece) PUY/Z A24IA30/A3fi/A42 (42 installation requires 2 pieces) ICM-32fiHM-1 M•Series Non -Inverter units Low ambient head pressure controller MAC-2300FT M -Series Indoor Unit - A24 Anti -allergy enzyme filter MAC-415FT•E M•Series Indoor Unit -A091AI2/A15/A17 Aldi -allergy enzyme filler PAC-SE8I KF -E PCA Indoor Units High -efficiency filter element PAC•SG01KF-E All PLA Models High -efficiency filter element (Requires PAC•SG03TM-E multi -function casement) 511730-Z30 P -Series Pumps Mini -condensation pump: 230V 513700.115 MS -Series Mini -condensation pump: 115V SI 11-230 MSY2-Series Mini -condensation pump: 230V CWMB1 MU and PU outdoor units Miscellaneous Condensing unit wall mounting brackets: painted steel CWMBSS MU and PU outdoor units Condensing unit wall mounting brackets: 304 stainless steel PAC-SG03TM-E All PLA Models Multi -function casement (High -efficiency fitter element not Included) PAC-SGOBSP-E All PLA Models Air outlet shutter plates (I set = 2 pieces) PAC-SG58SG-E P -Seder Air Outleiguide(l piece)PUY/ZA12/A18 PAC-SG595G-E P -Series Air outlet guide (1 piece) PUY2 A24/A30/A36/A42 (42 installation requires 2 pieces) PAC-SG6IDS-E P•Series Drain socket PAC-SG63DP-E PUZ(Y)-Al2/18 Drain pan PAC-SG64DP-E PUZM-A24/30/36/42 Drain pan RCMKPICB M and P Series Wireless Lockdown bracket for remote controller ULTRIUTEI AD M -Series and PUZ(Y)-Al2/i8 Condensing unit mounting pad (n.): 16" x 36" x 3' ULTRIU`1E2 PUZ(Y)-A24/30/36/42 Condensing unit mounting pad (n.): 24" x 42" x 3' MAG•A454JP-E MXZ•Series Port Adapters Adapter. 3/8' x 12" MAC-A45WP-E MXZ-Series Adapter. 12" it 3/8" MAC-A456JP•E MXZ-Series Adapter. 12' it 5/8' MSOD-50SR-E P -Series Distribution pipe PAC-493PI MXZ-Series Adapter. 1/4' x 5/8' PAC-SC84PI-E PKA-Series (A24/30/36/42) L connector pipe (for left side piping) PAC-SG76RJ-E MXZ-Series Adapter. 3/8' x 5/8' Pricing and specifications are subject to change without notice. Please consult your area sales manager or Mitsubishi Electric at 678-376-2900 for pricing and availability. GENER;\L SPE(:Il/Il::\l-]ON'S REFRIGERANT LINE LENGTH RARE/FLARE Indoor Unit Outdoor Unit Length In feet Height in feet MSA09WA MUA09WA 65 35 MSA12WA MUAI2WA 65 35 MSYA15NA MUYA15NA 65 40 MSYA17NA MUYA17NA 65 40 MSYA24NA MUYA24RA 100 50 MSZA09NA MUZAD9NA 65 1 40 MSZA12NA MUZA12NA 65 40 MSZA15NA MUZA15NA 65 40 MSZA17NA MUZA17NA 65 40 MSZA24RA MUZA24NA 100 50 MSZA09NA, MWI2NA, MSZAI5NA MXZ2A20NA 164 49'/33 MSZAD9NA, MSZAI2NA, MSZAi5NA MSZA17NA, MSZA24NA MXZ3A30NA 230 33 PKAAI2GA (L) PUYA12NKA 100 100 PKAAI8GA(L) PUYAI8NHA,PUZAI8NHA 100 100 PKAA24FA(L) PUYA24NHA, PUZA24NHA 165 100 PKAA30FA(J PUYA30NHA,PUZA30NRA 165 too PKAA36FA(L) PUYA36NHA,PUZA36NHA 165 100 PLAA12AA PUYA12NNA 100 100 PLAA18AA PUYAIBNHA,PUZAI8NHA 100 100 PLAA24AA PUYA24NHA,PUZA24NHA 165 100 PLAA30AA PUYA30NHA PUZA30NHA 165 100 PLAA35AA PUYA36NHA,PUZA96NHA 165 100 PLAA42AA PUYA42NHA PUUW2NHA 165 100 PCAA24GA PUYA24NHA, PUZA24NHA 165 100 PCAA3DGA PUYA30NHA,PUZA30NRA 165 100 PCAA36GA PUYA36NHA,PUZA36NHA 165 100 PCA442GA PUYA42NHA, PUZA42NHA 165 100 '49' applies to installations with outdoor unit installed above indoor unit REFRIGERA\T TUBING SEI -S Lioeset Tube Model Size (In) Number Length Ft. Insul. Use With Mitsubishi Electric Models MLS143838-5 1/4X3/81 5 3/8' Mr. Sllm MS-A09WA MSZ-A09NA, MSZ-Al2NA MLS143838-6 1/4-3/81 6 3/8' MLS143838-10 1/4 x 3/8 10 3/8" MLS743838-15 1/4x318 15 318' MLS143838-30 1/4 x 3/8 30 3/8" MLS143838-50 1/4 x 318 50 1 318' MLS143838-65 1/4.318 65—r3-18" MLS141238-15 1/4 x 12 15 1 3/8" Mr. Som MS-Al2WA MSY-A15NA. MSY-ALMA, MSZ-A15NA MSZ-A17NA, PKA-Al2GA81, PKA-A18GA8), PLA -AIM PLA-AIaAA ;9141238-30 1/4 x 12 30 3/8" MLS141238-50 1/4 x 12 50 3/8" MLS141238-65 1/4 x 12 65 3/8" MLS141238-100 1/4 x 12 100 3/8" MLS145838-15 1/4 x 5/8 15 3/8" MSa MSY-A2411k MSZ-A24NA MLS145838-30 1/4 x 5/8 30 3R" MLS145BU-50 1/4 x 5/8 50 3/8"ht' MLS145838-65 1/4.518 65 3/8" MLS145838-100 1/4.5/8 100 3/8" MFLSW5838-10 318 x Sl8 10 3/8" W. slim PKA-A24Gu01, PKA-A30GA(L), PKA-A36GAM, PLA-A24Ny PIA430Aq PLA -A3644, PLA -MM PCA-A24Gk PCA -A3014. PGA-A36GA PGA•A42GA MPLS385B98-15 3/8 x 5/8 IS 318" MPLS385838-30 3l8 x 518 30 3l8" MPLS38583B-50 3IB x SIB 50 3/8^ MPL5385838-65 3IB x SIB 65 3/8" MRS385838-100 3/B x SB 100 3/8" Specifications are subject to change without notice. LIMITED WARRANTY I Six-year warranty on compressor. One-year warranty on parts. LINE-HIDETNI LINESET COVER SYSTEM • Available in four sizes - 2 -1/4 -inch, 3 -inch, 4 -inch and 6 -inch tubes • Snap -on covers and a full selection of couplings, elbows, T -joints, caps, and more for any application, complex or simple • High-quality PVC with UV inhibitors for outdoor service in all weather conditions 55-755 -TYLER STREET ti THERMAL, CA,92274 FAX: 760-399-9786 SG�PgoFv�P\\'SS�S�PO • �\ PPGO��gOOVpvPpS �PpES\GtiP�-GN F� SS\pN \NZEN (NPS 'DIN I'o 0(?p p`�\ OOFA�G A10 ' • \ .' F�.\\OV O� () B02 A09` puSSS� ENQV(0\\�G(N�SGNQPp ' A08GN0cb � ca A07 cu `�QJ 4 i i CC + i A05 O� i _ ._.._.. A04 n� .✓ r i i :'A03. EIP A02 Ri • •R A01 Phone (760) 341-2232 BOONE ADDITION SALES REP: HS WO#: PD09685 Fax # (760) 341-2293 DUE DATE: 07/24/2008 SCALE: 1••=4• 0" Q aD .7J STEVENS CONST DSGNR/CHKR: JOLO / JOLO Date: 7/24/2008 16:18 TRUS S'WORK S THE ESTANCIAS LOT 37 TC Live 16-00 psf DurFac-Lbr 1.25 LAQUINTA, CA. TC Dead 14.00 psf-DurFac-Plt 1,25 A Company You . Can Truss! BC Live 0.00 psf O.C. Spacing: 2 75-110 St- Charles' pl. ste-11A, BC Dead 7.00 psf ,Design Spec: CBC-01 P,.alm,. Desert,.. CA. 92211-Total 37.00 psf ... _ _.. -• - - - .-- _ _ -- •#T-r/#C£g: 13 / 12 - -- - lJob Name: BOONE ADDITION Truss ID: A01 Qty: 1 Drwq: . I ERG x -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.SE 1 4- 7-12 433 3.50 . 1_10 . BC 2x4 SPP 165OF-1.5E 2 6- 3- 4 26 3.50• 1.50• WEB 2x4 HF STUD 3 8- 0- 8 24 3.50" 1.50• PLATE VALUES PER ICBO RESEARCH REPORT 01607 4 9- 9-12 616 3.50• 1.50" Mark all interior bearing locations. 5 11- 8-11 27 3.50• 1.50• Drainage must be provided to avoid ponding. 6 13- 7-10 27 3.50" 1.50 . + + + + + + + + + + + + + + + + + + + + + + 7 IS -6- 9 28 3.50• 1.50• Designed for 5.6 K lbs drag load applied 8 17- 3-12 486 3.50• 1.50• evenly along the top chord to the bottom ERG REQUIREMENTS shoorn are based ONLY chord continuously, concurrently with dead on the truss material at each bearing loads and 0 % live load. Duration -1.60. Continuous bearing reaction - 434 Plf. TC FORCE AXL END CSI Connection (by others) must transfer equal 1-2 289 0.00 0.27 0.27 load to each ply (or add-on) shown. 2-3 2461 0.03 0.61 0.65 + + + + + + + + + + + + + + + + + + + + + + 3-4 -3795 0.53 0.29 0.83 BC FORCE ABL END CSI 5-6 174 0.02 0.00 0.02 6-7 253 0.03 0.00 0.03 WEB FORCE CSI WEB FORCE CSI 5-1 116 0.04 3-6 -1227 0.24 1-8 0 0.00 3-7 -2795 0.89 2-5 -926 0.16 4-7 -214 0.04 2-6 -2456 0.98 T 2-" 1 I0-10-1 1-3-13 1-3-13 ®Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Install interior support(s) before erection. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. HORIZONTAL REACTIONS) support 1 834 lb support 2 174 lb support 4 330 lb support 7 -252 lb support 8 -1113 lb 5-9-14 7-1-11 5-9-13 12-11-8 UPLIFT REACTION(S) : Support 1 -222 lb Support 2 -11 lb Support 3 -10 lb Support 4 -266 lb Support 5 -11 lb Support 6 -11 lb Support 7 -12 lb Support 8 -154 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Partial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 8.54 ft, mph=80 CBC Standard Occupancy, Dead Load- 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 85.00 4- 6- 0 85.00 17- 5- 8 0. BC Vert 14.00 4- 6- 0 14.00 17- 5- 8 0. T T 2-" 0-hT 4 1SHIP MAX DEFLECTION (span) =-== Joint Locations = = 1 0- 0- 0 5 0- 0 0 2 1- 3-13 6 5- 3-12 3 7- 1-11 7 12-11- 8 4 12-11- 8 8 0- 0- 0 fw. � 12-11-8 Ir 4-" 0 5 6 7 5-35-312 7-7-12 STUB 5-3-12 12-11-8 7/24/2008 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OVER SUPPORT AS SHOWN by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD04685 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: JOLO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr• JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 TRU S SWO RKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf s Charles pl. ste-11 A 75-110 St. Cha rle environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 9pl. PalmDesert Desert, and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1% WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW. Ste 800, Washington, Dc 20036. TOTAL 37.00 psf Seqn T6.5.7 - 54018 Job Name: BOONE ADDITION Truss ID: A02 Q : 1 Drw : BRG x -LOC REACT SIZEREQ'D TC 2x4 SPP 165OF-1.SE Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 1- 6- 9 327 3.50 .1.50• BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -799 lb a a-11- 0 1488 3.50^ 1.76• WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 626 lb 3 17- 3-12 465 3.50• 1. .Mark all interior bearing locations. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 3 -196 lb ERG REQUIREMENTS shown are based ONLYDrainage must be provided to avoid ponding. Install interior support(s) before erection. This trues is designed using the on the truss material at each bearingDue to high uplift reaction, this trues End verticals are designed for axial loads CBC -01 Code. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf requires special connection details only unless noted otherwise. Bldg Enclosed Partial, Importance Factor = 1.00 TC FORCE AxL BND CSI (designed by others) to secure truss Extensions above or below the truss profile Truss Location = End Zone 1-2 1105 0.16 0.23 0.40 to a rigidly,anchored support. (if any) have been designed for loads Hurricane/Ocean Line = No , Exp Category - C 2-3 -1141 0.01 0.28 0.29 indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg Width = 20.00 ft 3-4 -4 0.00 0.29 0.29 the end of the extensions have not been Mean roof height = 8.77 ft, mph 80 considered unless shown. A drop -leg to an CBC Standard Occupancy, Dead Load = 12.6 psf BC FORCE AxL BND CSI otherwise unsupported wall may create a 5-6 -2 0.00 0.14 0.14 hinge effect that requires additional design 6-7 418 0.06 0.14 0.20 consideration (by others). ' 7-8 1270 0.19 0.13 0.32 - WEB FORCE CSI NEB FORCE CSI - 5-1 751 0.26 2-7 753 0.26 1-9 ' 0 0.00 3-7 217 0.06 ' 1-6 -1359 0.26 3-8 -1296 0.93 2-6 -1621 0.44 4-8 -155 0.03 MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC 1 L= -0.06" D= -0.07" T= -0.13" ===== Joint Locations -=== 1 0- 0- 0 6 1- 6- 3 2 4- 5- 0 7 8- 4-15 3 10- 2-14 8 16- 0-11 4 16- 0-11 9 0- 0- 0 4-5-0 5-95-914 5-95.9 5 0- 0- 0 4-5-0 10-2-14 16-0-11 TT 2-0-0 1 '' 1 2 025 3 4 1-4-13 -3 6 6 STUB � 1-0-3 7 6-10-12 4 8-4-15 8 7-7-12 16-0-11 T T ,_7-0 2-0-0 4 I SHIP 7/24/2008 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OVER 3 SUPPORTS by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD04685 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer -Chk: JOLO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr• JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'BUILDING BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 ANSUTPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'. (BCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 37.00 psf Seqn T6.5.7 - 64019 lJob Name: BOONE ADDITION Truss ID: A03 Qty: 1 Drwg: I BRG X -LOC REACT SIZE REQ 'D TC 2x4 SPF 1650F -1.5E 1 0- 1-12 742 3.50" 1.50" BC 2x4 SPF 1650F -1.5E 2 1- 4- 8 15 3.50" 1.76" WEB 2x4 HF STUD 3 2-11-'0 1229 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 4 17- 3-12 545 3.50" 1.50" Mark all interior bearing locations. BRG REQUIREMENTS shown are based ONLYDrainage must be provided to avoid ponding. on the truss material at each bearing+ + + + + + + + t + + + + ♦ + + + + + + + + Designed for 5.6 K lbs drag load applied TC FORCE AXL BND CSI evenly along the top chord to the bottom 1-2 2056 0.15 0.33 0.48 chord along partial continuous bearing(s) 2-3 -1956 0.01 0.33 0.34 indicated, concurrently with dead loads 3-4 -940 0.00 0.30 0.30 and 0 % live load. Duration -1.60. Partial continuous bearing reaction - 4094 Plf Max. BC FORCE AXL BND CSIConnection (by others) must transfer equal 5-6 0 0.79 0.13 0.92 load to each ply (or add-on) shown. 