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BRES2018-0264
0 ON I hereby affirm under penalty of p rjrju� at I am licensed tinlder provisions of Chapte 9 fcommencing with Section 7000) of Dlvislon 3 of the Business and Professions Code, and my License Is In full farce and effect. License Cflmmw ;71 c se No.: 82 8 1 iJ/_L_ �' OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (—) I, as owner of the property, or my employees with wages as their sole cam pen sat[an, will do the work, and the structure is not intended or offered for sale. (See. 7044, 8uslness and Professions Code: The Contractors' State Llcense Law does not apply to an owner of property who bulids a improves thereon, and who does the work hlmseif or herself through his or her own employees, provided that the improvements are not intended or offered for safe. If, however, the 6u1fding or improvement is sold within on.e year of completion, the owner -builder wlII have the harden of proving that he or she did not build or improve for the purpose of safe.). LJ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, 8uslness and Prfess[on s Cade: The Contractors' State License Law does nut apply to an owner of property who buiids or improves i thereon, and who contracts far the projects with a ccntrattor(s) licensed pursuant to the Contractors' State License Law.). I___j I am exempt under Sec. ; B.&P,C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the per armance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Nama: Lender's 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Permit Type/Subtype: Application Number: Property Address: APN: Application Description: Property Zoning: Application Valuation: C67Y 4 4 a"41 DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT BUILDING RESIDENTIAL/ADDITION BRES2018-0264 49271 VIA CONQUISTADOR 602260018 WALLACE / ADDITION 205 DINING AREA AND REMODEL $200,000.00 Applicant: KHA ARCHITECTS 78-185 PAINTERS PATH WAY, SUITE A PALM DESERT, CA 92260 PD SEP 11 2018 GITY pF LA QLIINTA DESIGNAND DEVFLnpyl:NTDFPARTMi�� r VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 9/11/2018 Owner: WILLIAM AND KATHERINE BINDER 90 CASCADE KEY BELLEVUE, WA 92253 Contractor: SANTUCCI BUILDERS INC 72529 BEAVERTAIL STREET PALM DESERT, CA 92260 (760)578-7757 Llc. No.: 820801 LICENS"---"-'____________________________ ON CLARATION r I hereby affirm under penalty of perjury olneAoflthe of owl g declarations: I have and will maintain a certificate of consent to self -insure for workers' ca p sation, as provided for by Section 3700 of the Labor Code, for the performance oft 0rk for which this permit is issued. I have and will maintain workers' mpensaton nsurance, as Se 700 of the abor Code, for he perform ante of thelwork far whlchthis peruiredbmit is 1ss d. My workers' compensation insurance carrier and policy number are: Carrier: EVEREST NATIONAL INSURAN E COMPANY Policy Number: 7600018977181 I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith complywith ha p isions. Date: / 7.. ,. WARNING: FAILURE TO SECURE WORKERS' ❑MPEN5ATfON COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit ssued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or `allowing issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is lot commenced within 180 days from date of issuance of such permit, or cessation of Bork for 180 days will subject permit to cancellation. certify that I have read this application and state that the above information is correct. agree to comply with all city and county ordinances and state laws relating to building Instruction, nd ereby authorize representatives of thiK;; It upon the gave-mGeJntl ed roylerty for inspection purposes. r I) SU( LW Applicant or Agent): Date: —9/11/2.018 Application Number: 49271 VIA O264 CONQUISTADOR Property Address: APN: 602260018 WALLACE / ADDITION 205 DINING AREA AND REMODEL Application Description: Property Zoning: Application Valuation: $200,000.00 Applicant: KHA ARCHITECTS 78-185 PAINTERS PATH WAY, SUITE A PALM DESERT, CA 92260 Owner: WILLIAM AND KATHERINE BINDER 90 CASCADE KEY BELLEVUE, WA 92253 Contractor: SANTUCCI BUILDERS INC 72529 BEAVERTAIL STREET PALM DESERT, CA 92260 (760)578-7757 Llc. No.: 820801 S GU EST Detail: 205 5F AD DITION TO LIVING SPACE WITH 2691 SF OF REMODEL [YOUNG ENGINEERING]].. C MENDTEPOOL/SPAEWATER FEATURES, OR SITE WALLS, LAUNDRY ROOM AND GARAGE. THIS PERMIT DOES NOT INCLUDE WATER HEATER, HVAC R EP 2016 CALIFORNIA BUILDING CODES. FINANCIAL DESCRIPTION INFORMATION ACCOUNT CITY AMOUNT ADDITION, EA ADDITIONAL 500 SF 101-0000-42400 0 $67.10 DESCRIPTION ACCOUNT QTY AMOUNT ADDITION, EA ADDITIONAL 500 SF PC 101-0000-42600 0 $18.72 DESCRIPTION ACCOUNT CITY AMOUNT ADDITION, FIRST 100 SF 101-0000-42400 0 $131.07 DESCRIPTION ACCOUNT CITY AMOUNT ADDITION, FIRST 100 SF PC 101-0000-42600 0 $184.13 Total Paid for ADDITION: $401.02 DESCRIPTION ACCOUNT CITY AMOUNT HOURLY CHARGE - ESGIL CIVIL ENGINEER 101-0000-42600 2.5 $262.50 Total Paid for BLDG CITY STAFF - PER HOUR: $262.50 DESCRIPTION ACCOUNT QTY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $8.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $8.00 DESCRIPTION ACCOUNT CITY AMOUNT DEVICES, FIRST 20 101-0000-42403 0 $26.01 DESCRIPTION ACCOUNT CITY AMOUNT DEVICES, FIRST 20 PC 101-0000-42600 0 $26.01 DESCRIPTION ACCOUNT CITY AMOUNT DEVICES/FIXTURES, ADDITIONAL 101-0000-42403 0 $423.80 DESCRIPTION ACCOUNT QTY AMOUNT DEVICES/FIXTURES, ADDITIONAL PC 101, 0000-42600 0 $105.95 Total Paid for ELECTRICAL: $581.77 DESCRIPTION ACCOUNT QTY AMOUNT FIREPLACE 101-0000-42400 0 $468.12 DESCRIPTION ACCOUNT CITY AMOUNT FIREPLACE PC 101-0000-42600 0 $702.18 Total Paid for FIREPLACE: $1,170.30 DESCRIPTION ACCOUNT QTY AMOUNT EXHAUST HOOD 101-0000-42402 0 $13.00 DESCRIPTION ACCOUNT QTY AMOUNT EXHAUST HOOD PC 101-0000-42600 0 $5.20 DESCRIPTION ACCOUNT CITY AMOUNT VENT FAN 101-0000-42402 0 $13.00 DESCRIPTION ACCOUNT CITY AMOUNT VENT FAN PC 101-0000-42600 0 $5.20 Total Paid for MECHANICAL: $36.40 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER, DESIGNED 101-0000-42404 0 $143.56 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER, DESIGNED PC 101-0000-42600 0 $181.56 Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $325.12 DESCRIPTION ACCOUNT CITY AMOUNT PLAN CHECK DEPOSIT- ADDITION/REMODEL 101-0000-42600 1 $125.00 Total Paid for PLAN CHECK DEPOSIT - ADDITION/REMODEL: $125.00 DESCRIPTION ACCOUNT CITY AMOUNT 101-0000-42600 ($125.00) DESCRIPTION ACCOUNT QTY AMOUNT REMODEL, EA ADDITIONAL 500 SF 101-0000-42400 0 $140.46 DESCRIPTION ACCOUNT CITY AMOUNT REMODEL, EA ADDITIONAL 500 SF PC 101-0000-42600 0 $112.32 