6-7 2815 0.40 0.13 0.52 + + + + + + + + + + + + + + + + + + + + + + 7-8 1951 0.27 0.13 0.40 PB (1) from 0-0-0 to 1-4-8 8-9 1951 0.27 0.05 0.33 WEB FORCE CSI WEB FORCE CSI 5-1 1016 0.33 2-7 1413 0.46 1-10 0 0.00 3-7 -433 0.13 1-6 -3166 0.76 3-9 -1991 0.95 2-6 -1714 0.47 4-9 -157 0.03 5-95-913 5-9-13 ®Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Install interior support(s) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 0� 2-" T 1 '' fV 5-95-914 5-9-13 11-7-11 17-5-8 5 6 c+ 22-1� 2-11-0 7 8 9 6-10_12 6-8-4 z 9-9-12 16.6-0 06 UPLIFT REACTION(S) : Support 1 -997 lb Support 2 -50 lb Support 3 -443 lb Support 4 -216 lb HORIZONTAL REACTION(S) support 1 5629 lb support 2 5628 lb support 4 535 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Partial, Importance Factor 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 8.77 ft, mph - 80 CBC Standard Occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L= -0.06" D- -0.08" T= -0.14" == Joint Locations -=== 1= 0- 0- 0 6 2-11- 0 2 5- 9-13 7 9- 9-12 3 11- 7-11 8 16- 6- 0 4 17- 5- 8 9 17- 5- 8 5 0- 0- 0 10 0- 0- 0 T T 1 2 i 1SHIP All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OVER SUPPORT AS SHOWN by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. (13 7/24/2008 Scale: 114"= V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PDO4685 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JOLO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that me loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utllized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! p y Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf s 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install brace this truss In accordance the following 'Joint Cutting Detail Reports' as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 9pl. and with standards: and available 'ANSVTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI( Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 37.00 psf Seqn T6.5.7 - 54020 Job Name: BOONE ADDITION Truss ID: A04 Qty: 1 Drwg: BEG X -LOC REACT SIZE RSQ'n TC 2x4 SPF 1650F -1.5E 1 0- 1-12 102 3.50` 1.50• BC 2x4 SPP 1650F -1.5E 2 2-11- 0 1058 3.50` 1.50• WEB 2x4 HP STUD 3 17- 3-12 475 3.50` 1.50• Mark all interior bearing locations. BEG REQUIREMENTS shooru are based ONLYDrainage must be provided to avoid ponding. on the trues material at each bearing TC FORCE AXL END CSI 1-2 1036 0.15 0.33 0.48 2-3 -1213 0.01 0.33 0.34 3-4 -4 0.00 0.30 0.30 BC FORCE AXL END CSI 5-6 -2 0.00 0.13 0.13 6-7 577 0.09 0.13 0.21 7-8 1308 0.20 0.13 0.33 WEB FORCE CSI WEB FORCE CSI 5-1 296 0.10 2-7 685 0.24 1-9 0 0.00 3-7 192 0.05 1-6 -1092 0.27 3-8 -1335 0.96 2-6 -1717 0.47 4-8 -157 0.03 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Install interior support(s) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT REACTIONS) : Support 1 -302 lb Support 2 -436 lb Support 3 -199 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Partial, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 8.77 ft, mph = 80 CBC Standard Occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L= -0.06" D= -0.08" T- -0.14" == === Joint Locations = = 1 0- 0- 0 6 2-11 0 2 5- 9-13 7 9- 9-12 3 11- 7-11 8 17- 5- 8 4 17- 5- 8 9 0- 0- 0 5 0- 0- 0 5-9-13 -, 5-914 5-913 5-9-13 11-7-11 17-5-8 1 2 0.- .25T 2-0-0 T 3 4 T T 1-7-6 2 I SHIP - 2110 l:w 17-58 lu 41� 5 6 7 8 Cc 10 22-11-0 6-10-12 7-7-12 2-11-0 9-99-912 17-5-8 STATE OF G��o 7/24/2008 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OVER 3 SUPPORTS. by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD04685 This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: JOLO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• JOLO T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss l Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will "use the moisture Content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSUTPI 1•, WTCA 1'. Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute'(TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 37.00 psf Seqn T6.5.7 - 54021 Job Name: BOONE ADDITION Truss ID: A05 Qty: 1 Drw : Eng. Job: EJ. ERG x -LOC REACT SIZE RRO'a TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areae 1 0- 1-12 65 3.50• 1.50• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 2-11- 0 925 3.50` 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) : 3 16- 4- 4 452 HGR 1.50• Mark all interior bearing locations. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -217 lb BEG REQUIREMENTS shown are based ONLYDrainage must be provided to avoid ponding. Install interior support(s) before erection. Support 2 -381 lb , on the truss material at each bearingThis truss is designed using the End verticals are designed for axial loads Support 3 -192 lb ERG HANGER/CLIP NOTE CBC -01 Code. only unless noted otherwise. Phone (760) 341-2232 1% INTCA V - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate institute (TPI) Is located at 218 N. Lee Street Suite 312, 3 Hanger TBE- Bldg Enclosed = Partial, Importance Factor - 1JMensions above or below the truss profile Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf -HANGER(S) TO BE ENGINEERED Truss Location = End Zone .- (if any) have been designed for loads -- Support Connections)/Hanger(s) are Hurricane/Ocean Line = No , Exp Category = C indicated only. Horizontal loads applied at not designed for horizontal loads. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft the end of the extensions have not been Mean roof height = 8.76 ft, mph = 80 considered unless shown. A drop -leg to an TC FORCE A%L END CSI CBC Standard Occupancy, Dead Load = 12.6 psf otherwise unsupported wall may create a 1-2 801 0.12 0.35 0.47 hinge effect that requires additional design 2-3 -1080 0.01 0.35 0.36 consideration (by others). 3-4 -3 0.00 0.22 0.22 - BC FORCE ABL BIRD CSI 5-6 -2 0.00 0.13 0.13 6-7 678 0.10 0.12 0.22 7-8 1100 0.16 0.10 0.26 WEB FORCE CSI WEB FORCE CSI 5-1 214 0.07 2-7 442 0.15 1-9 0 0.00 3-7 147 0.04 1-6 -843 0.21 3-8 -1138 0.59 2-6 -1573 0.43 4-8 -118 0.02 TT 2 0.0 5-95-9-13 5-9-14 4-10-5 5-9-13, 11-7-11 16-6-0 1 2 t 3 4 02 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L- -0.04" D- -0.06" T- -0.10" ..... Joint Locations - - 1 0- 0- 0 6 2-11- 0 2 5- 9-13 7 9- 9-12 3 11- 7-11 8 16- 6- 0 4 16- 6- 0 9 0- 0- 0 5 0- 0- 0 7/24/2W8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded - OVER 3 SUPPORTS1f41 by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: P004685 ® 5-95-9-13 5-9-14 4-10-5 5-9-13, 11-7-11 16-6-0 1 2 t 3 4 02 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L- -0.04" D- -0.06" T- -0.10" ..... Joint Locations - - 1 0- 0- 0 6 2-11- 0 2 5- 9-13 7 9- 9-12 3 11- 7-11 8 16- 6- 0 4 16- 6- 0 9 0- 0- 0 5 0- 0- 0 7/24/2W8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded - OVER 3 SUPPORTS1f41 by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: P004685 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: JOLO and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS nr: JOLO g are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Com an You Can Truss! p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 s Charles pl. Ste -11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 .St. PalmDesertCA. 9pl. Desert, end brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSFTPI BC Dead psf Design Spec CBC -01 Phone (760) 341-2232 1% INTCA V - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate institute (TPI) Is located at 218 N. Lee Street Suite 312, .7.00 Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.7 - 64022 ' Job Name: BOONE ADDITION Truss ID: A06 Qty: 1 'Drwq: BEG x -LOC REACT SIZE REQ,a TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 1 0- 1-12 24 3.50" 1.50• BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 2-11- 0713 3.50" 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. 3 14- 4- 4 398 HGR 1.50• Mark all interior bearing locations. PLATE VALUES PER ICBO RESEARCH REPORT #1607. BEG REQUIREMENTS shoom are based ONLYDrainage must be provided to avoid ponding. Install interior support(s) before erection. on the truss material at each bearingThis truss is designed using the End verticals are designed for axial loads BEG RANGER/CLIP NOTE -CBC-01 Code. - only unless noted otherwise. 3 Hanger TBE- Bldg Enclosed = Partial, Importance Factor_ = 1JDQensions above or below the truss profile -HANGER(S) TO BE ENGINEERED Truss Location = End Zone - (if any) have been designed for loads Support Connections)/Hanger(s) are Hurricane/Ocean Line = No , Exp Category - C indicated only. Horizontal loads applied at not designed for horizontal loads. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft the end of the extensions have not been Palm Desert, CA. 92211 Mean roof height = 8.73 ft, mph=80 considered unless shown. A drop -leg to an TC , FORCE AXL BND CSI CSC Standard Occupancy, Dead Load= 12.6 psf otherwise unsupported wall may create a '1-2 487 0.07 0.35 0.42 hinge effect that requires additional design 2-3 -803 0.01 0.35 0:35 TOTAL 37.00 psf consideration (by others). 3-4- -3 0.00 0.18 0.18 BC FORCE AXL SND CSI 5-6 -2 0.00 0.13 0.13 6-7 723 0.11 0.10 0.21 7-8 709 0.08 0.08 0.16 WEB FORCE CSI WEB FORCE CSI 5-1 98 0.03 2-7 120 0.05 1-9 0 0.00 3-7 120 0.05 1-6 -511 0.13 3-8 -777 0.19 2-6 -1287 0.35 4-8 66 0.02 T 2" T 1 '1 5-95-913 5-9-14 2-10-5 5-9-13 11-7-11 14.6-0 1 2 3 - 4 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -99 lb Support 2 -292 lb Support 3 -172 lb MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC 1 L- -0.02" D- -0.03" T= -0.05" == _- Joint Locations =--- 1 0- 0- 0 6 2-11- 0 2 5- 9-13 7 9- 9-12 3 11- 7-11 8 14- 6- 0 4 14- 6- 0 9 0- 0- 0 5 0- 0- 0 A Company n You Can Truss I p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OVER 3 SUPPORTS by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD04685 This designIs for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk• JOLO and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr• JOLO ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company n You Can Truss I p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Instals BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSFTPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1•, WTCA 1'. Wood Truss Council of America Standard Design Responsibilittes,'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Assoctatlon (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.7 - 54023 Job Name: BOONE ADDITION Truss ID: A07 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ERG x -LOC REACT SIZE REQ -D TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 53 3.50• 1.50• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when trues not supported in a hanger. 2 2-11- 0 584 3.50^ 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) : DurFacs L=1.25 P=1.25 3 12- 4- 4 330 HGR 1.50• Mark all interior bearing locations. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Support 1 -70 lb ERG REQUIREMENTS shorn are based ONLYDrainage must be provided to avoid ponding. Install interior support(s) before erection. Support 2 -242 lb on the truss material at each bearingThis trues is designed using the End verticals are designed for axial loads Support 3 - -145 lb ERG HANGER/CLIP NOTE CBC -01 Code. only unless noted otherwise. BC Dead 7.00 psf .. 3 Hanger TBE- Bldg Enclosed = Partial, Importance Factor - liMensions above or below the trues profile Fax # (760) 341-2293 -HANGERS) TO BE ENGINEERED Trues Location - End Zone (if any) have been designed for loads Support Connections)/Hanger(s) are Hurricane/Ocean Line - No , Exp Category = C indicated only. Horizontal loads applied at not designed for horizontal loads. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft the end of the extensions have not been Mean roof height = 8.71 ft, mph. - 80 considered unless shown. A drop -leg to an TC FORCE AxL END CSI CBC Standard Occupancy, Dead Load - 12.6 psf otherwise unsupported wall may create a 1-2 337 0.05 0.44 0.49 hinge effect that requires additional design 2-3 -350 0.00 0.44 0.44 consideration (by others). BC FORCE AEL END CSI 4-5 -2 0.00 0.12 0.12 5-6 682 0.10 0.09 0.19 6-7 2 0.00 0.08 0.08 WEB FORCE CSI WEB FORCE CSI 4-1 72 0.02 2-6 -349 0.14 1-8 0 0.00 3-6 382 0.13 1-5 -351 0.09 3-7 -322 0.06 2-5 -1082 0.30 T 2-0-0 T 1 5-95-913 5-9-13 2 025 6-8-3 12-6-0 3 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L= -0.01" D= -0.01- T= -0.02- ===== Joint Locations =--- 1 0- 0- 0 5 2-11- 0 2 5- 9-13 6 9- 9-12 3 12- 6- 0 7 12- 6- 0 4 0- 0- 0 8 0- 0- 0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded UVtic s aurrurl f a by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD04685 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: JOLO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr' JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS uti0zed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 V,'WTCA V- Wood Truss Council of America standard Design Responsibllitles,'BUILDING COMPONENT (BCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 37.00 psf Seqn T6.5.7 - 54024 Job Name: BOONE ADDITION Truss ID: A08 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD04685 BRG x -LOC REACT SIZE REQ -DTC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areae 1 0- 1-12 76 3.50^ 1.50• BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 2-11- 0 450 3.50- 1.50- WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) : Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf 3 10- 4- 4 266 HGR 1.501 Mark all interior bearing locations. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -46 lb BRG REQUIREMENTS shown are based ONLYDrainage must be provided to avoid ponding. Install interior support(s) before erection. Support 2 -169 lb on the trues material at each bearingThis truss is designed using the Support 3 -124 lb BRG HANGER/CLIP NOTE CBC -01 Code. 3 Hanger TBE- Bldg Enclosed - Partial, Importance Factor - 1.00- .00•-HANGER(S)-TO -HANGER(S) TOBE ENGINEERED Truss Location = End Zone Support Connection(s)/Hanger(s) are Hurricane/Ocean Line = No , Exp Category - C not designed for horizontal loads. Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 8.69 ft, mph 80 TC FORCE AXL BND CSI CBC Standard Occupancy, Dead Load = 12.6 psf 1-2 237 0.04 0.31 0.35 2-3 -4 0.00 0.31 0.31 BC FORCE AXL BND CSI - 4-5 -1 0.00 0.17 0.17 - 5-6 505 0.05 0.17 0.22 WEB FORCE CSI WEB FORCE CSI 4-1 -81 0.02 2-5 -783 0.21 MAX'DEFLECTION (span) 1-7 0 0.00 2-6 -520 0.25 1-5 -246 0.06 3-6 -104 0.02 -= Joint Locations = 1 0- 0- 0 5- 2-11- 0 - 2 5- 9-13 6 10- 6- 0 3 10- 6- 0 7 0- 0- 0 4 0- 0- 0 T 20-0 T_ T 1T1 I 5-9-13� 5-9-13 02 5 2 4-8-3 10-" 3 x/24/200 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "5" for 55 78 ga. from Alpine; or preceded IQ by "MX-- for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD04685 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JOLO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions ereto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads nr• DS JOLO g ' TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 Charles pl. ste-11 A 75-110 St. Cha Palm Desert rte Desert, 92211 Phone (760) 341-2232 Fax # (760).341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install nd brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avaliable as output from Truswal software, a'ANSVTPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, lAlexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19ih Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.7 - 64025 a lJob Name: BOONE ADDITION Truss ID: A09 Qtv: 1 Drwa: BEG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 1 0- 1-12 306 3.50• 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF 2 8- 4- 4 315 NOR 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. BRG REQUIREMENTS shown are based ONLYDrainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607 on the true material at each bearingThis truss is designed using the BRG HANGER/CLIP NOTE CBC -01 Code. 2 Hanger TBE- Bldg Enclosed = Partial, Importance Factor = 1.00 •HANGER(S) TO BE ENGINEERED Truss Location = End Zone - Support Connections)/Hanger(s) are Hurricane/Ocean Line = No , Exp Category = C not designed for horizontal loads. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 8.67 ft, mph = 80 TC FORCE ASL BND .CSI CBC Standard Occupancy, Dead Load = 12.6 psf 1-2 -414 0.00 0.28 0.2a 2-3 -3 0.00 0.25 0.2s BC FORCE ABL BND CSI 4-5 -1 0.00 0.07 0.07 , 5-6 605 0.09 0.07 0.16 WEB FORCE CSI WEB FORCE CSI 4-1 -292 0.06 2-5 247 0.07 1-7 0 0.00 2-6 -654 0.15 1-5 435 0.15 3-6 50 0.01 2-0-0 T 1-3-1 1 1 025 5-95-913 2-8-3 5-9-13 8-" 2 3 Required bearing widths and bearing°areas apply when truss not supported in a hanger. UPLIFTREACTION(S) : Support 1 -134 lb Support 2 -140 lb T 2-" 1-5-2 SHIP 1 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 1 L= -0.01" D= -0.01" T= -0.02" ==`Joint Locations ==== 1 -- 1 0- 0- 0 5 2-11- 0 2 5- 9-13 6 8- 6- 0 3 8- 6- 0 7 0- 0- 0 4 0- 0- 0 2X41 3X4 l '� �v 4 5 6 811~ -8 2-11-0 5-7-0 srue STATE 0 G - 2-11-0 8." 7/24/2008 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 17/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD04686 This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: JOLO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS nr: JOLO g S WO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S R KS utilized on this design meet or exceed the loading Imposed by the total building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise - TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Charles pl. ste-11 A 75-110 St. Cha rle environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf ' O.C.Spacing 2- 0- 0 Desert, 92211 PalmDesert and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSFTPI 'BUILDING BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1','WTCA V - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (BCSI) ond'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.7 - 54026 Job Name: BOONE ADDITION Truss ID: A10 Qty: 1 Drw : BRG x -LOC REACT SIZEREQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 232 3.50 .1.50• BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 6- 4- 4 241 HGR 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) : BRG REQUIREMENTS shorn are based ONLYDrainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -102 lb on the trues material at each bearingThis truss is designed using the Support 2 -108 ib BRG HANGER/CLIP NOTE CBC -01 Code. _ 2 Hanger TBR- Bldg Enclosed - Partial, Importance Factor = 1.00 -HANGER(S) TO BE ENGINEERED Truss Location = End Zone Support Connection(s)/Hanger(s) are Hurricane/Ocean Line = No , Exp Category = C not designed for horizontal loads. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 8.65 ft, mph = 80 TC FORCE AXL BND CSI CBC Standard Occupancy, Dead Load - .12.6 psf 1-2 -81 0.00 0.48 0.48 BC FORCE AXL BND CSI 3-4 -1 0.00 0.03 0.03 4-5 1 0.00 0.03 0.03 WEB FORCE CSI WEB FORCE CSI 3-1 -214 0.04 2-4 81 0.04 1-6 0 0.00 2-5 -218 0.04 1-4 82 0.04 - MAX DEFLECTION (span) L/999 MEM 3-4 (LIVE) LC 1 L= 0.00" D. 0.00" T= 0.00" _= Joint Locations =-=== =1= 0- 0- 0 4 2-11- 0 2 6- 6- 0 5 6- 6- 0 3 0- 0- 0 6 0- 0- 0 1 2 0.� 3X4 3 IS 2-0-0Lj I 2-" 1-3-1 1-4-10 SHIP - -2 LU 3X4 P X4 � � G� 2X4 W CcZp 22-110 3-7-0 1 2-11-0 6 - TU 6-0 S 7/24/20 8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded STATE by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 23132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. WO: PD04685 This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: JOLO and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S W O R KS areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: JOLO utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-11 O St. Charles pl. Ste -11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSFTPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 37.00 psf Seqn T6.5.7 - 54027 JJob Name: BOONE ADDITION Truss ID: B01 Qty: 1 Drwg: I BEG X -LOC REACT SIZE REQ;D TC 2x4 SPF 1650F -1.5E 1 0- 1-12 853 3.50• REQ; 1.0• BC 2x4 SPF 1650F -1.5E 2 14- 0-11 859 3.50• 1.50• WEB 2x4 HF STUD BEG REQUIREMENTS shown are based ONLYGBL BLK 2x4 HP STUD on the truss anterial at each bearingPermanent bracing is required (by others) to prevent rotation/toppling. See SCSI TC FORCE ASL BND CSI and ANSI/TPI 1. 1-2 -1348 0.01 0.49 0.51 End verticals are designed for axial loads 2-3 -1721 0.02 0.49 0.51 only unless noted otherwise. 3-4 -509 0.07 0.21 0.29 Extensions above or below the truss profile (if any) have been designed for loads BC FORCE ABL END CSI indicated only. Horizontal loads applied at 5-6 -5629 0.79 0.02 0.81 the end of the extensions have not been i 6-7 4415 0.62 0.13 0.75 considered unless shown. A drop -leg to an 7-8 5412 0.76 0.06 0.82 otherwise unsupported wall may create a hinge effect that requires additional design WEB FORCE CSI WEB FORCE csi consideration (by others). 5-1 -849 0.16 2-7 -1960 0.80 1-9 0 0.00 3-7 1144 0.37 1-6 2242 0.73 3-8 -1843 0.40 2-6 -1642 0.49 4-8 58 0.02 5-95-913 5-9-13 Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 58 -intervals. Bracing is a result of wind load applied to member -(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Or 25 T 2-0-0 T TYPICAL PLATE: 1.5X3 + + + + + + + + + + + + + + + + + + + + + + Designed for 5.6 K lbs drag load applied evenly along the top chord to the chord O ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. - 1.60 Horiz. reaction - 5.6 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + UPLIFT REACTION(S) : Support 1 -305 lb Support 2 -310 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Partial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 8.73 ft, mph = 80 CBC Standard Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc Ll TC Vert 85.00 0- 0- 0 85.00 14- 2- 7 0.5 BC Vert 17.00 0- 0- 0 17.00 14- 2- 7 0.0 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 18 L= -0.11" D- -0.12" T= -0.23" 5-9-14 i 2.6-12_ _= Joint Locations -==== 11-7-11 14-2-7 1 0- 0- 0 6 2-11- 0 2 5- 9-13 7 9- 9-12 3 11- 7-11 8 14- 2- 7 3 4 4 14- 2- 7 9 0- 0- 0 5 0- 0- 0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 16 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD04685 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: JOLO and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr• JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf Charlesste-11 A 75-110 St. Charles s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. 9pl. Palm Desert Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI1TPI SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA V- Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT (SCSI) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.7 - 54028 Job Name: BOONE ADDITION Truss ID: B02 Qty: 2 Drwg: BEG X -LOC REACT SIZB REQ'D TC 2x4 SPF 165OF-1.5E 1 0- 1-12 499 3.50". 1.50• BC 2x4 SPF 1650F-1.SE 2 13- 0- 8 508 3.50• 1.50" WEB 2x4 HF STUD BRG REQUIREMBNTS shorn -are based ONLYDrainage must be provided to avoid ponding. on the truss material at each bearingEnd verticals are designed for axial loads 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf only unless noted otherwise. TC FORCE AXL BND CSI Extensions above or below the truss profile 1-2 -935 0.01 0.34 0.35 (if any) have been designed for loads 2-3 -1005 0.01 0.34 0.35 indicated only. Horizontal loads applied at 3-4 -3 0.00 0.21 0.21 the end of the extensions have not been considered unless shown. A drop -leg to an BC FORCE AXL END CSI otherwise unsupported wall may create a 5-6 -2 0.00 0.09 0.09 hinge effect that requires additional design 6-7 1566 0.23 0.13 0.36 consideration (by others). 7-8 624 0.07 0.12 0.19 WEB FORCE CSI WEB FORCE CSI 5-1 -483 0.10 2-7 -586 0.24 1-9 0 0.00 3-7 454 0.16 1-6 987 0.34 3-8 -810 0.16 2-6 -677 0.18 4-8 69 0.02 T 2 T -0-0 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. 5-9-13 5-9-13 2 0� 5-95-914 1-6-9 11-7-11 13-2-4 3 4 UPLIFT REACTIONS) : Support 1 -215 lb Support 2 -219 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Partial, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 8.72 ft, mph = 80 CBC Standard Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 0- 0- 0 60.00 13- 2- 4 0.5 BC Vert 17.00 0- 0- 0 17.00 13- 2- 4 0.0 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L= -0.04" D= -0.08" T= -0.12- _= Joint Locations == 1 0- 0- 0 6 2-11- 0 2 5- 9-13 7 9- 9-12 3 il- 7-11 8 13- 2- 4 4 13- 2- 4 9 0- 0- 0 5 0- 0- 0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. I1 Z4/LUUt$ Scale: 11132" = 1' T R U S S WO R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chit: JOLO Dsgnr• JOLO WO: PD04685 TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIITPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA 1'- Wood Truss Council of America Standard Design Responslbllities,'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI) and'BCSt SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 37.00 psf Seqn T6.5.7 - 64029 I NATIO NI AL INSPECTION ASSOCIA7 w NIA. ----ii I i Quality Systems Management, Inc. ® s I National Testing, Inc. Quality Assurance/ Control Agency IAS AA -583 Metal Plate Connected Wood Truss Non Listed Fabricator's Audit Report Number: A 2 4 2 2 Origination Date: 07-2003 Revision No. C AF #13 Audit Dai e/Arrive/Depart: Fabricator's Name: Zn C, Location:Pl�i1)!� /7 I' Does the Fabricator have a CL Is the Quality System Manual, Has the QSM been reviewed i Are materials used in Producti Is an acceptable In -House Qu, Are In -House Quality Control I Is Final Inspection of the Trus: Is there a System in place to d Ore written Q.C. Inspection Re -lave any Corrective Action CATEG ;nt Agreement with the Agency for Audit? ................................. )SM" up to date per AC -10 & AC -98? ....................................... iin a twelve month period?...................................:................... per National Standards & Engineers Specifications? .............. y Control System according to National Standards in place?.. )ections being conducted per National Standards? ................. completed prior to Labeling & Shipment? ............................... I with Non -Conforming Materials? ............................................ its and Agency Audits kept for at least two years? .................. , "CAR", been issued during this Audit? ............................ Product Check Yes _� No Yes _t ---No Yes _,.- No Yes _ /No Yes _,� No Yes _,L/No Yes _,G No Yes No Yes Yes _/No Yes No .,,L ORY ;UNF RMI G NON -CONFORM. REMARKS Lumber Grade I k Joint Accuracy is within 1/8" Plate Placement I '� ANSI / TPI 2002 Plate Size I ICC ES Plate to Wood Tolerance is within 1/32" Label Legibility - Labels on Site - Stamps Labels f CATEGORY j YES NO REMARKS 'hanges In Supervisory Personnel, Production Process Per AC -98 4ny Test Performed or Witnessed Per AC -98 s There Product Tractability Per AC -98 any "CAR" Reports From Last Audit � Per AC -98 kny Shut Downs or Disruptions In Production Per AC -98 1ny Samples Taken j Per AC -98 1ny Test / Measuring Equipment That Requires Calibration Per AC -98 roes the Final Product meet UBC / IBC and National Standards? _ _ Ue-_ Required Signatures Fabricator Q.C. Supervisor Auditor for National Inspection Association 0. Box 3426 E -Mail: NIAgillette@vcn.com (307) 685-6331 Q,fce [Vette, Wyoming 82717-3426 Cellular Phone: (307) 689-5977 (307) 68.5-6.3.31 Fnr " NATIONALINSPECTIONASSOCIATION INC. W—NIA—E Quality Systems Management, Inc. ® National Testing, Inc. Origination Date: 07-2003 Revision No. C AF #14 Report Number:L%?�2 FINDINGS: Number of "Correction Action Requests" Issued: It was found that: Auditor for National Inspection Last AC 10 Manual Review conducted by N.I.A., Inc.: 'D It was found that: There ( Was / a No ) changes Quality Assurance / Control Manual If there are changes to the Add to the ICC AC 10 Acceptance Criteria from which your was written. 