DESCRIPTION ACCOUNT CITY AMOUNT REMODEL, FIRST 100 SF 101-0000-42400 0 $53.05 DESCRIPTION ACCOUNT CITY AMOUNT REMODEL, FIRST 500 SF PC 101-0000-42600 0 $20.12 DESCRIPTION ACCOUNT CITY AMOUNT REMODEL, FIRST 500 SF PC 101-0000-42600 0 $125.00 Total Paid for REMODEL: $325.95 DESCRIPTION ACCOUNT QTY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $26.00 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $26.00 DESCRIPTION I ACCOUNT I CITY I AMOUNT I TECHNOLOGY ENHANCEMENT FEE 1502-0000-43611 I 0 $5.00 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 DESCRIPTION ACCOUNT CITY AMOUNT DOOR/WINDOW, NEW/ALT, EA ADDITION 1 101-0000-42400 0 $120.12 DESCRIPTION ACCOUNT CITY AMOUNT DOOR/WINDOW, NEW/ALT, EA ADDITION 1 PC 101-0000-42600 0 $137.28 DESCRIPTION ACCOUNT CITY AMOUNT DOOR/WINDOW, NEW/ALT, FIRST 1 101-0000-42400 0 $104.03 DESCRIPTION ACCOUNT CITY AMOUNT DOOR/WINDOW, NEW/ALT, FIRST 1 PC 101-0000-42600 0 $118.59 DESCRIPTION ACCOUNT CITY AMOUNT DOOR/WINDOW, RETRO/REPAIR, FIRST 101-0000-42400 0 $65.54 DESCRIPTION ACCOUNT CITY AMOUNT DOOR/WINDOW, RETRO/REPAIR, FIRST PC 101-0000-42600 0 $63.98 Total Paid for WINDOW/SLIDING GLASS DOOR/FENESTRATION: $609.54 TOTALS:.• ta Qua , EXI JrGr UESEH-f - Project Address: 49271 Via Conquistador APN #: 602-260-018-1 Applicant Name: Ruben Fernandez -KHA Architects Address: 72-185 Painters Path STE A City, ST, Zip: Palm Desert, CA 92260 Telephone: 760-7 76-4068 Email: ruben@kristihanson.com Contractor Name: Santucci Builders Address: 72529 Beavertail ST City, St, Zip Palm Desert, CA 92260 Telephone: 760-578-7757 Email: jasbinc@gmail.com State Lic: CA City Bus Lic: Lic-0106051 Arch/Eng Name: Kristi Hanson - KHA Architects Address: 72-185 Painters Path City, St, Zip Palm Desert, CA 92260 Telephone: 760-776-4068 Email: kristi@kristihanson.com State Lic: CA City Bus Lic: C-24847 Property Owner's Name: Mr. & Mrs Wallace Address: City, ST, Zip Telephone: Email: PERMIT # PLAN LOCATION: Project Description: 0"Remodel, Add't, Elect, Plumb, Mech Remodel Residence - Expand outdoor patio to create a more spacious outdoor living with a 2-sided fireplace and pocket doors with clerestory windows. * Expand new dining area with new corner pocket doors. * Redesign kitchen with new island cabinetry and appliar * New fire lace in Great room and Master bedroom. Valuation of Project $ 200,000 New SFD Construction: Conditioned Space Addition Garage Patio/Porch Addition Fire Sprinklers Construction Type: VB Grading: Bedrooms: 4 11 Stories: 1 205 SF SF 165 SF SF Occupancy: Residential # Units: New Commercial / Tenant Improvements: Total Building SF Construction Type: Occupancy: 78495 CALLE TAMPICO LA QUINTA, CA 92253 760-777-7000 CERTIFICATE OF COMPLIANCE �►,►�+�a s Desert Sands Unified School District�Q 47950 Dune Palms Road '"HCryfyp �pp�Cf c Yd: IS Q SER l 0? Date: 9/10/2018 La Quints, CA 92253 �A y�`�� No.: 18-01104-1 (760)771-8515 - Owner: William/Katherine Binder Email: Address: 49271 Via Conquistador Jurisdiction: La Quinta City: La Quinta Tract #: Type: Residential Addition < 500 Sq ft Lot # Street No. Street Name Sq. Feet APN� 49271 Via Conquistador 205 602-260-018 n ��Y REcEnmr, CEP I I , Cny OF LA Comments. e_ At the present time, the Desert Sands Unified School District does not collect fees on garages p tioslwalkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking eating, or sanitation) or replacement mobile homes. It has been determined that the above -named owner is exempt from paying school fees at this time due to the following reason: Residential Addition 500 Sq Feet or Less Exempt This certifies that school facility fess imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.00 X 205 S.F. or $0.00 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footaue in the proposed project may now be issued. Fees Paid By: Exempt/Jerry Santucci Check No.: Bank Name/Recipient of Certificate Telephone: 760/578-7757 Funding: Exempt By Scott L. Bailey Superintendent Fee ColiectedAExempted by: Patricia Barbuzza Certificate Fees Due: Origional Payment(s) Rec'd: New Payment Rec'd: sw Over/Under: $0.00 $0.00 $0.00 $0.00 NOTICE: Pursuant to Government Code Section 6(1), this will serve to notify you that the 90-day approval period in which you may protest the fees or n to ru rom the date on which the building or installation permit for this project is issued, or from the date on other payment identified above will begi which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District(`s) behalf, whichever is earlier Notice to Building Department: THIS DOCUMENT VALID ONLY IF IMPRINTED WITH EMBOSSED SEAL. MASTER ASSOCIATION FOR RANCHO LA QUINTA/?ECFIV ED 4 ?Ast 21, 2018 William &Katherine Binder ".',• Sent via Email to kat�i airrz 1 � 4 a comcastnet 90 Cascade Key Bellevue, WA 98006 bill 1228 Comcast.net Re: 49271 Via Conquistador - Approval of Submission Dear Mr. & Mrs. Binder, The Architectural Committee reviewed your submission for the following: Courtyard and rear yard landscape and hadscape renovations, rear covered patio extension and rear addition for dining room. Your submission as presented, is approved contingent on the following: • Any damage to the common area caused during this construction shall be repaired by the Owner to the satisfaction of the Association. • All work is to be done in accordance with all applicable requirements of governmental entities, including the City of La Quinta and in accordance with all Homeowners Association Architectural/Landscape Guidelines and governing documents. • If required, a City of La Quinta building permit will be obtained, and copy furnished to the Association prior to commencement of work. • No other structural changes are approved with this submission. Once completed, please submit a "Notice of Completion" and the Association's Architect will schedule an inspection, so we can process your deposit for return. If you have any questions, please contact the onsite office at 760-777-8807. Sincerely, 0 - � C.A Jamie Circle Architectural & Communications Manager Master Association for Rancho La Quinta P.O. BOX 6419 • LA QUINTA, CA 92248-6419 • 760-777-8807 • FAX 760-777-8961 A A Building Permit Number: _ Project Description: small remodel &patio cover � _1F l=' Exempt: ❑ — ,�: (Materials may contain hazardous wastes and are not subject to recycling provisions) Construction Debris Management Plan Plan Submittal Datel 7/11/2018 Job Site Address) 49271 Via Conquistador Owner's Name BIII Binder Number, Street, or PO Box 49271 Via Conquistador City, State, Postal Code La Quinta, CA. 92253 Owner's Phone Number c/o 760-578-7757 Owner's E-Mail Address `. r �� Project Manager's Name Jerry Santucci Project Manager's Phone Number 760-578-7757 7R4 Project Manager's E-mail Address asbincaDmail.com t 1u` y Guy Builder / Contractor Santucci Builders �F 1A4�1N�A[ Number, Street or PO Box 72529 Beavertail Strc�gWkEN� flip City, state, Postal Code Palm Desert, CA. 92260�i%K Project Square Footage Approx. 