10 Criteria, show changes in "Comments". It was found that: This Metal Plate Connected Wood proper equipment for the proper Truss Fabrication Facility <_q0/ Does Not Have ) shipping and delivery of trusses. Product Review: Roof Trusses: 9 �) ' �A C� 36,176' 3 � ,S_T 3 7ol S" ^3 36 -7,;2y y 3q�, _2 . Floor Trusses: i russes Mat were Heviewea. a meet uH(txceeaii uo Not Meet ) the Heauirements of the U.B.G. code the I.B.C. Code, the I.R.C. Code, Comments: the ANSI -I anal Standards and the Engineer's Specifications. i i i i I Assocuition / Quality Systems Management Auditor for National Inspection P.O. Box 3426 Gillette, Wyoming 82717-3426 I E -Mail: NIAgillette@vcn.com (307) 685-6331 Offke Cellular Phone: (307) 689-5977 (307)685-6331 Fax 1 Page 7Wo of 7Wo • PRESSURE BLOCKING DETAIL FOR END. JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD OF S PSF PRESSURE BLOCK HIP NO. I TRUSS 3-10d WITH 4-16d NAILS 3-10d 3-10d PRESSURE BLOCK WITH 4-16d NAILS 340d p BOTTOM CHORD OF O.C. TYPICAL HIP NO. I TRUSS NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM v CHORD OF HIP NO. 1 WITH 4-16d NAILS. BOTTOM CHORDS -OF END JOINTS ARE ATTACHE , CNITE L , KSE BLOCK 3-10d .® D WITH 3-1 Od „ NAILS AT EACH END Of THE PRESSURE i CT - - - --- - BLOCK. ` srAITE PLATE CODE SPACING GATE - TW20 UBC 'CIVIL nE sO-OS181lfII IX OUtas t0 aSC(at+ w neat I OIO-OSI • '�'� uISO ci�O cl IIU1iIICaOo"000S �'E"o laPES"01 a nq li%E 1-1 JwPO5E0a'ST I"t �C+It BUR 01�K•CC to U "r-.11 to lat IS aSSV�EO r0a OI�EuS 10��q ,CC[P,C• V(C(fr all OnS nolOtl (0 ra0a(C,IIMt CE n4 C'IOn .,nn[Cu.lo,I nail CO✓rlr xl tH nrt Q l ES Srox„ ,aE IAUS-IL 16. I8. Oa 70 c,c/. +S SaCC Ir 1(0 I n[lSx4 t'OUSCnx nE fN411r CO�,Iapl wOESIGtu . S%r vu a a or fa/55 R+4 11,5 1WIC I'r 11 n10 io SI'1Cl+l CJ., luc O'0.Tl t1 ui vat(l5 ,01 SnEC Ir IC+II� EO ,nf r0 0( EOV+II• 01',IIXO .� OUNI(S IIgS flnaCl"G ,t o.rnS 11/SIGs as �VvrS URII Ci OVIar0 W I!Zl 10V,t IaIISS -f. IS 110tC0 0.1 n•IS On+-luc r:f IS tnni fl�OCMltlwOV;IO, gnaCfO Br SV an.(nc N' S5 'IU'' ,_-� OxGo ��1J C ♦ - �SY5TEIVI$ jolt '1•I,Ki IfU nlq Crl� Ont ovl Sf S•,I(p v 1 C+V 10•rt 1 (c+n01.1c IPur11,; w iE1 0IS i(iiir5'nl�l[SJUS tof �pon S Oa'�ogsS19ji( BO�BC[ oU ,I pnl n(.'.�p— rrnl CjlOi Q Li IRUSWALSYSTEMSCOWORAIION .11 -11 cic• i'.'. I'M) f"oAII0nS4 ( •1,o oo�l•rolnc' orna I n, 3h nuss[s °npoto I�ir,o -,'w I•�[Lnlon Br,nmc ioc:il0•t"tar Cl "111%o•, +r "'S' Ca,Cra�I[„p rn(ctlml_ �,,u(vllo” nWssr.s r1,(( 1101 Of. nLICEO i "I $ (e%1Qinon a r1t Lass to an(.t•11 LaapoCa „i"�1°�os .AK)ICIOV9'iiiq IU�IO�iI p, C'US(aICuCC C'i'up lOn"E 0, C.-sca• vit OCwEC(SS a*. IF(S�CIX I(o�I rtOrB . l 0 E IS oVlslof n4 SCUaC Of a(sno"S181 ll. a toVSr,l A 1. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERJ IE•AD PURLIN. —. 2. 2x4 HT HF OR H2 DF PURLINS 4' - 0"O.0 Y J. 2x4 HI IIF OR 112 OF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS HI SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. 5. EXTENDED END JACK TOP CHORD (TYPICAL) 6. COMMON TRUSS. 7. HIP CORNER RAFTER. 8. Ixq CONTINUOUS LATERAL BRACING. ti I II 9. EXTENDCD BOTTOM CFIORD. mis DATE HIP FRAMING DETAIL 1/21/98 LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDING DESIGNER. =SETBACK SECTION A o HIP TRUSSES 24" O C. (TYPIC • ! _ - SECTION B lF 0 , Pow QIb WARNING Read all notes on this sheet and give a copy o! 11 to the Erecting Contractor, This dasiy„ is to, an ,no—duat Duddno c0mponant. II has Osten Oa do on speohcalW,ls pro.4eo oy the Component manulazz— and dons in, accordance wM Lha Current vv3an3 of TPI and AFPA dasyn standards. No raspc„C,Oa,ly u assumed 10, 0—s,o,lal Aww.,c Om to o. r.nh.o Oy Ina componani marW dClu,M and/or Uuddmo 0"'Un., prior to lawn hon Th- 1-10,no d.s%— snap .1c.116. IIVI�410.," ul.0 ail W, , Oas,yn meat p ►scald Ih. Iwdmo .npu,ad UP the lU,;al Uuud,ny CuO. h n .s sumud UW Ib, top Chad ,s W.,auy O,acad by W ,WI or IIWr lnealluno LW the bottom Cnord I3 lalwaliy,rac+tl by a hya/ Sn.alhny nis,.1 J.eclty alucri w, is O,na n01ad era, no - -�� TRIUSTINM Shown U In#ot m(N Lateral support Of t OfThOn Mi{ mamOaN onr/ 10 reduce b"k" lanpin. Thu COMPO/,anl than not M puce„ my anr.Orvnsn, ma, wul Uuse Ina mO,llura COnlenl Of Ina wood "CNd 19% andror UW • Conn.ClW pills Collor ,. F.Urul.. ,l.ndla, n,Ua and O,aC. dW UW 3 n 118.JSWAL SYSTEMS CORPORAIION acco,d.nC. wan Lha Idlowmy slanowds: -TRUSCOM MANUAL- 0y TIU-81,'DUALITY. CON IROL S W,DARO FOR METAL PLATE CONNECTEO WOOD TRUSSES' • (05648).'HANOLINO INSTALUNG Alto BRACING METAL PLATE • (H,8•oq LE CONNECTED WOOD TRUSSES' yid •1aB.pl SUMMARY SHEET' by TPI. The T,usa PWa IMlnula (TPtj,s bcJlad at 583 O,OnOh,O Dr... Maduon, WaC Zrn 53719. The AmanCan Faw and Paper AS'"'a"oh (APPA( 13 IOCat*d at 1250 COnnaQICUI Ara. NW. Sig 200. WUNNton. oc 20038. _ - - ✓� a r.c!� f..� I . ' I ' j I // (� • I I I, I I i, II li y - I i _- I I I I l i :• I �- i - ! S ,e PLAN VIEW '(3) 16d TOENAILIED --� SrATEOF�'P\• HIP TRUSS jQ� GSR' ty �CD EA. TOP CkoQD DETA L "AllEND '_EDGER %T?ACHED _C FACE 0;= TRUSS � �• HIP TRUSS GE ; ;ll! "A" .. AL Z X F� QN LTE f1l�GFi I E} � ' -JAILER ATT,^-,C-;4ED , 'O KING 'POST i ►cod I Ei N A L GENERAL NOT Trusses are not marked In any way to the frequency or location of temporary Follow the recommendationsfor h Installing and temporary bracing of Refer to SCSI 1-03 Guide to Good Pra issz for more Truss Design'Drawings may specify locations permanent bracing on individual compressl members. Refer to ,the SCSI -B3 Summa Reinforcement for more Information.' All oe permanent bracing design Is the responslbil of the Building Designer. 0 The consequence r of improner handling and bracing maybe a CbIIaDSC of the Str worse, serious personal injury or death. EI resullado de un maneju, mstrlad6n y inadecuados, puede se: la caioa de la e, aim poor, rnuertos v her idns. a Banding and truss plates have sharp ed ' gloves when handling and safety glasses cutting -banding. Empaques y placas de metal ti nen bordp: aftlados. Use guantes y !Lnfes protector Corte los empaques. HANDLING MAJI C7f Allow no more * No permita rnas �..J than 3" of denec- .are 3 pulgadas de tion for ever/ 10', pond• ri nor "calla of spar,. p r . Vamp. ,ra ra - I ra ! HAND ERECTION NOTAS-GENERALES Los trusses no ascan marrados de,ningun mods qua l C7 Trusses <0' or \ r, T us zs 30 r s Identlfique-la'frecuencia o localizad6n de los ardostres lr l -I s u„Ix;rt - L� i.ss ;uppo et (bracing) temporales. Use las recbmendaciones de manelo, I Ppax quarter pint t ; Instalad6n y ardostre temporal de los trusses. Vea el fi&tQ i ievante it 4, / II Levante d r @�I 1.03 Gula de Buena Mcti , ora el ManeJo. lrt<<dlyLlpl) ; YY ` I C i y Am ostre de los T rnS $ de Madera CnnnectaQgs �Qg i du trusses los, IJ I' los ramo,lcuarl0J� �i cusses de 20 I I' de rramo-los - r�� 2liifstidCMetaJRdID.Para mayor infonnaci6n. - - ales o mens I —...'. _..111—_----=_... i.. trusses de 30 I ill ii Los dibujos de diseho de los trusses pueden especificar I F Trusses up to 20' I pies o mends., I E Trusses up to 30'' tag localizadones de los ardostres permanentes en los ' Trusses hasta 20 pies Trusses hast. 30 pies mlembros Indivlduales en compresi6n. Vea la hoJa LeSllmen SCSI -B3 para los arrfestres nermanentes y•refuerzos de.los mlembros secu d rinca(mbpara mayor lnformad6n:'El i HOISTING — LEVANTAMIENTO recto de arriostres pennanentes son W responsabiadad del i Hold each Guss.in position vAth the erection equipment until temporary bracing'!s installed and Dlsefiador del Edlfido. r - truss is :fastened to the bearing points. - Stalling li ;v.. �rt�r ”. enga Cada truss en. Dosici6n con, la gnla-hasia qua el arriostre temporal estd instalado y el E'Yn truss asegurado en los sopohes. I dmtre _ i � Dn not lift truss, --q over 30' by the peak. ICCUra v i No levalle del plod los busses d0 mos de 30 Picts. • - Greater than 30' MS's de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN . Wear RECOMMENDACIONES DE LEVANTAMIENTO hen w;.. ! ,POR LONGITUD DEL TRUSS - cuantic 60' or'loss j �EJO. - y . I 1 Annrox 1/2 i Q lIU5(! special care in Uhllrn rufd ado i ,windy weather o: especia.Rn drat• ' near power lines; ventosos o cerci de i and airport -f,. cables'ele•tdcos p de Spreador bar for- IN66 bundles - �\ Te lin 9 • r» 19� O O Check banding Revise la cmpaoues I prior to mov?ng antes de mover los, - bundles. paquetes de trusses. a Tagline preaderbar Toe -in ` I _ Spreader bar 1/2 to J`— 2/3 truss length e ' TRUSSES UP TO 60' TRUSSES HASTA 60 PIES LJ - truss length TRUSSES UP TO 30' TRUSSES HASTA 30 PIES - I; %T�" - Locate Spreader bar -above or stiffback ' : mid -height . a o 1� Attach . Dr) not walk on unbraced, trusses. - max. Pick up venccd! Levante de la Cuerd. _ • I' bundles at the supe icy los grupos Q Avoid lateral bending F.vite la flexion lateral top chord. veri-a!es.de trussr' �_. Spreader bar 2/3 to •r _ I .I 3/4 t_.. length t Tegline . „ a TRUSSES UP TO AND OVER 60' r I . TRUSSES HASTA Y SOBRE 60 PIES ; BRACING - ARRIOSTRE fir•fer to fiC51:62 SllmmalYSheeL TLus5lDSCalla _ 00 not stere No almacene "unbraced bundles vertiralmentc lnc •� - tinfl-dL1SL..fefllCA;irty.-SI'aSing for more information. ONE WEEK OR LESS , MORE THAN ONE WE S'�y�,,V1 Rllaml t �Y QBundles stored on the ground for one week or more should be raised by blocN at e' to 10' on c?nter. Los paquetea alrnacenadus en la Bern : una sernana o mus detxen sur elevarkn con bloques a Cada 8 o n nms. 171 For icing terry torage ccvet pundv...to vent moisture gain but allow for ventilal Para a!macen rmlerto or;r .mayor tl amp . euhra los paquetes para preienir aumer de humedad perp permita, venula%ion. .�Ilj 9 7 rq�>,,t rrri. ti�yt!�'�.'�, •:yY,K-`' G'r'-:k�si`r•C:�:h•1' �;�}` T Vea el tesutnt tLSS4L�2__.lastalhdr1ri.Gs �twsssti. I YAtrio:¢:B.,TCQtpptal para mayor informacidn. Dr) not walk on unbraced, trusses. - No corvine en trusses sueltos. - - Top Chord Temporary Lateral j Locate ground braces for first truss directly Bracing (TCTLB) f • in line with all rows of top chord temporary - J lateral bracing, i - •Goloque los arriostres de tierra Para el .. primer truss directamente en linea con sada una de ins filar do arriostres laterales 2x4 min. temporales de Ili cuerda superior. Brace first truss well '*7 before erection of additional. trusses. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4�2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas Paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 0' o.. max. 10,0-1z: Hasta 30 les SO les maxlmo 30' to 45' 8' o.cl max. 30 a 45 pies 8 pies 6ximo 45' to 60' 6' o.cI max. 45 a 60 pies 1 6 pies maxlmo 60' to 80'•4' o.cf max. 60 a 80 pies' 4 pies maximo 'Consult a Professional Engineer for trusses longer than ( Consulte a un Ingeniero para trusses de mas de 60 pies. Q See BC51-82 for TCTLB options. Maximum lateral brace spacing Vea el SCSI -82 para las opciones —_ de TCTI.S. — Asphalt Shingles _femRvraO aIle. IS' o.c. for 4x2 chords y5 Dlagonal braces L' omficoL1ifacing. f foLP_arall 1.Chord. QRefer to 50L -B_6_ t every 15 truss spaces (30' max.) � 4umm31x.5he�L.: � Cahle_GId.Irame. BLaGlrl9• - � Vea el reS6Q1eI1� 5C51:06 .A uipstm Q:1 tDlSb::L'm]ILldl dc.un lecho� dos_ t!� I F\ I 091-05. Set first five trusses with sr process on groups of four t Instale los Cmco primeros b diagonales. Repia Este pro hasta que todos los trusses 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. , 10'-15' max. 3) WEB MEMBER PLANE — PLANO DE LOS Web 10'-15' max. same spacing as bottom chord lateral bracing 0 Repeat diagonal braces. Repita los arriostres dladonales. 1 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 0 Refer to B.C51-B7. Maximum lateral brace spacing 12' Summaty_5beel. 10' o.c. for 3x2 chords Asphalt Shingles _femRvraO aIle. IS' o.c. for 4x2 chords y5 Dlagonal braces L' omficoL1ifacing. f foLP_arall 1.Chord. y0' of �' ' ' every 15 truss spaces (30' max.) Trusses for more j in on. ti I Vea el M_Stlmt:D_ B01. BZ.Ardostm. j I j : t!� I F\ I j te07L•9�11..X J \ � c i wrn=eiiLt de_ The end diagonal ifuS*cs- 1.'vPdtlas, brace for candlevered ' P.drdl4la5 para mayor trusses must be placed Lateral braces informac16n. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION I i171 Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. lJax. ' Length —►-I Max.ax. Be.9 Truss BOW Length � ...�-- y ' = ..:................ �— Length. �— length —a 3/4' 12.5' MOxgpty 7/8' 14.6' f'7( Tolerances forD/50 0 (h.) 1' 16.T ! LJ Out-of•Plumb. i 1/4• 1, 1-1/8' 18.8' Tolerancias para ° i 1/2' 2' I Fuera-de-Plontada. I S 1 � 1 Plumb 3/4' 3' 1.3/8' 22.9' I i bob 1' 4' 1.1/2' 25.0' 1 1.1/4' 5' 1.3/4' 29.2' ' 0/50 max �4' 1.1/2' 6' 2' 233.3' T 2' >_ 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Do not proceed vnth rrny; ::r -Oen until a!I brarinn 15 ":curely pieces, then add diagonals. Repeal, Maximum Stack Height s until all busses are setrind properly in place. for Materials on Trusses s con espociadores, luego los arriostres i No proceda can la constitiLd6n hasta que tivut; los ardostrF- . ,lento en grupos de cuatro trusses es' Olin colocudos en forma aprop!ada y segura. a instalados. ' Do not exceed maximum ;:tank heights. Refer to K5,L-9'i S.vmtOatY_Sheet__Coft rULtIOII.lpad1r19 for more information. i No exceda las maximas alturas recomendadas. Vea el rest)t= Diagonal braces every 10 truss spaces (20' max.) Some chorq and web members not shown for clarity. @CSI-B1.C<',f9aS1q_COOs.VSLCC16n para mayor informod6n. ! Do not overload small groups or single trusses. No sobrecargue pequefins qrupos o ti ussPS individualrc. Materlol Height (h) Gypsum Board 12' Plywood or OSB 18' Asphalt Shingles 2 bundles Concrete Block 8' Clay Tile 34 Utes high j I' -7f Place loads over as many trusses as possible. LJ Coloque las cargos sobre tantos muses tomo sea posible 9 i Q Position toads over load bearing walls. j Coloque las Cargas sobre las oaredes soponantes. �l / ALTERATIONS — ALTERACIONES I Q Refer toBS51:d5�5ummary Sheei_inj _D4mage..1.t2b51fe_M9.dlf1Cd1190530d Installatlp0_Errm. Vea elrssitm.ttiBCSIBs�anossl�tasses..tlpdi(icacianes�nla0br�yF¢ocessleln5talaciva SECUNDARIOS i Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No torte, altere o perfore ning6n mlembro estructural de los especificamente trusses, a menos que este permltido en el dibulo deJ diseno del truss. �-, Q Trusses that have baen overloaded during construction or altered without. the Truss Manufacturer's prior approval may render IN,- rniss Manufacturer's limited warranty null and vied. \� Trusses que tw !ian ,ebrr:c:r a.:;lD durantx, !a ronstrueri6n r, Ilan -ado ailerauo:, :no auLuri2ad6n previa d'•I N:bnG:nle de ir.sxs, pueeen reducer n ellmmar le. garaniia cie! F,b:,, wt0 de trusses. Diagonal braces every 10 truss spaces (20' max.) Some chor� and web members not shown for clarity. DIAGONAL BRACING IS VARY IMPORTANT i iEL ARRIOSTRE DIAGONAL ESIMUY IMPORTANTE! NOTE: TN lhlss Manufacturer and Truss er"neu must rely on the fad that the Contractor and aan opcmlru (if apptlmWe) arc cF- pat4e to undartnkc the work they NW agreed to do w a partkviar preJerl. Tae Contrador owo seek and repunnd aastanco rcyaNllg construction pmcticm from a competent pmtY. Tine methods and procedures auelned are Intended to enwne that the. overall conscr than techniques enptoyed will Dur floor and roof tru: , Into place SAFELY. Thcc recommendations for handling, Ins011ing and bracing wood busses are based upon the colloddva mperlence of leading technical pnrsOnnel In the wood truss Industry, but must, due to the ware or responsibilities Inva", be presented only as a GUIDE for use by a qualOkd Building Doggner or EnXtionfinstallation Contractor. It is not Intended that these recommendations be Interpreted as superior to arty design specification (provided by either an Architect, Engine. the Building Des",, the En:ctlon/Irstallatlon Contractor W otherwise) for handNg. Installing and bracing wood trusses and It does not txeWde the use of other equivalent methods for bmdng and prwlding stability for the walls and corunt, as may be determined by the buss EreWpNinstallation Contractor. Thus, the Wood Truss Coundl of America and the Truss plate Insdone expressly dlsdalm any responslbllay for damages arlsing from the use, application, or reliance on the recommendations and Information contained herein. 0L WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, w1 53719 218 N. Lee St, Ste. 312 • Alexandba, VA 22314 608/2744849 • www.woodtnus.com 703/683.1010 • www.tpinstdrg BIWARNILX1720050501 COMMON INSTALLATION ERRORS STRONGBACK BRIDGING RECOMMENDATIONS ERRORES COMUNES DE INSTALLCION REQUISITOS PARA PUENTE DE ESPALDA FUERTE t9 Avoid installing bottom chord reversed end-to-end. Evite instalar PCT que tengan reversa de fin a fin. SIX Some Truss Manufacturers mark corrE the truss itself. Two examples of trus Algunos fabricantes de truss marcan , de instalacl6n en el truss mismo. Dos truss estan mostrados aqui. PCT upside-down or Strongback bridging enhances the performance of trusses by limiting deflection and vibration. Install strongbacks at locations indicated inferior al revez o de by the Truss Designer or Building Designer. Strongbacks should be minimum 2x6, oriented vertically, spaced 10' o.c., and attached to walls at outer ends or restrained by other means. Puentes de espalda fuerte aumentan los trusses de rendimiento por limitar la deflexion y vibraci6n. Instale espaldas fuertes en lugares indicados por el disenador de truss o disen"ador de edificio. Espaldas fuertes deben ser un minimo de 2x6, orientados verticalmente, espaciados 10' o.c. y pegados a la pared o fines externos o comedidos de otra manera. t installation positions on tags are shown here. >rrectamente las posiciones jemplos de etiqueta de TOP �s•�* Fbv a R Some Truss Manufacturers mark the truss with a recommendation for strongback bridging. One example of truss tag is shown here. Algunos fabricantes de truss marcan el truss con una recomen- dacidn para puentes de espalda fuerte. Un ejemplo el la etiqueta de truss mostrada aqui. CONSTRUCTION LOADING i CARGANDO CONSTRUCCION Q Proper distribution of construction materials is a must during [J( Position load over as many construction. See BCSI-B4 Construction Loading, for specifics. trusses as possible with Distribuci6n propia de materials de�construccidn es una longest edge perpendicular obligacidn durante construccidn. Vea BC5I-84 Cargado de to trusses. Construccidn, para especificaciones de carga. Posicicine carga sobre to mas trusses que sea posible con la orilla mas larga perpendicular a los trusses. Never overload small groups or single trusses. Do not allow materials to lean against walls. Nunca sobrecargue grupos pequenos de trusses solos. No permite que materiales se recarguen en las paredes. This document summarizes Part 7 of ail 11 -part Informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004, 2005 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. W CR WOOD TRUSS COUNCIL OF AMERICA 6300 Enterprise Lane Madison, WI 53719 608/274-4849 • www.woodtruss.com TRUSS PLATE INSTITUTE 218 North Lee Street, Ste. 312 Alexandria, VA 22314 703/683.1010 • www.tpinst.org ►. CHECK THESE ITEMS BEFORE. STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED -REVISE ESTOS PUNTOS ANTES DE EMPEZAR'LA;INSTALACION Y CORRIJA _ Q Building dimensions match the construction plans. Q Trusses are the correct dimension. . Dimensiones del edificio concuerdan'con,planos de Dimension de los trusses es correcta. construccidn.' Q Tops of.bearing walls are flat, level and at the correct •t Q Supporting headers; beams, yvails and lintels -are, elevation. accurately and securely installed. La parte superior de las, paredes-de. sostener son Travesanos (headers), vigas linteles estan precisa y planas, nivelada y a la elevation correcta. seguramente instalados.' Q 3.06site,is backfilled, clean and neat.' Q Hangers, tie -downs, and bracing materials'are on site Terreno en la obra esta relleno, limpio,y Plano. A 'bl an access) e. Colgadores (hangers), soporees de anclaje (tie -downs) y materiales de arriostre esta� accesibles en la obra. ` Q Erection/installation crew is a are ofJnstallation plan and bracing requirements. La cuadrilla de instalacidri dee tener: conocimiento del plan de instalacldn y requeri i lentos de arriostre. Q Multi -ply trusses, including girders, are fastened .: together prior to lifting into place. Trusses de varias tapas, incl iyendo trusses soportantes - estan conectados juntos antes de levantarlos en el lugar que les_ corresponde. Q Any truss damage is reported to Truss Manufacturer. Refer to BCSI-B5 Summary Sheet — Truss Damage, ]obsite Modifications,and Installation Errors. Cualquier dano,a los trusses ,7a sido reportado al fabri- cante de trusses. Vea el resumen BCSI-B5 — Dano a los Trusses, Modificaciones en la Obra y Errores.de Insta- lacidn. ' Q Load bearing walls are plumb and properly braced. Paredes so ortantes estan aP lomada correctamente P y arriostradas. , STEPS TO SETTING TRUSSES. 4r x PASOS PARA EL' MONTAJE E TRUSSES ; Establish Ground Bracing.Procedure: Exterior or Interior 1 s Establezca el Procediml ento de Arriostre de Tierra: Exterior o Interior * TCTLB Y TCTLB Ir / Bracing to wall or end jack for hip set \ J \ •I/ r.�bars' niame ereco I' Mrd ,< f prammbusvn "'— �^" 7k` 3; n I � \ f— First truss'! 1 C Wall bracing On"�–► ?i i :P•. -Emm - .'.'1{ tve.N ,.�• + _ ,Y Melo Wama I.aO:$OsiN Goa � i:8�!i N �� e9Pai Oab � .I . emn —► E. e.n:n �k :fir _ j (�?�'r ,.�:=F - -: - �ImNN ut nMImO moRM 1. ( •J �Yl�jl.,p''.ti�'.Tv: i:'ii:v:i..,!.X�1L:;rtwa•,�x 7G, u"!v� 5' [ry�ytr �L.S•c�rY�..{.'%ri�4+"'!�-�SA4.r Y'{a _`,!..; i t;1R�0,'GROUNDBRgCING s^��%NuThE �� .._.,yMRID ORGR'OIJNDBN�T�T�OF `,OSTRRRASNTERIOR�A PAP RRIOSTREERRAINTERIO ;rSlw''¢i•'.JLdi3eS+tg'�7%aa�ltdt�;: `.N+3:7t:8€ rt Calculate Ground Brace Locations 2 ■ Calcule Localization de los Arriostres de Tierra Q Use truss span to d bracing interval of - Temporary Lateral I from table. Use la longitud de i determinar el espac del arriostre lateral de la cuerda superi tabla adjunta. Q Locate additional change of pitch. Localice ALTCS a cambio de indinz 'mine Chord para en la I.rn,xn at each TCTLB en cada TCTLB �- 10" or greater Truss attachment required at support(s) Truss Span TCTLB Spacing Lon itud de Tramo Es aciamiento del ALTCS Up to 30' 10' o.c. max. Hasta 30 pies 10 pies m3ximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies mhximo 45' to 60' 6' o.c. max. 45 a 60 ples 6 pies miximo 60' to 80'*4' o.c. max. 60 a 80 pies, 4 pies mAximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. Q Locate additional TCTLBs over bearings if the heel height is 10" or greater. Localice ALTCS adicionales sobre los soportes si la altura del extremo (heel height) es de .10 pulgadas o mas. Q Locate a vertical ground brace at each TCTLB location. Localice un arriostre de tierra verti- cal en cada ALTCS. Set First Truss and Fasten Securely to Ground Braces 3 ■ Coloque el Primer Truss y Conectelo en Forma Segura a los Arriostres de Tierra Q Set first truss or gab a end frame and fasten securely to ground brace verticals and to the wall, or as directed by the Building Designer. E ample of first truss installed. Coloque el primer truss y condctelo en forma Segura a los arriostres de tierra verticales y a la pared, o tomo indique el disenador del edificio. Ejemplo del primer truss instalado. TCTLB locations TCTLB TCTLB locations 6 IMPORTANT SAFETY WARNING! A First truss must be Ittached securely to all ground braces prior to removing the hoisting supports. ADVERTENCIA IMPORTANTE DE SEGURIDAD A El primer tl uss debe ser sujeto en forma sequra a todos los arriostres de tierra antes de quitar los soportes de la grua. _i Set Next Four Trusses with TCTLB in Line with Ground Bracing 4 ■ Coloque los Siguientes Cuatro Trusses con 1os ALTCS en Linea con los Arriostres de Tierra 0 Attach trusses securely at all bearings, shimming bearings as necessary. Example of first five trusses. Conecte los trusses en for+ segura a todos los soportes, rellenando solidamente los soportes si fuera necesario. Ejemplo de los anco pnmeros trusses. See options See options below See options below I -v-1 The three options for installing TCTLB spacer pieces. Las Cres opciones para instalar piezas de espaciamiento para ALTCS. Option 1 Top Nailed Spacer Pieces Opcion 1 Piezas de espaciamiento clavadas arriba l 27+ ► I 1'/2 r end dl 1 %x pi distan de ex 2 nails minim at every connection 2 clavos en cada coneccion �] 27"+ 22 Do not use split spacer pieces. No use piezas de espaciamiento con rajaduras. Never release 1 lateral imum nce Option 2 End -Grain Nailed Spacer Pieces Opcion 2 Piezas de espaciamientos conectadas al extremeo Option 3 Proprietary Metal Bracing Products Opcion 3 Productos de refuerzo de metal patentado See manufacturer's specifications. vea las especificaciones del fabricante. 0 IMPORTANT SAFETY WARNING! 0 truss from the hoisting supports until all top chord temporary ices are installed and bearing attachments are made. 0 ADVER TENCIA IMPORTANTE DE SEGURIDAD & Nunca suelte el truss de los soportes de la grcia hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. Use 2-16d deformed shank nails minimum 22,/x at each spacer to truss connection. Do not use split Use tomo minimo 2 spacer pieces. claves largos (16d shank nails) en cada coneccidn No use piezas de de los espaciadores con espaciamiento con el truss. rajaduras. Option 3 Proprietary Metal Bracing Products Opcion 3 Productos de refuerzo de metal patentado See manufacturer's specifications. vea las especificaciones del fabricante. 0 IMPORTANT SAFETY WARNING! 0 truss from the hoisting supports until all top chord temporary ices are installed and bearing attachments are made. 0 ADVER TENCIA IMPORTANTE DE SEGURIDAD & Nunca suelte el truss de los soportes de la grcia hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. •.the Truss Manufacture or Design Professional. ,- Si el dibujo de reparo de el diseno de truss (RTDD) no es para -la condition exacta, o no puede ser logrado, informe el fabricante de truss o 1'rofesional de`disen"o.. COMMON REPAIR TECHNIQUES j TECNICAS COMUNES DE REPARO Q Plywood,or oriented. strand board (OSB) gussets over damaged plates -or joints. Examples of Repairs. Madera contrachapada u (OSB) escudese sobre laminas danadas o ensambladura. Ejemplosde Reparos [.� Metal nail -on plates. 