2,800 sq ft City Approval By Renado Gouldlock-DECIBurrtec waste Date of City Approval O"i �1 C1 Materials To Be Discarded: Product Tons Trash 1.85 Not recyclable Product Tons Asphalt 0.00 Recyclable Masonry (broken) 0.00 Recyclable Brick/Block 0.00 Recyclable PlasterARecydable Recyclable Cardboard 0.00 Recyclable Scrap MetalRecyclable Commingled 0.00 Recyclable Tile (floor)Recyclable Concrete 0.30 Recyclable Tile (roof)Recyclable Drywall 1.50' Recyclable WoodRecyclable Donated / Reuse* *Describe Items 0.00 Recyclable Landscape Debris i otais: Rec Cle Trash Projected Diversion: 3.8 1.9 65.74% I understand it is the property owner's responsibility to submit copies of weight tickets or receipts to the District Environmental Coordinator as these hauls occur. I hereby certify that completion, implementation and adherence of the Debris Management Plan (DMP) for the above named project shall guarantee that at least 65% of the jobsite waste is diverted from landfilling. The remaining material will be recycled or reused. I will divert, for recycling or re -use, remaining materials generated from the first day of the project through the completion of the project in accordance with this plan. This DMP is issued in the name of the property owner(s) and shall remain their property throughout the construction and/or demolition project. A contractor serving as agent of the owner may obtain a DMP for the owner. However, the DMP is still issued in the name of the property owner(s) and the owner retains legal responsibility for ensuring that the provisions of the DMP are adhered to. The property owner(s) and general contractor shall be kept informed of the diversion progress through bi-monthly reports If self -hauling, all refuse material from this project site must be taken to an approved recycler or transfer Owner / Developer / Project Manager / Suparintendant uate E s G 1i DATE: 9/5/2018 A SAFEbuilt Company ❑ APPLICANT JURISDICTION: ' LA QUINTA ❑ JURIS. PLAN CHECK #.: BRES2018-0264 SET: II PROJECT ADDRESS: 49271 VIA CONQUISTADOR PROJECT NAME: SFD ADDITION FOR BINDER (STRUCTURAL ONLY) ® The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ❑ The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ❑ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. ❑ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by0. ) Email: Mail Telephone Fax In Person ❑ REMARKS: By: Bert Domingo EsGil 8/28/2018 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 'F Li p r Wy . . . . . . . . . . d} Design and Development Department - 1ui[ding Division 78495 Calle Tampico, La Quinta, CA 92253 N 1: (760) 777-712:5 Fax: (760) 777-70I 1 Websi cc. www.la-quinta.orb DE i S1 ECE IVED Date: Aua I S p Application Number: _� —o Z y AUG 15 2018 CITY OF LA QUINTA Project Street Address: R 2 71 V v, (c,,-, ; . T F,� t- COMMUNITY DEVELOPMENT Applicant: IKArchitect orlJ Contractor of Project (Please check appropriate box) Policy Conditions: I . Limited to Custom residential pre-fahricated wood trussed roof projects on a case by case basis; 2, This form will be completed and submitted to the Building Division for approval prior to the Second submittal, ** The approved .form will be submitted as part of the second suhmirtal package; 3. Deferred Truss Submittal will consist of two sets wet stamped Truss Calculations; Roof Layout and Engineer of Roxrd.'s Acceptance stamp or letter; 4. Review tirnefmme is 10 working days; 5. Service Fee of play, review and processing based on actual hourly cost of plans examiner, structural consultant, permit technician (payment required at the time of pickup of approved truss calculations; 6. The deferred truss submittal review and approval will be required prior to a foundation 1 fo Oting inspection (no exceptions). 7. The approved "JOB" Copy ol'Truss CAIculations is required to be onsite at the time of inspcc:lion. Print name: 1 0 L� , '! - ,, Signature: By singing this form, the applicant requirements, ledges and agrees to all conditions and Approved By Vk--Fille:�l1 ��f�]ale:�� * �t Lt�CLlLLLscl�niri:rl� Uet'.N st4 Q�rrl ► IM1010111 Al2nroual 78495 Calle "l',nmpico I I.a Quinta I California 92253 1 760.777,7000 1 a ww.La_ S?L1111Ia.Qrg Sladden Engineerin g 45030 Golf CenEer i°arinvay, Suite F, Intliu, CA 92201 (760) 863 U713 Fax 1760f 8tx3 p$17 6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (7I4) 523-1369 450 Egan Avenue, Beaumom, CA 9'- 77a (951) 845-7743 Fax (951) 945-9863 800 E. Florida Avenue, Hemct, CA 92 54 3 (951) 76 6-87 77 FM (951) 766-8778 August 23, 2018 Project No. 544-18165 18-08-417 KHA Architects 72-185 Painters Path, Suite A Palm Desert, California 92260 Project: Residential Addition 49271 Via Conquistador La Quinta, California Subject: Foundation Plan Review Ref: Geotechnical Update prepared by SIadden Engineering dated July 12, 2018; Project No. 544-18165, Report No.18-05-264 In accordance with your request, we have reviewed the Foundation Plans and Details prepared by Young Engineering- The plants reviewed were prepared for the addition proposed for the existing residence Iocated at 49271 Via Conquistador in the City of La Quinta, California. Based on our review, it is our opinion that the recommendations provided in the above referenced Geoterhnical Update as well as previous geotechtical reports have been properly incorporated into these plans. Zf you have questions regarding this memo or the referenced report please! contact the undersigned. Respectfully submitted, SLADDEN ENGJNEERTN[:,-- Brett L. Anderson Principal Engineer Letter/ra Copies: 4 / KHA Architects Q� �EssIQ11 E T L ANDERSON ` No. C-45389 rr a Exp. 9130I18 U CIVIC 4C ENGINEERING iRECEIVED . AUG 24 2018 CITY OF LA QUINTA COMMUNITY DEVELOPMENT Sladden Engineering wrviP.Sladdelieirgiareeriiag cant 1 , Sladden Engineering 45090 Goff Center Parkway, Suite F, India, CA 92201 (760) 863-0713 6782 SW (on Avenue, Suite C. Huena Purl:, CA 90621 (714) 523-0952 450 Egan Avenue, ,Beaumont, CA 92223 (951) 845-7743 800.2. Florida Avenue, Hemet, CA. 92543 (951) 766-8777 www.Sladdenengineering.com July 12, 2018 ICHA Architects 72-185 Painters Path, Suite A Palm Desert, California 92260 Subject: Geotechnical Update Project No. 544-18165 18-05-264 RECEIVED Project: Proposed Residential; Addition JUL 19 2018 