'Nailed or E Lamrnas,de metal que se clavan. , pressed plate's :Q Lumber scabs or repair framesJover broken chords or webs.' Plywood or Scabs de. madera o armazon de reparo sobre cuerdas o miembros secundarios osB gusset quebrados. r u" Q Truss plates applied:b I a portable. press. `& �• Laminas.de truss aplicadas porluna prenaa portatil. e , i There are no"standard"^repair details; they are generated on a case=by-case basis. ti No hay un "standard " de; detalles de reparo; son generados en basis de caso por caso. , 1umber scab ;: 15wair 20050501 w Q Every truss is made Opp r plates and carefully of lumber,.connectoy e + engineering design arlid manufacturing: x truss est connecion con rn enieria Cada t a hechl' de madera ' lamina de Y g ejecutada muy cuida i osamente. I +" Q Damage, jobsite modifications or improper installation will reduce the strength of a truss. Contact the Truss Manufacturer or a Design Profes- condition.-' sional to remedy the Dano, modrficaciones en !a obra, o instalacion, iin propia. puede reducrr la,. i p ' fortaleza'de el truss. ongase' en contacto con e/ fabricante de'!ns ar`usses' Do not cut truss webs. This condition needs a repair. � No torte a los rriiembros secundarius de trusses. o un . rofeSlonal de diseno p ata remediar el roblema. p - p 'Esta condition necesita una reparation. I FOLLOW THESE STEPS TO CORRECT DAMAGE, .MODIFICATIONS AND ERRORS SIGA ESTOS PASOS PARA CORREGIR DANO,� MODIFICACIONES Y ERRORES 1. Report damage, alterations or`installation errors to the Truss Manufacturer Examples of Damage orAlterations immediately.. Failure tc Reporte dano, 'alteracio'nes report may void any warranties. - o &rores de instalacion a el fabricante de los trusses Ejemplos de Dan"o u Alte'raciones, inmediatamente: Falta webuede poser en nolo !a garantia. "r • de Y'eportarlo. p Cracked 2. Do not attempt to rep it the truss without a Repair Truss Design. Drawing (RTDD) from the Truss No intente •reparar el Manufacturer ora Design Professional. sin "un dibujo de reparo de el diseno de truss (RTDD)_ s,Damaged plate ; de el fabricante de lost Cuss trusses'o un profesional de diseno. , 3. Follow the RTDD exactly. and keep a copy on hand; the Building Official,' Building Designer.or Olwrier may ask for this. document: `• Siga el dibujo de repa m ItIode el diseno de truss (RTDD) exactaente y siempre 0 7-7 tenga una copia a mar ficial de edificio, disenador de edificio; u el•dueno ho; el o Removed plate Drilled hole puede'pedirlo en cual bier moinento, 4. If a RTDD is, not for the exact field condition or cannot be accomplished, inform'. 1: •.the Truss Manufacture or Design Professional. ,- Si el dibujo de reparo de el diseno de truss (RTDD) no es para -la condition exacta, o no puede ser logrado, informe el fabricante de truss o 1'rofesional de`disen"o.. COMMON REPAIR TECHNIQUES j TECNICAS COMUNES DE REPARO Q Plywood,or oriented. strand board (OSB) gussets over damaged plates -or joints. Examples of Repairs. Madera contrachapada u (OSB) escudese sobre laminas danadas o ensambladura. Ejemplosde Reparos [.� Metal nail -on plates. 'Nailed or E Lamrnas,de metal que se clavan. , pressed plate's :Q Lumber scabs or repair framesJover broken chords or webs.' Plywood or Scabs de. madera o armazon de reparo sobre cuerdas o miembros secundarios osB gusset quebrados. r u" Q Truss plates applied:b I a portable. press. `& �• Laminas.de truss aplicadas porluna prenaa portatil. e , i There are no"standard"^repair details; they are generated on a case=by-case basis. ti No hay un "standard " de; detalles de reparo; son generados en basis de caso por caso. , 1umber scab ;: 15wair 20050501 w Gable end frames con Flat studs. They are dl Armazones de hastial puestos Como semenl para transferir cargas Gable end frame Armazdn de hastial n vertical members arranged like fined to transfer vertical load. ntienen miembros verticales >s planos. F.stos son disenados Continuous bearir'g'wall' _ Pared continua: de c6ilvete Q They may also experience lateral loads. All sheathing, bracing and connections must be designed to transfer these loads safely into the structure and foundation. Tambien pueden HE cargas laterales. Todo enfundamient arriostramiento y connecci6nes tiene que estar disenado para transferir esta cargas segurament a la estructura y fundacion. DESIGN CONSIDERATIONS — CONSIDERACIONES DE DISENO There are a number of factd'rs that go into a properly designed truss system, but the goal isi to get the lateral loads transferred safely into the wall and/or til a upper and lower diaphragms. Hay varios factores que entan en un sistema de truss disefiado apropiadamente, pero la meta es que las cargas laterales sean transferidas seguramente a la pared y/o las diafragmas superiores a inferiores. Roof diaphragm Gable end frame Diafragma do teJado Armaz6n de hastial Y�' — WIND FORCE �► "` FUERZA DE �y 111ENT0 ` r>e► Sheathing Enfundamlento 10 Ceiling diaphragm Dlafragma de techo End wall Pared de extremo 0 Under -designed system can fail in a number of ways. Sistemas disenados bad estrndar pueden fracasar en vanas formas. Roof diaphragm Diafragma de teJado HIGH WIND FORCE Excessive bow in FUERZA ALTA DE gable end frame v1ENTO Inclinad6n excesiva en los hastiales Connection facture between [op of wall and bottom of gable Ceiling and flnlsh cracking and related seMceability end frame. issues (i.e. construction defects). Fraraso de conecd6n entre la parte superior de la pared y la RendiJa en el techo o terminado' y asuntos parte inferior de el hasabal. reladonados de utilidad (por eJemplo defectos en la construcci6n). [� Examples of Gable End Frame Bracing Ejemplos de Arriostramiento de armaz6n de hastial Diagonal bracing and blocking by Building Designer Ardostrdmlento diagonal y bloqueado por d diseiT idor de edifido Gable end frame by Truss Designer Armaz6n de hastial par el dw&dor de truss Horizontal L -reinforcement if required Lugar de refuerzo-L .0 requierda Frame -to -wall connection C by Building Designer eonecc16n de Ceiling diaphragm estructura a pared by Building Designer par el dise6adar de edifido Diafragma de techo and diagonal braces par d disenador de edifido Blocking by Building Designer Bloqueando por el diseriador de editido Gable end frame by Truss Designer Armez6n de hastlal por d discrodor do buss Frame -to -wall connection ! I \I 1 by Building Designer Oonpn i Blocking Bottom chord continuous lateral estructurauctura a a pared Bloqueando and diagonal braces par el dlse&dor de ediado by Building Designer Cuerda Inferfor continua lateral y arriostramfento diagonal por d dlsc&dor de ediBao 86Gable 20040401 AUG 21 2008 14"ALLIAG & McCALLUM LIMITED ARCHITECTURE * EN13INE-ERING - PLANNING '45-190 CLUB DRIVE PH\(7ro):jro-o2sa INDIAN WELLS, CA 922 1 0 FX\(760)360 07a6 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONST iYCTION .... ... .... D Boone - A v 79-345 Stonegate La Quinta, CA STRUCTURAL CALCULATIONS FLAT ROOFED AREAS PITCHED ROOF AREAS LOADS ROOF D.L. (INTERIOR) 4ply/gravel 6.5 5/8" Plywood 1.8 Wood Trusses 4.0 5/8" Gyp. Bd. 3.1 Insulation 1.0 16.4 17.0 ROOF D.L. (EXTERIOR). 4ply/gravel 6.5 5/8" Plywood 1.8 Wood Trusses 4.0, stucco 9.0 Parapets, etc. 3.0 .24.3 25.0 Conc. Tile 9.0 5/8" Plywood 1.8 Wood Trusses 4.0 5/8" Gyp. Bd. 3:1 Insulation 1.0 18.9 19.0 Clay Tile 9.0 5/8" Plywood 1.8 Wood Tnisses, 4.0 Stucco 9.0 Parapets, etc 2.0 -25.8 26.0 20/16 Walls 2x16/16 1.0 Stucco 10.0 6' Insulation 1.8 (2) 5/8" Gyp. Bd. 3.2 16.0 16.0 Allowable Stresses WOOD Grade Fb (psi) Fyj Fv Fct Fcjj E 1) DOUGLAS FIR - LARCH (2"-4" THICK.) No.2 1000 675 95.0 625 .1450 1,700,000 ;2) DOUGLAS FIR - LARCH POST & TIMBERS RS 6x4, 6x6, 6x8 No.1 1200 925 85.0 '625 1000 1,600,000 :2) DOUGLAS FIR - LARCH BEAMS AND STRINGERS 6x10, 612 No.2 1350 .675 85.0 625 925 1,600,000 :ROOF LOADING Fb 1.25 x 1000 = 1250 Fv 1.25 x 95 118.75: 1.25 x 1200 = 1500 1.25 x 85 = 106.25 1.25 x 1350 = 1687.5 .MASONRY fm(psi) fm(psi) V(Psi) fs(ksi) 1) C-90 LIGHTWEIGHT CONCRETE, BLOCK 1350 225 15*1.33 20 x 1-33 26.7 (UNINSPECTED) :CONCRETE fc(psi) fc(psi) fs(ksi) 1) FOOTINGS 1350 225 .20 x 1.33 26.7 a soils7! Bearing(ps!) .1500 h 1) CL1bG �G15T j3 lO � S.= 15.5' �. � dL7DITo►.i \N vv W=4.1(1 -7h)=.353 w = 45 (V<_j = 6533 x 14 6 3E3 15.5' 7,318 I 15.S' 322 53S - G=3:75 3.775 t.5 I -I -io X20 " 22.) = 2-7 a 220 So 45 wZ 1-7/2- 4- I5 = 3S�"/, R= ►, oec2` GXC- r q) ►�I� � s= ��s w = 4 C,4) 4 -75 �,1(ro)15=7290 70(12),6 =5040 iQ.33o� 18 GSW SW 1 F� 655 720 5vv 2 Fw IC7/Z. Ali) = 2r w fl = 11,5 (Io/z'"2 70 �SSX lo.s�q= 378' L�rn3o 71 1 ' 65,5/1x= 559 c L3TA3o 672-4- (z9 Ls-rnq.. nt= 35581�sG"mac o,v, 4Z t8' /2-1 C,72" I -W —l6 K.ZX Io�Z(o.tt) f� C�72-X 15,.-5'jq~ G5E(2) u -Pa �9 0 ` 1 (lS1�L.S i�30 aOOQE ,4,00 n ot, 4.4- (0..04)1& 0-5° ZONE d d1,5 e c 7.6 L to D . w fl = 11,5 (Io/z'"2 70 �SSX lo.s�q= 378' L�rn3o 71 1 ' 65,5/1x= 559 c L3TA3o 672-4- (z9 Ls-rnq.. nt= 35581�sG"mac o,v, 4Z t8' /2-1 C,72" I -W —l6 K.ZX Io�Z(o.tt) f� C�72-X 15,.-5'jq~ G5E(2) u -Pa �9 0 ` 1 (lS1�L.S i�30 aOOQE ,4,00 n ot, Walling &McCallum Ltd Architecture- Engineering -Planning 45-190 Club Drive Indian Wells, CA 92210 TEL(760) 360-0250 FX(760) 360-0786 User: KW -0607390, Ver 5.8.0.1 -Nov -2006 (c)1983-2006 ENERCALC Engineering Software Description Existing B10 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 10:46AM, 19 MAY O8 Page 1 boone addition.ecw:Calculations General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x14 Max Stress Ratio Center Span 15.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Allowable 41.9 k -ft Camber ( using 1.5 • D.L. Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Max. Negative Moment -0.00 k -ft E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 409.00 #/ft LL @ Left 322.00 #/ft Start Loc 0.000 ft DL @ Right 681.00 #/ft LL @ Right 535.00 #/ft End Loc 15.500 ft Beam Design OK Span= 15.50ft, Beam Width = 5.125in x Depth = 14.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... ueag L.oaa Max Stress Ratio 0.700: 1 -0.599 in Deflection 0.000 in 0.000 in ...Location Maximum Moment 7.812 ft ...Length/Deft 29.3 k -ft Maximum Shear 1.5 10.3 k Allowable 41.9 k -ft Camber ( using 1.5 • D.L. Allowable Deflection 14.8 k Max. Positive Moment 29.29 k -ft at 8.060 ft Shear: @ Left 6.92 k Max. Negative Moment -0.00 k -ft at 15.500 ft @ Right @ Right 8.17 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.503 in Sxx 167:417 in3 Area 71.750 int Cv 1.000 Rb 0.000 @ Right 0.000in Max. M allow 41.85Reactions... Max Moment Sxx Req'd Allowable fb @ Center fb 2,099.11 psi fv 142.86 psi Left DL 3.87 k Max 6.92 k Fb 3,000.00 psi Fv 206.25 psi Right DL 4.58 k Max 8.17 k Deflections Center Span... Dead Load Total Load Left Cantilever... ueag L.oaa 1 vial Loaa Deflection -0.336 in -0.599 in Deflection 0.000 in 0.000 in ...Location 7.812 ft 7.812 ft ...Length/Deft 0.0 0.0 ...Length/Deft 554.3 310.31 Right Cantilever... Camber ( using 1.5 • D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.503 in / ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 167:417 in3 Area 71.750 int Cv 1.000 Rb 0.000 CI 6918.164 Max Moment Sxx Req'd Allowable fb @ Center 29.29 k -ft 117.14 in3 3,000.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 9.12 k 10.25 k Area Required 44.239 int 49.698 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 6.92 k Bearing Length Req'd 2.160 in Max. Right Reaction 8.17 k Bearing Length Req'd 2.551 in t 1 - Walling &McCallum Ltd Title : Job # Architecture- Engineering-Planning Dsgnr. Date: 10:46AM, 19 MAY 08 Description 45-190 Club Drive Indian Wells, CA 92210 Scope TEL(760) 360-0250 FX(760) 360-0786. Rev: 580004 Use rKV-0607380•Vet 5.8.0.1•Nov"2006 General Timber Beam Page 2 (c)1983.2006ENERCALCEngineeringSoftware booneaddition.ecw:Calculations Description Existing B10 Query Values D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 6.92 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 1 0.00 k 0.0000 in i r Walling &McCallum Ltd Architecture- Engineering -Planning 45-190 Club Drive Indian Wells, CA 92210 TEL(760) 360-0250 FX(760) 360-0786 KW.0607390. Ver 5.8.0, t•Nov2006 3.2006 ENERCALC Engineering Software Description B21 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 4:09PM, 19 MAY 08 Page 1 boone addition.ecw:Calculations General Information 0.555 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x6 I otal Loaa Center Span 3.