49271 Via Conquistador CTY OF LA QUINTA Rancho La Quinta Country Club DESIGN AND DEVELOPMENT DEPARTMENT La Quinta, California Ref: Geotechnical Feasibility Report prepared by Buena Engineers, Inc. dated May 18, 1990; Project No. B7-2333-P1, Report No. 90-05-822 In accordance with your request, we have reviewed the above referenced geotechnical report as it relates to the design' and construction of the residential addition proposed for the existing residence located at 49271 Via Conquistador within the Rancho La Quinta Country Club development in the City of La Quinta, California. It is our understanding that the residential addition will be of relatively lightweight wood -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The subject lot was previously graded during the rough grading of the Rancho La Quinta project site. The rough grading included over -excavation and recompaction of the native surface soil along with the placement of engineered fill material to construct the building pads to the current configurations.. Because the lot has been previously rough graded, the remedial grading required at this time should be minimal except to facilitate proper site clearing and root removal. The building areas should be cleared of surface vegetation and the associated root systems, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction prior to fill placement. The previously removed soil and any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. RECEIVED EsGil A SAFEbullt Company Sladden Engineering dt July 12, 2018 -2- Project No. 544-18165 18-05-264 The referenced reports include recommendations pertaining to the design and construction of residential structure foundations. The previous reports also address the potential for liquefaction, subsidence and differential settlement. Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure foundations. The allowable bearing pressures recommended in the referenced Geotechnical Investigation report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1300 psf and 1500 psf, respectively. Allowable increases of 200 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 2000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.46 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.33 times the normal dead load forces. The bearing soil is generally non -expansive and falls within the "very low" expansion category in accordance with the 2016 (CBC) classification criteria. Sladden has reviewed the 2016 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structure. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2016 CBC or ASCE7. According to the 2016 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): I/U/1H Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1):1.525g Si (Figure 1613.3.1): 0.718g Fa (Table 1613.3.3(1)):1.0 Fv (Table 1613.5.3(2)):1.5 Sms (Equation 16-37 [Fa X Ssl):1.525g Sml (Equation 16-38 [Fv X S11):1.078g SDs (Equation 16-39 f 2/3 X Sms)):1.017g SM (Equation 16-40 [2/3 X Smil): 0.718g Seismic Design Category: D Sladden Engineering July 12, 2018 -3- Project No. 544-18165 18-05-264 In addition, we have sampled the surface soil on the subject lot to determine the soluble sulfate content as it relates to selecting appropriate concrete mix designs. The testing indicated soluble sulfate content of 1100 ppm (0.110 percent) that corresponds with the "moderate" exposure category in accordance with ACI 318-08, Table 3. Based upon this, the use of sulfate resistant concrete mixes will be required for structural concrete in contact with the soil. Structural concrete in contact with the soil should have a minimum compressive strength of 4000 psi and a maximum water -cement ratio of 0.50. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson( Principal Engineer SER/gvm Copies: 4/KHA Architects 9RER' L. ANDERSON ❑, G45389 sn !18 7rr ).. GML ENGNFEERING 1, OF Sladden Engineering 5 LI 49 Please verify that soils reports contain all of the above information. In addition, to assure continuity between the investigationlreporting stage: and the execution stage, please use the following checklist to verify that the conclusions and recommendations in the report cover all the required elements. Only then can we be assured that the construction documents address all of the site soil conditions. 1_a Quinta Geotechnical Report Checklist Does the "Conclusions and Recommendations" section of the report address each of the following criteria? "Address" means: (a) the criterion is considered significant and mitigafion measure(s) noted, or: (b) the criterion is considered insignificant and explicitly so stated. Yes . NO C&erion 0 Foundation criteria based upon bearing capacity of natural or compacted soil. 0 Foundation criteria to mitigate the effects of expansive soils- 0 Foundation criteria based upon bearing capacity. of natural or compacted soil_ it Foundation criteria to mitigate the effects of liquefaction. j 0 Foundation criteria to mitigate the effects of selsmically induced differential `! settlement. 4 0 Foundation criteria to mitigate the effects of long-term differential settlement. [ } 0 Foundation criteria to mitigate the effects of varying soil strength- 0 Foundation criteria to mitigate expected total and differential settlement. Any "No" answers to the above checklist should be noted as specific required corrections. Siadden Engineering 8782 Stanton Ave., Suite A. Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Goff Center Pkwy, Suite F, India, CA 92201 (760) 663-0713 Fax (760) 863-.0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: June 5, 2018 Account No.: 544-18165 Customer: KHA Architects Location: 49271 Via Conquistador, La Quinta Sulfate Series Analytical Report Soluble Sulfates per CA 417 ppm Soluble Chloride per CA 422 ppm 1100 460 RECEIVED JUL 19 2018 CITY OF LA QUINTA DESIGN AND DEVELOPMENT DEPARTMENT Sulfate 544-18165 060518 TABLE 19-A-2—REQUIREMENTS FOR SPECIAL EXPOSURE CONDITIONS MINIMUM f,, MAXIMUM NORMAL -WEIGHT AND WATER-CEMENTITtOUS LIGHTYYFJGHT AGGREGATE CONCRETE, MATERIALS RATIO, 8Y Pal WEIGHT, NORMAL -WEIGHT x 0.006119 for MPa EXPOSURE CONDITION AGGREGATE CONCRETE I Concrete intended to have low permeability when exposed to water 0.50 4.000 Concrete cxposed to freezing and thawing in a moist condition or to deicing chemicals 0.45 4,500 For corrosion protection for reinforced concrete exposed to chlorides from deicing chemicals, salts or brackish water, or spray from these sources 0.40 5.000 TABLE 19-A-3—REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE -CONTAINING SOLUTIONS LIGHTWEIGHT NORMAL -WEIGHT AGGREGATE AGGREGATE CONCRETE Maximum Water- Camendtioeis I" . Norrnat- W.1ght and WATER-SOLUBLE Material* Reflo,by Ughtwetght SULFE {SO�Ij H SOIL, g m..6Wei0Id Aggregate Cancrels. Palt SULFATE PERCENTAGE 8Y SULFATE (SOS) IN Aggregate x UZOW for We EXPOSURE WEIGfa WATER, Ppm CEMENTTYPE Concrete) NegligffiIe 0.00-0.10 0-150 — — — Modera(oZ 0.10-020 150-1.500 IL IP(MS). IS 0.50 4.000 (MS) Severn 0.20-2.00 I500-10,000 V 0.45 4,500 Very severe Over 2.00 Over 10,000 V plus 0.45 4.500 p=w[an3 IA lower water-c: mentitious materials ratio or higher sacngdt may be required for low permeability or forproleetion agairM[ com5tun of embzdded items or irecring and thawing (Table 14-A-2). 25cawater. 3Pozzolan that has been determined by test arservice record to improve sulfate resistance when used in concrete con- tacting Type V cement. ��: VARIES, 5EE PLAN 361, BBQ BY WOLF WITH LED LIGHT OR EQUAL Azffl�ol STORAGE DRAWERS STAINLESS STEEL DOOR ICE CHEST 55Q ISLAND DETAIL SHEET L2.0 SCALE: rv.r-mll OF SHEET TITLE CON51RUCTION DRA I LS DE516NGD GH GM GHEGKED - DATE i/12/18 SCALE N.T.S. .IOB NO. SHEET L3.0 OF 14 SHEETS AXE-3DRTH TYPICAL INSTALLATION COUNTER FRONT CUTOUT REQUIREMENTS 7 g„ 13%7 " �O 51 s. 16 513� /16 Cam] 51g, :'T6 28'. e" 5 7" MAX OPENING 8y„ 4 84° MAX' OPENING >l 9 Y r 1_ 51 Y6-' MAX PRODUCT HEIGHT I 1 MAX OPENING out 2%^ e Y81, 19y1 " 8y" 4 3 THE INFORMATION CONTAINED IN THIS DRAWING IS THE PROJECT TITLE: + SOLE PROPERTY OF SUPERIOR EQUIPMENT SOLUTIONS `vr� [(J] INC. ANY REPRODUCTION IN PART OR S A WHOLE ,Wlf-rWITHOUT WRITTEN PERMISSION FROM SUPERIOR AXE-3DRTH EQUIPMENT SOLUTIONS, INC. IS PROHIBITED. 1PERIOREOL11P1NEN (SOLUTIONS DRAWN BY: ADRIAN CRISCI DRAWING TITLE: DRAWING NO.: AXE-3DRTH SPEC SHEE SHEET 1OF1 ----CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Binder Remodel r j Calculation Date/Time: 10:39, Tue, Jul 17, 2018 i Calculation Description: Title 24 Analysis Input File Name: Binder Remodel & Addition 4Z.riod16x '69-e52019 - D 2.10 Ll i CF1 R-PRF-01 Page of 11 4 GENERAL INFORMATION 01 Project Name Binder Remodel !-A >yt iTrtf"f 02 Calculation Description Title 24 Analysis COMMMUNYI`'f QEVdF-La pmgNry- 03 Project Location 47271 Via Conquistador 04 City La Quinta 05 Standards Version Compliance 2017 06 Zip Code 92253 07 Compliance Manager Version BEMCmpMgr 2016.3.0 (1016 SP2) 08 Climate Zone CZ15 09 Software Version EnergyPro 7.2 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 135 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 3613 15 Number of Zones 4 16 Slab Area (ft2) 3613 17 Number of Stories 1 18 Addition Cond. Floor Area (ft2) 205 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) 205 21 Glazing Percenta 0 nit A 1N I A COMPLIANCE RESULTS-13UILDINUUMOM 01 Building Complies with Computer Performance EV1hVVCV T `-" ' 02 This building DOES NOT require HERS Verification u VV� ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 3.87 4.84 -0.97 -25.1 % Space Cooling 98.26 93.34 4.92 5.0% IAQ Ventilation 0.00 0.00 0.00 0.0% Water Heating 7.30 7.30 0.00 0.0% Photovoltaic Offset ---- 0.00 0.00 Compliance Energy Total 109.43 105.48 3.95 3.6% REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins Registration Number: 218-P010204726A-000-000-0000000-0000 Registration Dateffime: 2018-07-17 10:51:44 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04302018-1016 SP2 k HERS Provider: CaICERTS inc. Report Generated at: 2018-07-17 10:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Binder Remodel Calculation Daterrime: 10:39, Tue, Jul 17, 2018 Calculation Description: Title 24 Analysis HERS FEATURE SUMMARY Input File Name: Binder Remodel & Addition 4Z.ribd16x CF1 R-PRF-0 i Page 2 of 11 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: --None-- Cooling System Verifications: - --None -- HVAC Distribution System Verifications: - --None — Domestic Hot Water System Verifications: - ..None -- BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (f:2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventllation Cooling Systems Number of Water Heating Systems Binder Remodel 3613 1 4 4 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg, Calling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC System 11 1136 10 DHW Sys 1 n/a Zone 2 Conditioned HVAC System 22 1136 10 DHW Sys 1 n/a Zone 3 Conditioned HVAC System 33 1136 10 DHW Sys 1 n/a Zone 4 Conditioned HVAC System 33 205 10 DHW Sys 1 n/a Registration Number: 218-Po10204726A-000-000-0000000-0000 Registration Date/Time: 2018-07-17 10:51:44 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04302018-1016 SP2 Report Generated at: 2018-07-17 10:40:47 EERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Binder Remodel Calculation Date/Time: 10:39, Tue, Jul 17, 2018 Calculation Description: Title 24 Analysis Input File Name: Binder Remodel & Addition 4Z.ribd16x CF1 R-PRF-01 Page 3 of 11 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Status Verified Existing Condition Northeast Exterior Wall Zone 1 R-21 Wall 45 Right 890 47.992 90 Altered n/a Southwest Exterior Wall Zone 1 R-21 Wall 225 Left 456 70 90 Altered n/a Southeast Exterior Wall Zone 1 R-21 Wall 135 Front 216 16 90 Existing No Northwest Exterior Wall Zone 1 R-21 Wall 315 Back 240 136.008 90 Altered n/a Southwest Interior Surfac Zone 1 —Zone 3 R-21 Waill 372 0 Existing No Roof 3 Zone 1 R-38 Roof Attic Plus 1132.64 Altered n/a Northeast Exterior Wall 2 Zone 2 R-21 Wall 45 Right 420 37.5 90 New n/a Southwest Exterior Wall 2 Zone 2 R-21 Wall 225 Left 396 50 90 Existing No Southeast Exterior Wall 2 Zone 2 R-21 Wall 135 Front 456 41.3075 90 Altered n/a Northwest Exterior Wall 2 Zone 2 R-21 Wall 315 Back 336 25 90 Existing No Northwest Interior Surfac Zone 2—Zone 3 R-21 Walll 252 0 Existing No Roof 4 Zone 2 R-38 Roof Attic Plus 1136 New n/a Northeast Exterior Wall 3 Zone 3 R-21 Wall 45 Right 80 5.304 90 Existing No Southwest Exterior Wall 3 Zone 3 R-21 Wall 225 Left 336 46.2974 90 Altered n/a Southeast Exterior Wall 3 Zone 3 R-21 Wall 135 Front 180 54.7028 90 Altered n/a Northwest Exterior Wall 3 Zone 3 R-21 Wall 315 Back 480 122.077 90 Altered n/a Northeast Interior Surfac Zone 3»Zone 1 R-21 Walll 264 0 Existing No Southeast Interior Surfac Zone 3»Zone 2 R-21 Walll 252 0 Existing No Northwest Interior Surfac 2 Zone 3»Zone 4 R-19 Wall 140 0 Altered n/a Roof 5 Zone 3 R-38 Roof Attic Plus 1129.28 Altered n/a Northeast Exterior Wall 4 Zone 4 R-21 Wall 45 Right 168 88.9938 90 New n/a Southwest Exterior Wall 4 Zone 4 R-21 Wall 225 Left 168 0 90 New n/a Northwest Exterior Wall 4 Zone 4 R-21 Wall 315 Back 168 87.0048 90 New n/a Southeast Interior Surfac 2 Zone 4»Zone 3 R-21 Walll 140 