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever 3.75ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Max. Positive Moment 0.00 k -ft at 3.500 ft Shear: Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin . Fc Allow 625.0 psi 0.361 in Camber: E 1,600.0 ksi Full Length Uniform Loads Center DL #/ft LL #/ft Left Cantilever DL 308.00 #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 3.50ft, Left Cant= 3.75ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.555 : 1 Total Load Left Cantilever... ueaa Loaa I otal Loaa Maximum Moment 0.024 in -2.2 k -ft Maximum Shear * 1.5 1.5 k Allowable 1.475 ft ...Length/Deft 3.9 k -ft Allowable ...Length/Deft 3.2 k Max. Positive Moment 0.00 k -ft at 3.500 ft Shear: @ Left 1.15k Max. Negative Moment -2.17 k -ft at 0.000 ft @ Right 0.62 k Max @ Left Support -2.17 k -ft 0.361 in Camber: @ Left 0.361 in Max @ Right Support 0.00 k -ft @ Center 0.036 in Max. M allow 3.90Reactions... @ Right 0.000 in lb 937.19 psi fv 50.61 psi Left DL 1.77 k Max 1.77 k Fb 1,687.50 psi Fv 106.25 psi Right DL -0.62 k Max -0.62 k Deflections Center Span... Dead Load Total Load Left Cantilever... ueaa Loaa I otal Loaa Deflection 0.024 in 0.024 in Deflection -0.241 in -0.241 in ...Location 1.475 ft 1.475 ft ...Length/Deft 373.9 373.9 ...Length/Deft 1,742.5 1,742.54 Right Cantilever... Camber ( using 1.5 D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.036 in :..Length/Deft 0.0 0.0 @ Left 0.361 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 27.729 in3 Area 30.250 int Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Redd Allowable fb @ Center 0.00 k -ft 0.00 in3 1,687.50 psi @ Left Support 2.17 k -ft 15.40 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.53 k 0.93 k Area Required 14.410 in2 8.735 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.77 k Bearing Length Req'd 0.516 in Max. Right Reaction -0.62 k Bearing Length Req'd 0.180 in Walling &McCallum Ltd Architecture- Engineering -Planning 45-190 Club Drive Indian Wells, CA 92210 TEL(760) 360-0250 FX(760) 360-0786 User: KV -060790. Ver 5.8.0,1-Notr2006 (c)1983.2006 ENERCALC Engineering SI Description _ B21 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 4:09PM, 19 MAY 08 Page 2 boone addition.ecw:Calculations Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -2.17 k -ft 0.62 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -2.17 k -ft 0.62 k 0.0000 in Sketch & Diagram 300 +iti l; "t 1 i r'171-1 1 1 i f 306#1ft J, 3.75ft ,I� Vq?ze2.2k-ft omax =0.024in Mma- C@ Itft --2.2h-ft. Rma: =1.6h Rma: - -0.6h Vma- (aleft - JAW Vmax Cert=0.6k Dell a left end = 0.241in Be 0.62 0.aa 0.71 0.15 0.0 ^� .0.19 .0.28 037 o.7a .0.00 .1.0 Bea1t1 .5 a De LOCar1n11 1.1 L0t:OUM rm Lwettion !fll Walling &McCallum Ltd Architecture- Engineering -Planning 45-190 Club Drive Indian Wells, CA 92210 TEL(760) 360-0250 FX(760) 360-0786 User: KW -0607390. Ver 5.8.0,1 -Nov -2006 ' (c)1983-2006 ENEACALC Engineering Software Description B22 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 4:16PM, 19 MAY 08 Page 1 boone addition.ecw:Calculations General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are use defined Section Name 6x8 Center Span 15.25 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Point Loads Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 6.750 ft 0.000 ft 0.000 It 0.000 It 0.000 ft 0.000 It 0.000ft Beam Design OK Span= 15.25ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.321 : 1 Total Load Left Cantilever... tread Load l otaI Load Maximum Moment 0.251 in -2.3 k -ft Maximum Shear * 1.5 0.5 k Allowable 7.381 ft ...Length/Deft 7.3 k -ft Allowable ...Length/Deft 4.4 k Max. Positive Moment 0.00 k -ft at 0.000 ft Shear: @ Left 0.35 k Max. Negative Moment -2.33 k -ft at 6.771 ft @ Right 0.27 k Max @ Left Support 0.00 k -ft 0.000 in Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.377 in Max. M allow 7.25Reactions... @ Right 0.000 in fb 541.52 psi fv 12.57 psi Left DL -0.35 k Max -0.35k Fb 1,687.50 psi Fv 106.25 psi Right DL -0.27 k Max -0.27 k Deflections Center Span... Dead Load Total Load Left Cantilever... tread Load l otaI Load Deflection 0.251 in 0.251 in Deflection 0.000 in 0.000 in ...Location 7.381 ft 7.381 ft ...Length/Deft 0.0 0.0 ...Length/Deft 727.8 727.83 Right Cantilever... Camber( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.377 in ...Length/Deft 0.0' 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 2.33 k -ft 16.55 in3 1,687.50 psi @ Left Support 0.00 k -ft. 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.52 k 0.41 k Area Required 4.879 in2 3.874 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction -0.35 k Bearing Length Req'd 0.101 in Max. Right Reaction -0.27 k Bearing Length Req'd 0.080 in Walling 8tMcCallum Ltd Title : r Job # . ' Architecture- Engineering -Planning Dsgnr: Date: 4:16PM, 19 MAY 08 Descriptio'n': 45-190 Club Drive • Indian Wells, CA 92210 Scope TEL(760) 360-0250 FX(760) 360-0786 - r.KV-0607390,Ver5.8.0•t-Nov-2006General [�ev. 580004 Timber Beam ` Page 2 �boone 983.2008 ENERCALC Engineering Software ' h addition.ecw:Calculations r . Description . B22. 1 Query Values ` M, V, & D @ Specified -,Locations Moment Shear Deflection - - @ Center Span Location = ' 0.00 ft 0.00k -ft -0.35 k 0.0000.in. . @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k "° 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k- 0.0000 in 'y Sketch & Diagram "AO ' ,• . k 1 ; - e201b: :. • • .0.23 -0.52 i , S. .. •` Fw ;• •• •'K .1.81 t .. i i�-, t4.'P9h- rl a.07 CCiJ Dma: = 0.251in • 4'03 _ Beudit+q t hl0wei�s .aa 1.53 .o0 7.50 - 6.q .» .00 12.19 .72 ,5.2 - ,. { - � Loeatbn !ftl 4 Rmas a .0.3h, R.. a -0.3h 0.27 -- ---,- ` _ Vmaxkft=0.3k ,t+. •+» o. Vmax Crt-0.3k ••1 o.e_T__ -_-__ . 0.oas - r -o _ -D le j + u ra ' .t7 Beim - be•it 6.xi 1d.ee ri.t9 d.72 , ,3.z .o0 53 oe rse y, Location (ft). , • + .. - A ' 033 0.23Oe `1 ' I - I 00, - - a. • .. 14 . - • 0.13 �• 0.13 0.10 r' 0.08 ' .. 0113-- 1 rlaflec .t7 Inl, .00 .53 .00 7.39 6.13 "10.00 ,3.19 13.72 1�.2 a Locedim (ftl '- Walling &McCallum Ltd Architecture- Engineering -Planning 45-190 Club Drive Indian Wells, CA 92210 TEL(760) 360-0250 FX(760) 360-0786 User: KW -0607390. Ver 5.8.0,1 -Nov -2006 (c)1983.2006 ENERCALC Engineering Software Description H17 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 4:19PM, 19 MAY 08 Page 1 boone addition.ecw:Calculations General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x6 Max Stress Ratio Center Span 11.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn 2,004.60 Right Cantilever... Allowable 32.4 k Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 858.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi @ Right 0.05 k E 1,600.0 ksi Point Loads, Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 2.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span= 11.50ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Dead Load Total Load Lert cannfever... ueaa r-UdU Max Stress Ratio 0.125 : 1 0.069 in 0.069 in Deflection 0.000 in 0.000 in Maximum Moment -0.5 k -ft Maximum Shear * 1.5 0.3 k Allowable 3.9 k -ft 2,004.60 Right Cantilever... Allowable 32.4 k Max. Positive Moment 0.00 k -ft at 11.500 ft Shear: @ Left 0.22 k Max. Negative Moment -0.49 k -ft at 2.254 ft @ Left @ Right 0.05 k Max @ Left Support 0.00 k -ft @ Right Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.103 in Bending Analysis @ Right 0.000 in Max. M allow 3.90Reactions... 30.250 in2 Cf 1.000 Rb 0.000 fb 211.37 psi fv 10.77 psi Left DL -0.22 k Max -0.22 k Fb 1,687.50 psi Fv 1,072.50 psi Right DL -0.05 k Max -0.05 k Deflections Center Span... Dead Load Total Load Lert cannfever... ueaa r-UdU r Utdi a_UdU Deflection 0.069 in 0.069 in Deflection 0.000 in 0.000 in ...Location 4.968 ft 4.968 ft ...Length/Deft .0.0 0.0 ...Length/Deft 2,004.6 2,004.60 Right Cantilever... Camber ( using 1.5D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.103 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Redd Allowable fb @ Center 0.49 k -ft 3.47 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.33 k 0.08 k Area Required 0.304 in2 0.074 in2 Fv: Allowable 1,072.50 psi 1,072.50 psi Bearing @ Supports Max. Left Reaction -0.22 k Bearing Length Req'd 0.063 in Max. Right Reaction -0.05 k Bearing Length Req'd 0.015 in Walling &McCallum Ltd Architecture- Engineering -Planning 45-190 Club Drive Indian Wells, CA 92210 TEL(760) 360-0250 FX(760) 360-0786 Rev:580004 User: Kbl-0607390. Vet 5.8.0.1 -Nov -2006 Description H17 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 4:19PM, 19 MAY 08 Page 2 boone addition.ecw:Calculations Query Values M, V, 8 D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft -0.22 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Sketch & Diagram 2roro; r 1 t f yRx = 0.5k -ft UU 0— = 0.063in Bei Rm =-0.2k Rm =-O.tk V.. N'kit-0.2k v—Qrt=0.1k Be. LoCMM rnr LWOW M Walling &McCallum Ltd Architecture- Engineering -Planning 45-190 Club Drive Indian Wells, CA 92210 TEL(760) 360-0250 FX(760) 360-0786 Ver Description H18 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 4:23PM, 19 MAY 08 Page 1 boone addition.ecw-Calculations Full Length Uniform Loads Center DL 45.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 11.00ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load General Information Deflection Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x6 0.000 in Center Span 11.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Allowable Deflection 3.9 k -ft 0.000 in Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 0.25 k 0.000 in E 1,600.0 ksi Full Length Uniform Loads Center DL 45.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Deflections Center Span... Span= 11.00ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Total Load Deflection Max Stress Ratio 0.175 : 1 0.000 in 0.000 in ...Location 5.500 ft 5.500 ft ...Length/Deft Maximum Moment 0.0 0.7. k -ft Maximum Shear * 1.5 0.3 k Camber ( using 1.5 • Allowable Deflection 3.9 k -ft 0.000 in Allowable 0.182 in 3.2 k 0.0 Max. Positive Moment 0.68 k -ft at 5.500 ft Shear: @ Left 0.25 k 0.000 in Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.25 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Sxx 27.729 in3 Area Max @ Right Support 0.00 k -ft Cf 1.000 Rb 0.000 Cl 0.000 @ Center 0.182 in Max. M allow 3.90Reactions... Allowable fb @ Center @ Right 0.000 in 1,687.50 psi fb 294.55 psi fv 11.29 psi Left DL 0.25 k Max 0.25 k 0.00 k -ft Fb 1,687.50 psi Fv 106.25 psi Right DL 0.25 k Max 0.25 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.121 in -0.121 in Deflection 0.000 in 0.000 in ...Location 5.500 ft 5.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,086.4 1,086.45 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.182 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 -ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 0.68 k -ft 4.84 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.34 k 0.34 k Area Required 3.215 in2 3.215 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.25 k Bearing Length Req'd 0.072 in Max. Right Reaction 0.25 k Bearing Length Req'd 0.072 in Walling &McCallum Ltd Architecture- Engineering -Planning 45190 Club Drive Indian Wells, CA 92210 TEL(760) 360-0250 FX(760) 360-0786 User: KW -0607390. Ver 5.8.0,1 -Noir -2006 (c)1983-2006 ENERCALC Engineering Software Description H18 Title: Dsgnr: Description Scope: General Timber Beam Job # Date: 4:23PM, 19 MAY 08 Page 2 boone addition.ecw:Calculations Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.25 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Sketch & Diagram .s�a�ri ,� � �i; T I�ti,ll;;;,;;i,1,;ii,,, «>=fft Ii 1 wax a OA -ft Dmax --0.121in Rmax a 0.2k Vm 0left-02k Rmax = 0.2k Vmax en = 0.2k 0.23 0.71 0.1a 0.1] 0.08 OD9 p 0.0 E -O.Oa �F -0.17 -0.IE -0.2: Be.11n 0AD -0A1 -0m -0DV OM -0D7 10 •0.08 -0D9 A.II -0.17 Oeflet Locetlan rfl7 Walling &McCallum Ltd Architecture- Engineering -Planning 45-190 Club Drive Indian Wells, CA 92210 TEL(760) 360-0250 FX(760) 360-0786 User: KW.0607390. Ver 5.8.0,1 -Nov -2006 (cn983.2006 ENERCALC Engineering Software Description H19 Title : Dsgnr: Description Scope : General Timber Beam . Job # Date: 4:26PM, 19 MAY 08 Page 1 boone addition.ecw:Calculations General Information 0.427 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x6 I oral Loaa Center Span • 5.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Max. Positive Moment 1:50 k -ft at . 2.750 ft Shear: Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 0.000 in Camber: E 1,600.0 ksi Full Length Uniform Loads Center DL 396.00 #/ft LL #/ft Left Cantilever DL' #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 5.50ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.427 : 1 Total Load Lett Cantilever... ueaa L.oaa I oral Loaa Maximum Moment -0.067 in 1.5 k -ft Maximum Shear * 1.5 1.4 k Allowable 2.750 It ...Length/Deft 3.9 k -ft Allowable ...Length/Deft 3.2 k Max. Positive Moment 1:50 k -ft at . 2.750 ft Shear: @ Left 1.09 k Max. Negative Moment 0.00 k -ft at 5.500 It @ Right 1.09 k Max @ Left Support 0.00 k -ft 0.000 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.100 in Max. M allow 3.90Reactions... @ Right 0.000 in ib 648.00 psi fv 45.36 psi Left DL 1.09 k Max 1.09 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.09 k Max 1.09 k Deflections Center Span... Dead Load Total Load Lett Cantilever... ueaa L.oaa I oral Loaa Deflection -0.067 in -0.067 in Deflection 0.000 in 0.000 in ...Location 2.750 It 2.750 It ...Length/Deft 0.0 0.0 ...Length/Deft 987.7 987.68 Right Cantilever... Camber( using 1.5D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.100 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress CaIcs Bending Analysis Ck 24.972 Le 0.000 It Sxx 27.729 in3 Area 30.250 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 1.50 k -ft 10.65 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.37 k 1.37 k Area Required 12.914 int 12.914 in2. Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.09 k Bearing Length Req'd 0.317 in .Max. Right Reaction 1.09 k Bearing Length Req'd 0.317 in Walling &McCallum Ltd Architecture- Engineering -Planning 45-190 Club Drive Indian Wells, CA 92210 TEL(760) 360-0250 FX(760) 360-0786 User: KV -0607390, Ver 5.8.0, I -Nov -2006 (c)1983-2006 ENERCALC Engineering Software Description H19 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 4:26PM, 19 MAY 08 Page 2 boone addition.emCalculations Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.09 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Sketch & Diagram 7tt +i+ til� iiit iitttt+ititti+t ifiii 336UIft i 1 §Wx =1.50t UU 0---0.067in Rmax x 1.1k Vmax �+. left x ttk Rmax =1.1k Vmax @ n =1.tk 09 0.9 i 0.77 0.64 0.38 0.11 _- 0.0 •0.27 -0.64 -0.01 .1A6 B e •1111 OAD -OA1 AM CS AN -0A4 AM -OM -0110 -0.07 rleflet lllllll-II_Illlll_I\ Locetlon (fl) 9 John:r ' Y PROJECT Boone,SW1=£ f nkFiE ,4• n. PAGE C.. xM"`z r LIENT DESIGN BYWallng 'JOB NO. DATE REVIEW E F ; , BY `�..