0 New n/a Roof 6 Zone 4 R-38 Roof Attic Plus 205 New n/a Registration Number: 218-P010204726A-000-000-0000000-0000 Registration Date/Time: 2018-07-17 10:51:44 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04302018-1016 SP2 Report Generated at: 2018-07-17 10:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-0 3 Project Name: Binder Remodel Calculation Description: Title 24 Analysis Calculation Date/Time: 10:39, Tue, Jul 17, 2018 Input File Name: Binder Remodel & Addition 4Z.ribdl6x Page 4 of 11 OPAQUE SURFACES — Cathedral Ceilings 01 02 03 04 05 06 07 08 09 10 11 12 13 Roof Framin Verified Orientatio Area Skylight Roof Rise Roof Roof Reflectan Roof g Existing Name Zone Type n (ft2) Area (ft2) (x In 12) Pitch Tilt(deg) ce Emlttance Factor Status Conditlon Roof Zone 1 R-38 Roof Attic _ specify - 3.46 3.36 4 0.33 18.43 0.1 0.85 0.1 Altered nla Plus1 Roof 2 Zone 3 R-38 Roof Attic specify - 6.82 6.72 4 0.33 18.43 0.1 0.85 0.1 Altered n/a Plus1 ATTIC 01 02 03 04 05 06 07 08 09 10 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Status Verified Existing Condition Attic Zone 1 Attic RoofZone 1 Ventilated 4 0.1 0.85 Yes No Existing No Attic Zone 2 Attic RoofZone 2 Ventilated 4 0.1 0.85 Yes No New No Attic Zone 3 Attic RoofZone 3 Ventilated 4 0.1 0.85 Yes No Existing No Attic Zone 4 Attic RoofZone 4 Ventilated 4 0.1 0.85 Yes No New No 11. L.. 1 J, i t 1 t... HERS PROVIL7E= R Registration Number: 218-P010204726A-000-000-0000000-0000 Registration DateRme: 2018-07-17 10:51:44 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04302018-1016 SP2 Report Generated at: 2018-07-17 10:40:47 CFI R-PRF-01 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Page 5 of 11 Calculation Date/Time: 10:39, Tue, Jul 17, 2018 Project Name: Binder Remodel Input File Name: Binder Remodel &Addition 4Z.ribd16x Calculation Description: Title 24 Analysis FENESTRATION ! GLAZING 05 06 07 08 09 10 11 02 03 04 Verified 01 Existing Height (ft) Multiplier Area (ft2) U-factor SHGC Exterior Shading Status odiion Condition Name Surface (Orientation -Azimuth) Width (ft) 0.21 0.14 Insect Screen (default) Existing No Window 07 Northeast Exterior Wall (Right-45) 4.0 2 0 1 8.0 0.21 0.14 Insect Screen (default) Existing No Window 08 Northeast Exterior Wall (Right-45) 6.0 4.0 1 24.0 0.22 0.14 Insect Screen (default) Existing No Window 09 Northeast Exterior Wall (Right-45) 2.0 4.0 1 8.0 0.24 0.24 Insect Screen (default) New nla Window 10 Northeast Exterior Wall (Right-45) 2.0 9•0 0 444 8.0 0.22 0.14 Insect Screen (default) Existing No Window 04 Southwest Exterior Wall (Left-225) 2.0 3.0 1 6.0 0,21 0.14 Insect Screen (default) Altered nla Window 05 Southwest Exterior Wall (Left-225) 5.0 5•0 1 25 p 0.24 0.24 Insect Screen (default) New n/a Southwest Exterior Wall (Left-225) 2.0 9.0 1 18.0 No Window 13 16.0 0.22 0.14 Insect Screen (default) Existing Southeast Exterior Wall 4.0 4.0 1 Window 06 (Front-135) 0.24 Insect Screen (default) New n/a Northwest Exterior Wall 3.5 9.0 1.016 32.0 0.24 Window 11 (Back-315) 0.24 Insect Screen (default) New n/a Northwest Exterior Wall 3.5 9.0 1.016 32.0 0.24 Window 12 (Back-315) 0.22 Insect Screen (default) New n/a Northwest Exterior Wall 8.0 9.0 1 72.0 0.35 Window C1 (Back-315) 3.4 0.32 0.39 None New n/a Skylight S 01 Roof (- specify -0) --- ___ 1 0.14 Insect Screen (default) New n/a Northeast Exterior Wall 2 5 0 5 p 1 25.0 0.22 Window 20 (1 0.22 0.14 Insect Screen (default) New n/a Northeast Exterior Wall 2 2 5 5 0 1 12.5 Window 23 (Right-45) 0.21 0.14 Insect Screen (default) Existing No Southwest Exterior Wall 2 4 0 2.0 1 8.0 Window 16 (Left-225) 0.14 Insect Screen (default) Existing No Southwest Exterior Wall 2 6.0 5.0 1 30.0 0.21 Window 17 (Left-225) 0.14 Insect Screen (default) Existing No Southwest Exterior Wall 2 3.0 4.0 1 12.0 0.22 Window 18 (Left-225) 0.21 Insect Screen (default) New n/a Southeast Exterior Wall 2 3.5 3.5 0.98 12.0 0.36 Window 24 (Front-135) 0.24 Insect Screen (default) New n/a Southeast Exterior Wall 2 3.5 1.5 1.01 5.3 0.24 Window 25 (Front-135) 0.14 Insect Screen (default) Existing No Northwest Exterior Wall 2 2.5 5.0 1 12.5 0.22 Window 21 (Back-315) Registration Date/Time: 2018-07-17 10:51:44 HERS Provider: CaICERTS inc Registration Number: 218-P010204726A-000-000-0000000-0000 Report Generated at: 2018-07-17 10:40:47 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04302018-1016 SP2 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Binder Remodel CF1R-PRF-O? Calculation Date/Time: 10:39, Tue, Jul 17, 2018 Calculation Description: Title 24 Analysis Page 6 of 11 Input File Name: Binder Remodel &Addition 4Z.ribd16x Window 22 Northwest Exterior Wall 2 (Back-315) 2.5 5.0 1 12.5 0.22 0.14 Insect Screen (default) Existing Window 03 Northeast Exterior Wall 3 No (Right-45) 6.0 4.0 0.221 5.3 0.22 0.14 Insect Screen (default) Existing Window 01 Southwest Exterior Wall 3 No (Left-225) 2.7 2.0 0.981 5.3 0.22 0.14 Insect Screen (default) New Window 15 Southwest Exterior Wall 3 n/a (Left-225) 4.1 10.0 1 41.0 0.24 0.24 Insect Screen (default) New Window 02 Southeast Exterior Wall 3 n/a (Front-135) 2.7 2.5 0.993 6.7 0.22 0.14 Insect Screen (default) Existing Window Al Southeast Exterior Wall 3 No (Front-135) 6.0 8.0 1 48.0 0.34 0.23 Insect Screen (default) Altered Window 14 Northwest Exterior Wall 3 n/a (Back-315) 17.0 2.0 1 34.0 0.24 0.24 Insect Screen (default) New Window D1 Northwest Exterior Wall 3 n/a Skylight S 02 (Back-315) 17.0 11.0 0.471 88.1 0.32 0.21 Insect Screen (default) New Roof 2 (- specify --0) n/a Skylight S 03 Roof 2 (- specify -0) .___ - 1 3.4 0.32 039 . None New n/a Window E1 Northeast Exterior Wall 4 ___ 1 3.4 0.32 0.39 None New n/a (Right-45) 9•8 9.0 1.009 89.0 0.32 0.21 Insect Screen (default) New Window E2 Northwest Exterior Wall 4 n/a (Back-315) 9.6 9.0 1.007 87.0 0.32 0.21 Insect Screen (default) New OPAQUE DOORS n/a 01 Name 02 Side of Building 03 04 05 06 Door B1 Southwest Exterior Wall Area ftz ( ) U-factor Status Verified Exi sting Condition Door F4 Southeast Exterior Wall 2 21.0 0.50 New No 24.0 0.50 New No Registration Number: 218-P010204726A-000-000-0000000-0000 Registration DateTme: CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04302018-10161SP21710:51:a4 HERS Provider: CaICERTS inc Report Generated at: 2018-07-17 10:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Binder Remodel Calculation Date/Time: 10:39, Tue, Jul 17, 2018 Calculation Description: Title 24 Analysis Input File Name: Binder Remodel & Addition 4Z.ribd16x CF1 R-PRF-01 Page 7 of 11 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Left Right Window Depth Dist Up Extent Extent Flap Ht. Depth Top Up Dist L Bot Up Depth Top Up Dist R Bot Up Window 07 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 08 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 09 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 10 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 04 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 05 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 13 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 06 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 11 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 12 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window C1 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 20 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 23 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 16 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 17 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 18 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 24 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 25 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 21 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 22 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 03 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 01 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 15 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 02 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window Al 4 0.1 4 4 0 0 0 0 0 0 0 0 0 Window 14 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window D1 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window E1 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Registration Number: 218-P010204726A-000-000-0000000-0000 Registration Date/Time: 2018-07-17 10:51:44 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04302018-1016 SP2 Report Generated at: 2018-07-17 10:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Binder Remodel Calculation Date/Time: 10:39, Tue, Jul 17, 2018 Page 8 of 11 Calculation Description: Title 24 Analysis Input File Name: Binder Remodel & Addition 4Z.ribd16x Window E2 2 0.1 2 2 0 0 0 0 0 0 0 0 0 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R-value U-factor Assembly Layers • Under Roof Joists: R-25.0 insul. • Cavity / Frame: R-13.0 / 2x4 Top Chrd • Roof Deck: Wood Siding/sheathing/decking 2x4 Top Chord of Roof Truss @ 24 Tile Gap: present Attic RoofZone 1 Attic Roofs Wood Framed Ceiling in. O.C. R 38 0.025 Roofing: 10 PSF (RoofTile) • Inside Finish: Gypsum Board • Cavity / Frame: R-21 / 2x6 R-21 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.069 Exterior Finish: 3 Coat Stucco • Inside Finish: Gypsum Board Cavity/Frame: R-21 /2x6 R-21 Wall1 Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.064 Other Side Finish: Gypsum Board Ceilings (below Inside Finish: Gypsum Board R-38 Roof Attic Plus attic) Wood Framed Ceiling 2x10 @ 16 in. O.C. R 13 0.043 Cavity/Frame: R-13.0/2x10 r Inside Finish: Gypsum Board - - Sheathing / Insulation: R38 Sheathing CavFrame: I —CERI RoofD Deck. Wood d Sidin x10 ■C Roof Deck: Wood Siding/sheathing/decking ■ L Tile Gap: present R-38 Roof Attic Plus1 Cathedral Ceilings Wood Framed Ceiling 2x10 @ 16 In. D.C. �A h 13J _ P..019 Roofing. 10 PSF (RoofTile) • Under Roof Joists: R-25.0 insul. • Cavity / Frame: R-13.0 / 2x4 Top Chrd • Roof Deck: Wood Siding/sheathing/decking 2x4 Top Chord of Roof Truss @ 24 Tile Gap: present Attic RoofZone 2 Attic Roofs Wood Framed Ceiling in. O.C. R 38 0.025 Roofing: 10 PSF (RoofTile) • Under Roof Joists: R-25.0 insul. • Cavity / Frame: R-13.0 / 2x4 Top Chrd • Roof Deck: Wood Siding/sheathing/decking 2x4 Top Chord of Roof Truss @ 24 Tile Gap: present Attic RoofZone 3 Attic Roofs Wood Framed Ceiling in. O.C. R 38 0.025 Roofing: 10 PSF (RoofTile) • Inside Finish: Gypsum Board R 19 in 5-1/2 in. Cavity/Frame: R-19 in 5-1/2 in. (R-18) /2x6 R-19 Wall Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. cavity (R-18) 0.069 Other Side Finish: Gypsum Board • Under Roof Joists: R-25.0 insul. • Cavity/Frame: R-13.0/2x4 Top Chrd • Roof Deck: Wood Siding/sheathing/decking 2x4 Top Chord of Roof Truss @ 24 Tile Gap: present Attic RoofZone 4 Attic Roofs Wood Framed Ceiling in. O.C. R 38 0.025 Roofing: 10 PSF (RoofTile) Registration Number: 218-P010204726A-000-000-0000000-0000 Registration Datemme: 2018-07-17 10:51:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04302018-1016 SP2 Report Generated at: 2018-07-17 10:40:47 ZERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Binder Remodel Calculation Description: Title 24 Analysis Calculation Date/Time: 10:39, Tue, Jul 17, 2018 Input File Name: Binder Remodel & Addition 4Z.ribd16x CFI R-PRF-01 Page 9 of 11 Registration Number: 218-P010204726A-000-000-0000000-0000 Registration Date/Time: 2018-07-17 10:51:44 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04302018-1016 SP2 Report Generated at: 2018-07-17 10:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD MR-PRF-04- Project Name: Binder Remodel Calculation DatelTime: 10:39, Tue, Jul 17, 2018 Page 10 of 11 Calculation Description: Title 24 Analysis Input File Name: Binder Remodel & Addition 4Z.ribd16x SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 Distribution Verified Existing SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Name Status Condition Other Heating and Cooling HVAC System 11 Heating Component 1 Cooling Component 1 Air Distribution HVAC Fan 1 System 1 Existing No System Other Heating and Cooling HVAC System 22 Heating Component 2 CoolingComponent 2 HVAC Fan 2 Air Distribution System 2 Existing No System Other Heating and Cooling HVAC System 33 Heating Component 3 Cooling Component 3 Air Distribution HVAC Fan 3 System 3 Existing No System HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 OB Insulation Supply Duct Return Duct Name Type Duct Leakage R-value Location Location Bypass Duct Status Air Distribution Ducts located in attic (Ventilated and Existing (not 6.0 Attic Attic None Existing System 1 Unventilated) specified) Air Distribution Ducts located in attic (Ventilated and Existing (not 8.0 Attic Attic None Existing System 2 Unventilated) specified) Air Distribution Ducts located in attic (Ventilated and Existing (not 8.0 Attic Attic None Existing System 3 Unventilated) specified) IAQ (Indoor Air Quality) FANS 09 10 Verified Existing HERS Condition Verification No n/a No n/a No n/a 01 02 03 04 05 IAQ Recovery Dwelling Unit IAQ CFM IAQ Watts1CFM IAQ Fan Type Effectiveness(%) SFam IAQVentRpt 0 0.25 Default 0 06 HERS Verification Not Required Registration Number: 218-P010204726A-000-000-0000000-0000 Registration