° yFootfn' Desi" nofShear WaIIBasedonAGI31;805� T s INPUT DATA • ,, t . Pr. WALL LENGTH' '' rF Lw r a 4rh a WALL HEIGHT s. h " 1U 'ft .F , WALL THICKNESS r ;"; t'6Y `' !n • M FOOTING LENGTH l5 ft r. P n r L pSFr ft h . wF FOOTING WIDTH i, B �+23 ft FOOTING THICKNESS y 'T 30` in kPr FOOTING EMBEDMENT DEPTH .• • D 2x eft ALLOWABLE SOIL PRESSURE n.qa 1' 5 ksf f D DEAD LOAD AT TOP WALLPr pL fr 1 62s kips ��' LIVE LOAD AT TOP WALL 4 Pr•LL ` � 0: kips L 1 Lw TOP LOAD LOCATION - L ft WALL SELF WEIGHT # Pw064 M11 kips ' LATERAL LOAD TYPE (0--mind,I=seismic) t 0 "wind p i aFP •,, WIND LOADS AT WALL TOP t Fy 0 68S kips f - THE FOOTING DESIGN IS ADEQUATE. �t .. , .t. M 0 Taft kips -�. ;_' � y,. • CONCRETE,STRENGTH ., f *` , e e . 2 5rE , ksl.. 4 ! REBAR YIELD STRESS fy kXr6q fksl' • • . TOP BARS LONGITUDINAL 'r )ff k BOTTOM BARS, LONGITUDINAL. 5 win. a BOTTOM BARS,_ TRANSVERSE - #2`4in o.c. < _= Not Required ANALYSIS CHECK OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2 1' &'ASCE 7-0512.13.4) i F = MR / Mo = 1.96 ,"t > 1.6 / 0.9 = for wind [Satisfactory] -jI,S , Where P 4.16875. kips (footing self weight): .• S * , e. - * Mo = F (h +. D) + M " .81ft-kips'(overtuming moment)` • ,MR = (Pr,DL) (L; +, a) + Pt (0.5 Q +'Pw (L, + O.5L,) _ . 16 ft -kips (resisting moment without live load) r. CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) • Pa = • 2.875. 'kips (soil weight in footing size), r, 1 P = (Pr,DL + Pr,LI) + Pw + (Pi Ps) 4 3.55 kips (total Jertical net load) • :� 1 ?'- . r, M P +. P' L + a ± P 0.5 L + P • (L + 0.51-w) = P 16 ft -kips (resisting moment with live load' e = 0.5 L - (MR = Mo) / P = 0.29 ft (eccentricity from middle of footing) • :, `bel - 4, • ,,."" ry • � �. F � . , r 2P • a• rL = 0.42 'ksf ' < 4/3qa for `e.>— a. 3B(05L—e) 6 .z , -�r [Satisfactory], Where 'e=', 0.29 .' ft; < (L / 6)' y 1" CHECK FOOTING CAPACITY (STRENGTH DESIGN) -` 3 1.2, [Pr.DI (Li + a) + Pr (0.5 L) + Pw (Li + O.SL,v)] + 0.5 Pr, LL(Li + a)'= 19 ft -kips MU,o = '1 6 [F(h + D) + M] +. y i13 . 4ft kips r ` ' P„ 1.2 (Pr DL +. Pf..+ Pw) + 0.5 P�. i1=. 8~ kips ; .e„ 0.5L (MuR Mu0)Pu • 1.70 ft .a- %,w p 1+6 P •f u' Lu l for e�.S L µ r 9,, MAX.- •BL`• � 62,81 ksf TT i —for 3B(0.5L'-'eu)' ,. 6 •qu,nax , • � __ , � _ moi. r" r r— XU ' (cont'd) BENDING MOMENT & SHEAR AT EACH FOOTING SECTION Section 0 1/10L 2/10.1. 3/10 L. 4/10 L 5/10 L 6/10 L 7/10 L 8/10.L - 9/10 L . L X, (ft) 0 0.50 ' 1.00 1.50 2.06 2.50 3.00. 3.50 4.00 4.50 5.00 Pu,w (klf) 0.0 5.6 4.4 3.1 1.9 6.7 -0.6 -1.8 -3.0 -4.3 0.0 . MUM (ft -k) 0 0 1' -2 -5 -8 -11 -14 -17 -19 20 Vu,w (kips) 0 0 '-2 4 -6 -6 " -6 _g 5 3 , 3 . Pu,t (ksQ 0.4 6.4, 6.4 .0.4 0.4 0.4 0.4 0.4 0:4 0.4 0.4 Mu,f (ft -k) 0 0' -1 1 2 -3 -5 -6 -8 -10 13 Vu.f (kips) 0 -1 _1 -2 -2 -3 -3 -4 4 :5 _6'. qu (kso -2.8 -2.2 -1.6 -1.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 Mu,q (ft -k) Q 1 3 6, 9' 13 '1_7 .21'. 25 29 32 Vu.q (kips) 0 3 5 7 8 8 .8 8 8 8 8 E Mu (ft -k) 0 1 2 2 2 2 1 1' 0 0 0 E Vu (kips) 0 2 2 1 0 -1 .-2 -2 -1 1 0 3 Mu,max 2 PcrovD Vu,ma c O' OM 0 ft -k,. 26.69 0.0000 4 2 -kips,- 2 rt N Bottom Longitudinal 2 ft -k ©V -2 0.0021, Location Mu,max d (in)PregD PcrovD Vu,ma c �Vc = 2 4) b d (f� )0.5 . Top Longitudinal 0 ft -k,. 26.69 0.0000 0.0004 2 -kips,- 63 kips Bottom Longitudinal 2 ft -k 26.69 0.0018 0.0021, 2 kips63 kips Bottom Transverse 0 ft -k / ft 26.19. 0.0000, . 0.0000 1 kips / It 27 kips / ft Joinr i. = ' PROJECT Boone `SW2 • ` ' � , CLIENT � � , �� * 4' ° z� � � ,� , • � PAGE WallingNO.:h z DESIGN BY •" xr� 4 JOB DATE !.:-._ REVIEW BY': Foot�n Desin 'of S fiifa Wall Baseii on ASG 31`8 4'S INPUT DATA +� , Q WALL LENGTH Lw .G3i ry - A `• , ; d WALL HEIGHT d' h r*11 PA 'lij ft -1 r + WALL THICKNESS «. t 6 in s F:: d F M« FOOTING LENGTH L 5 , ft P 14 h w L, 1 It FOOTING WIDTH B 2:3 y+,ft y FOOTING THICKNESS" r " ' FOOTING EMBEDMENT DEPTH ; D ' — PF It ALLOWABLE SOIL PRESSURE' asekl ksi D f qa O.. DEAD LOAD AT TOP WALL P61.40"; r,DL41 21ST+� kips LIVE LOAD AT TOP WALLF`?Y':,r kips t .r L I — L w' TOP LOAD LOCATION a L' ol WALL SELF WEIGHT , Pw04Bukips • ' ) LATERAL LOAD TYPE (0wind,1=seismic)' 0 wind y M WIND LOADS AT. WALL TOP - F i' 0,§WEIkips THE FOOTING DESIGN IS ADEQUATE. ? t, P IM xr0 x rft-kips CONCRETE STRENGTH fo µ 2 5``19 ksi s « ^ » F f REBAR YIELD STRESS » fy j t 60 x' x ksi TOP BARS, LONGITUDINAL.'x # az; 5' BOTTOM BARS,• LONGITUDINAL- t5 Ain : # BOTTOM BARS, TRANSVERSE, #N. }in o. c. <_= Not Required « , ' . tet. . x , � ..�. '•d' ' ANALYSIS t . CHECK OVERTURNING FACTOR (IBC 66)605'2.1,11801.2.1, & ASCE 7-05.12.13.4) F = MR / Mo = 1.78'' > .1.6/0.9 'for wind - , [Satisfactory]' Where Pf ='A 4:16875 kips (footing self weight) Ma = F (h + D) _+ M ' 8 ft -kips (overturning moment) 'MR = (Pr,DL) (Li ,+ a) +Pf (0:5 L) + Pw (L, +.0.5Lw) = 15. ft -kips (resisting moment without live load) CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) *, PS ,= 2.875 kips (soil weight in footing size) P = (Pr,DL + Pr,LL)'+ Pw + r2.99 kips (total vertical net load) MR. (Pr,DL +, Or, L) (L; + a) + Of (0.5 L).+ Pw (LI +, 0.51-w) _• 15 ft -kips (resisting: morrient'with live load) e =0.5 L - (MR :.M/ P 0.35 ft (eccentricity from middle of footing). ? !- :9nsar= lll'BL, J .for e_<6 " 2P L =. 0.37, ksf < 4 / 3 qa� for e>—. 3B(O.5L—e)' 6 [Satisfactory] f 'Where .. - e = 0.35 ft, < (L / 6) , CHECK FOOTING CAPACITY (STRENGTH DESIGN) ` M", = r 1:2 [Pr.DL (L, + a) + Pr (0.51):f + Pw (L, + 0.5Lw)I +' 0.5 Or. LL(Li + a) = -18 ft -kips 1. _ 1 - M - 1.6 (F(h + D) + M] = 13 ft -kips . , u,o - , Pu = 1.2 (Pr.oL + Pf, + Pw) + 0.5 Or. LL = 7 f kips a 'A + eu 0.51-- (Mu,R Mu o) / Pu 1.87 ft �r �(l + e. J L r e„`5 . 1, �- P Mu '•fo— 9 ;i�wx - BL 6 = • - 3.23 ksf; , , 2P„ L.0' r 1 3B(O.5L -e„) ' +' for a .> 6 'Section 0 1l10 L 2/10 L 3/10 L 4110L 5/10L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0. 0.50 1.00 1.50 2.00' 2.50 3.00 3.50 4.00 4.50 5.00 Pu,w (klo 0.0 0.0 9.4 6.5 3.6 0.7 -2.2 -5.2 -8.1 0.0 0.0. Mu,w (ft -k) 0 0 0 -1 -4 -7 -11 -14 16 -17 -18 Vu w (kips) 0 0 0 -4 7 -8. 7 -5 ' . 2 -2. _2 Pu,t(ksf) 0.4 0.4 0.4 - 0.4 - 0.4 0.4 0.4 0.4 0.4 0.4, 0.4 Mu,t (ft -k) 0 • 0. 1 ..,.-1 .. -2 -3 -5 -6 ' -8 10' .. -13 Vut(kips) 0 1 1 -2 . -2. -3 -3 -4 -4 -5 -5 qu (ksf) -3.2 -2.4' 1.5 -0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mgq (ft -k) 0 1 3 6 10 13 17 20 • - 24 27 31 •, Vu,q (kips) 0,. 3 -5 7 7 7 7. 7 7 7 7 E Mu (ft -k) 0 1, 3 . 4. 4 3 1 0 -1 -. 0 0 E Vu (kips) 0 3 4 1 1 3 3- 2 1 1 0 6 ' 4 2 0 -2 5 0 5 OM OV Location . Mu,max d (in) PregD PprovD Vu.max �V. = 2 � b d (f� )0.5 Top Longitudinal 1 ft -k 26.fi9 0.0000 0.0004 4 kips. , 63 kips Bottom Longitudinal � 4 ft -k 26.69 0:0018 0.0021 4 kips 63 kips Bottom Transverse 0 ft -k / ft 26:19 0.0000 0.0000. 1 kips / ft 27 kips / ft 0.85f'l] l Mu - 1-' - 0.383bdz f, Where P = P min - 0.00.16 f Y-. - .. 0.85f3 f Bu. PMAX = = f Eu+EI 0.0129 [Satisfactory] y N. ,, r A �f„4 ': �1,• fir' s - �` ..�1 � `<„N� r rr..� '�- ,7 ._ x' i' fJohn=M z PROJECT Boone SWB k ; PAGE CLIENT ;ri ` , ` a�yE �, Or 911! DESIGN BY Walling JOBNO.....i.; _.-'a:r;`. DATE x`j'... re i, REVIEW BY:, __;x .r=.. Footin Desi` nofShearWallBasedonACI31805: r INPUT DATA ', e z . • ; ,-. t p i,. t ' WALL'LENGTH, ; (' . 'Lw .4 2" r ft WALL HEIGHT h + 10 fl. �. r WALL THICKNESS - t , t ° 6 in }'' M FOOTING LENGTH '' r L 6f k 4;ft {, Y pw 1 k FOOTING,WIDTH e R 8 " 2 3r " ft t °• r k FOOTING THICKNESS, T M 30 *{€n P FOOTING EMBEDMENT DEPTH Y D } .2s% ''ft f r- , • ALLOWABLE SOIL PRESSURE qa ffl 1 Sf h, ksf' DEAD LOAD AT TOP WALLflu. rDL 0x kips i l LIVE LOAD'A71 T TOP WALL L 1 L ti Pr LL i .0 a a kips y TOP LOAD LOCATION„' • a "� 2a ft L WALL SELF WEIGHT _ PwNA 0 32 kips . - LATERAL LOAD TYPE (0--wmd 1=seismic) 01'4f ;wind r ,. WIND LOADS AT WALL TOP , F K 0 672 kips THE FOOTING DESIGN IS ADEQUATE. r $a M ft -kips CONCRETE STRENGTH • . - fc y 2 5? ksi , Y. 4 'r REBAR YIELD STRESS '.. fy 60�j ks€ TOP BARS, LONGITUDINAL.y %,1 # BOTTOM BARS, LONGITUDINAL."- r 5; # y5 {,' �ry : : BOTTOM BARS,`.TRANSVERSE ' # 3,x @ ' ';'24° ' in o:c. c Not Renu,red ANALYSIS,,' CHECK OVERTURNING 1FACTOR (IBC 061605.2.1,1801.2.1;'&ASCE 7-0512..13.4).; + �` w > ' 1.6 / 0.9 r ' for wind r F = MR / Mo = 1.98 [Satisfactory] y k'+ Where Pf ” 5.0.025 kips (footing self weight) 4 'M, F (h + D) + M * 8 ft -kips (overturning moment) M'- P L +a +P 0.5L +P L'+9.5 .. R - ( r,Dv (� ) : r ( ) w (� I w) = Y 16 • ft -kips (resisting moment.without live load) CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) PS' = 3.45 a 'kips (so€l weight in footing size)' - P. _ [Pr,DL`+ Pr,LL)'+ pw + (Pf - Ps) _ 1.87. kips (total vertical net load) , i MR = (Pr,DL + Pr, LL) (L, + a) + P{,(0.5 L) + PW (L, + 0.5Lw),= 16 ft -kips, (resisting moment with live load) e = 0.5 L - (MR - Mo) / P =1.22 - ft (eccentricity from middle of footing) PI 1 6e l' ' for, e ' q"A , = BL6 . . . ' 2P r L = -0.03 ksf , < x 4,/ 3 qa' 3B(O.5L -'e) for e> 6a r ,� f,. < •, [Satisfactory) , Where ; 'e -= -1.22 ft, < (L / 6) r y CHECK FOOTING CAPACITY •(STRENGTH, DESIGN) Mu,R = 1.2 [Pr,DL (L, + a) + Pf (0.5 L) + PW (L; + 0.5LwN + 0.5 Pr, LL(L, +'a) 19 . ft -kips ' ut ..► Mu.0 ti 1.6 [F(h + D) + M] * 13 ft -kips Pu= '1.2(Pr' +Pf+Pw)+0.5PrLL= ' -.6 "kips - j _ eu = 0.(Mu, d Mu,o) / Pu : 2.02. . ft } , 'p w s L 'forre,; 5 I 9 N,r = BL '6' - 1.89 ksf. r _ t ,r 3B(0?SL - ems)^' for eu >'6 i 0 4u,nax X u� , BENDING MOMENT & SHEAR AT EACH FOOTING SECTION Section 0 1/10L 2/10 L 3/10 L 4/10 L Xu (ft) Section 0 1/10L 2/10 L 3/10 L 4/10 L Xu (ft) 0 0.60 1.20 1.80 2.40 6 4 2 (confd) 5 0.� - -5 MR© V -10 Location Mu,max d (in) PregD PProvD Vu,max �Vc = 2 b.d (f� )os Top Longitudinal -2ft-k 26.69 0.0000' 0.0004 6 kips 63 ." kips Bottom Longitudinal 5 ft -k 26.69. 0.0018 0.0021 6 kips 63- kips Bottom Transverse 0_. ft -k / It 26.19 0.0000 0.0000 ° 0 kips % It 27 kips / It . Location Mu,max d (in) PregD PProvD Vu,max �Vc = 2 b.d (f� )os Top Longitudinal -2ft-k 26.69 0.0000' 0.0004 6 kips 63 ." kips Bottom Longitudinal 5 ft -k 26.69. 0.0018 0.0021 6 kips 63- kips Bottom Transverse 0_. ft -k / It 26.19 0.0000 0.0000 ° 0 kips % It 27 kips / It . WA4-L Ms. QEF D.L = %C YC 0. 67 = IG,7 f30c7Qv—= (N 17-44 l I 7)= 0,7 A=-As-r WA Gu'- Onx:(E/-, 6 3�� C2� SIadden .Enginee.rin . g 77-725 Enfield Lane, Suite 100, Palm Desert, CA 92211 (760) 772-3893 Fax (760)772-3895 .6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 ' 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 October 6, 2008 Project No. 522-08247 08-10-520 JJ Stevens Constructiori,'Inc. 76047 Via Flore Indian Wells, California 92210 Project: Residential Addition 79-345 Stone Gate La Quinta, California Subject: Report of Observations and Testing During Building Pad Grading Summarized in this report are the results of in-place density tests performed at the subject site during rough grading along with pertinent observations." The project site is located at 79-345 Stone Gate within The Estancias development in the City of La Quinta, California'. - Rough grading included over -excavation of the near surface soil along with the placement of engineered fill soil throughout the building addition area.. Overexcavation extended to a depth of approximately 3 feet below pad grade. The underlying native soil was moisture conditioned and compacted to a minimum of 90 percent relative compaction prior to fill placement. The engineered fill soil was then placed in thin lifts at near optimum moisture content and compacted to at. least 90 percent relative compaction. Field testing'was performed on October.2, 2008. Testing indicates that,after reworking areas of low density, a minimum of 90 percent relative compaction was attained in the areas tested. The passing test results indicate compliance with the project specifications at the tested locations and depths but are no guarantee or warranty of the contractors work. Field Tests: In-place moisture/density tests were performed using a nuclear density gauge in accordance with test methods ASTM D 2922 and ASTM D 3017. A total of 6 density tests were performed. Test results are summarized on the attached data sheet. Laboratory Tests: The moisture -density, relationships for the tested materials were determined in the laboratory in accordance with ASTM Test Method D 1557-91. . I r • w� October 6, 2008 -2- Project No. 522-08247 08-10-520 If there are any questions.regarding this report or the testing summarized herein; please.contact the undersigned. , Respectfully submitted SLADEN EN ERIN POFESSIpN DQ ANOF9s Q 2 2 Brett L. Anders nm 45389 m , U3 Principal Engineer CrEXp, 9•30-209 Grading/gl�A,yIFFICA�-�F�� Copies 4/JJ Stevens Construction, Inc. • J !r PROJECT NAME: 79-345 Stone Gate LOCATION:La Quinta, California TEST RESULTS PROJECT NO: 522-08247 REPORT NO: 08-10.-520 Test no Date Tested Location , Elevation Dry Density in place % Moisture in place Relative Compaction Maximum Density Residential Addition 1 10/2/2008 West Half 3' BPG 91.6 16.5 83* 110.0 2 10/2/2008 Retest #1 99.4 11.3 90** 110.0 3 10/2/2008 West. Half 1' BPG 100.1 11.1 91 110.0 4 10/2/2008 East Half 3' BPG 93.9 12.0 85* 110.0 5 10/2/2008 Restest #4 . 100.6 15.3 91** 110.0 . 6 10/2/2008 East Half ' 1' BPG 101.1 13.6 • 92 110.0 r October 6, 2008 Sadden Engineering