Date/Time: 2018-07-17 10:51:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04302018-1016 SP2 Report Generated at: 2018-07-17 10:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Binder Remodel Calculation Description: Title 24 Analysis DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Butch White Company: BREEZE AIR CONDITIONING INC Address: 75-145 ST CHARLES PLACE City/State/Zip: PALM DESERT, CA 92211 RESPONSIBLE PERSON'S DECLARATION STATEMENT Calculation Date/Time: 10:39, Tue, Jul 17, 2018 Input File Name: Binder Remodel & Addition 4Z.ribd16x Documentation Author Signature: �i 0444 U4*1 Signature Date: 2018-07-17 10:51:44 CEA/HERS Certification Identification (If applicable): Phone: 760-346-0855 CFI R-PRF-01 Page 11 of 11 I certify the following under penalty of perjury, under the laws of the State of Califomia: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: Ja i 6 Responsible Designer Signature���/ Butch White Company: BREEZE AIR CONDITIONING INC Address: 75-145 ST CHARLES PLACE City/State/Zip: PALM DESERT, CA 92211 R H E Date Signed: it 2018-07-17 10:51:44 License: 416394 Phone: 760-346-0855 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Easy to Verify at CaICERTS.COm Registration Number: 218-P010204726A-000-000-0000000-0000 Registration Date/Time: 2018-07-17 10:51:44 HERS Provider: CaICERTS inc CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04302018-1016 SP2 Report Generated at: 2018-07-17 10:40:47 AGBC-24 TYPICAL INSTALLATION COUNTERTOP CUTOUT REQUIREMENT DEPTH EQUAL TO BULLNOSE OVERHANG 22y„ � v NOTE: A DRAIN MUST BE PROVIDED INSIDE THE COUNTER FOR PROPER AGBC-24 INSTALLATION. 11y,s" 24 1 116' FRONT VIEW 24" G 21" sy" 18 5 �" TOP VIEW �E 14y„ 4y" 27y" 1 4 6y4" 4 11 n $!S � n 9�6 n n SINK 271 3% , --221Y" I �s STANDARD 3'/2' 0 DRAIN 251�s" WITH STRAINER PLUG (1'/z' DRAIN PIPE CONN,) REMOVABLE PROFILE VIEW SLIDING COVER (INCLUDED) 4 STANDARD BOTTLE WELL ;INCLUDED) TTLE WELL AME (INCLUDE FULLSIZE ICE PAN x (ICNLUDEI :ED RAIL :LUDED) BOTTLE CAP UNIT OPENER (INCLUDED) „�tf-pesco - )PERIOR EQUIPMENT SOLUTIONS THE INFORMATION CONTAINED IN THIS DRAWING IS INFORMATION CONTAINED IN THIS DRAWING IS THEIPROJEC�iT TITLE: SOLE PROPERTY OF SUPERIOR EQUIPMENT SOLUTIONS INC, ANY REPRODUCTION IN PART OR AS A WHOLE AGBC-24 UNIT WITHOUT WRITTEN PERMISSION FROM SUPERIOR EQUIPMENT SOLUTIONS, INC. IS PROHIBITED. DRAWN BY: ADRIAN CRISCI DRAWING NO.: AGBC-24 SPEC SHEE SHEET 1 OF 1 STRUCTURAL CALCULATIONS JOB NO. 18-1408-259 BINDER REMODEL LOT 21 - RANCHO LA QUINTA 49-271 VIA CONQUISTADOR LA QUINTA, CA PREPARED FOR KHA ARCHITECTS CITY OF LA QUIN] BUILDING DIVISION REVIEWED FOR CODE C MPLIANCE DATE Zo Y � YOUNG ENGINEERING S E R V I July 10, 2018 PREPARED UNDER THE --- DIRECT SUPERVISION OF. JEFFREY B. YOUNG, S.E. C E S Q4FESSi� G� SE 4044 MARCH. 31 2020 OF CA RECEIVED ECE JUL 2 3 2018 ESGII A SAFEbufft Com 111Y OF LA QUINTA DESIGN AND DEVELOPMENT DEPARTMENT (5df YOUNG ENGINEEF'1fvG f = 1`�!��1rf :Lrl r;z i f'-�:l.(iJ M r 1 fi:-..__ _ ..� �•`=-J JllJJ ,.: i'I.�sf:±ti.:Jl'I.. ..._. LOADS ASSEMBLY: PITCHED ROOF USED T1a5 PROJECT TYPE COMPONENT THICKNESS IN SPACING IN MULTIPLIER ADO- PSF CUSTOM PSF WEIGHT PSF 1 LIGHT TILE 10.00 2 'JB"PLYWOOD 1.BB 3 2XTRUSSES 24 1.05 4 2X4 94S 24 pry 5 INSULATION EATT 1.00 6 SPRINKLERS 1.00 7 MEP 1.00 A 5!8"GYPBOARD 3.13 11 10 11 12 13 14 1s � 76 n MISC. 231 I UL= 72.00 LLr 20.00 AS`EM4BLY-- (PITCHED ROOF WITH STUCCO USED THIS PROJECT TYPE COMPONENT THICKNESS iN SPACING �N MULTIPLIER ADD Wi PSF CUSTOM PSF WEIGHT PSF 1 IGHT TILE 1000 2 618"PLYWOOD 1.00 3 2x TRUSSES 24 10ti 4 :2X4 S4S 24 am 5 INSULATION BATT 1.00 0 113PRINKLERS 1 100 7 MEP i.Do B irf0"STUCCO 1000 B 10 11 12 13 m tq 15 t6 17 MISC. 1.44 OL= 28 00 L L- 20110 PAGE 01 YOUNG - ENGINEERING LOADS ASSEMBLY: r TERIOH STUCCO WALL USED TOU0 PROJECT TYPE COAMPONENT THICKNESS IN SPACING IN ►ULTIPLIER ADD Wi PSF CUSTON PSF WEHiHi PSF 1 T10"STUCCO 1p,W 12'PLYWOOD 1.50 7 WOOD STUDS f2 X a DF-LABCH116 IN. O. C. 0.90 A INSULATION BATT 1 p0 5 LB'GYPBOARD 713 9 7 e 9 f0 11 12 12 14 ]5 16 17 INISC pal OL= 1700 iLL= :0.00 INTERIOR WALL PAGE 02 I IV YOUNG 1 ENGINEERING No. 1 nDIIrI AR FIR.I ARr:u SIZE CATEGORY Fb I Ft Fc CFbt I CFc Cr Ft'=FI(CFbt) Fc'=Fc(CFc) Fv Fbr=Fb(CFbt)(Cr) Fb'=Fb(CFbt) E max psi E min psi 2X4 LF 1000 675 15M 15 1.15 1.15 1012.5 1725 180 1725 1500 1700000 620000 2X6 SJBP 1000 675 150O 13 1-1 1.15 877.5 1650 180 1495 1300 1700000 620000 2X8 SJBP 1000 675 1500 1.2 1.05 1.15 810 1575 180 1380 1200 1700000 620000 2X10 SJBP 1000 675 15M 1.1 1 1.15 742.5 1500 180 1265 1100 1700000 620000 2X12 SJSP 1000 675J 1500 1 1 1.15 675 1500 180 1150 1000 1700000 620000 2X14 B WIDER SJBP 1000 675 1500 0.9 0.9 1 15 607-5 1350 180 1035 900 1700000 620000 4X4 LF 1000 675 15W 1.5 115 1012.5 1725 180 1500 170D000 620000 4X6 SJBP 1000 1 675 1500 1.3 1.1 1 877.5 1650 180 13M 1700DOO 620000 4X8 SJBP 1000 6751 1500 1.3 1.05 877.5 1575 180 130O 17D0000 620000 010 SJBP 1000 6751 1500 1.2 1 810 1500 1S0 1200 1700000 620000 4X12 SJBP 10D0 6751 15M 1.1 1 742.5 1500 180 1100 1700000 620000 4X14 B WIDER SJSP 1000 6751 1500 1 0.9 675 1350 180 10DO 17D0000 620000 6X6 P&T 12DO 825 1000 1 1 825 1000 170 1200 1600000 580000 M P&T 12DO 825 1000 1 1 825 1000 170 1200 1600000 580000 6X10 B&S 1350 675 925 1 1 675 925 170 1350 160ODDO 580000 6X12 B8S 1350 675 925 1 1 675 925 170 1350 1600000 SB0000 6X14 BBS 1350 675 925 1 1 675 925 170 1350 160M 580M No 2 DOIIGI AS FIR-1 ARCH SIZE CATEGORY Fb Ft Fe I CFbt CFc I Cr Ft'=Ft(CFbt) Fc'=Fc(CFc) Fv Fbr=Fb(CFbt)(Cr) Fb'=Fb(CFbt) E max psi E min psi 2X4 LF 900 575 13501 1-5 1.15 1 1-15 862.5 1553 180 1552.5 1170 1600000 580000 2X6 SJBP 900 575 13501 13 1.1 115 747.5 1485 180 1345.5 1080 16000DO 580000 2X8 SJBP 900 575 13501 1.2 105 1 15 690 1418 180 1242 go 160ODDO 580000 2X10 SJBP 900 575 13501 11 1 1.15 6325 1350 180 11385 1 900 -16WDDO 580000 2X12 SJBP 900 575 1350 j 1 1 1.15 575 1350 180 1035 810 1600000 580000 2X14 B WIDER SJBP 90O 575 13501 09 0.9 1 15 5175 1215 180 9315 1350 16000DO 580000 4X4 LF 900 575 13501 15 1.15 862.5 1553 180 1170 1600000 58M 4X6 SJBP 900 575 13501 13 1-1 7475 1485 180 1170 1600000 580000 4X8 SJSP 900 575 1350 13 1.05 747.5 1418 IS0 1080 1600000 580000 4X10 SJSP 9D0 575 13W 1.2 1 690 1350 180 990 1600000 58D000 4X12 SJBP 900 575 1350 1.1 1 632 5 1350 180 g00 1600000 58M 4X14 B WIDER SJBP 900 575 1350 1 09 575 1215 180 750 16ODDDO 58M 6X6 P&T 750 475 700 1 1 475 700 170 750 1600000 580000 6X8 P&T 750 475 700 1 1 475 700 170 875 1600000 580DOO 6X10 BBS 875 425 800 1 1 425 800 170 875 1800000 580000 6X12 B&S 875 425 800 1 1 425 800 170 875 1500000 580000 6X14 BBS 875 425 800 1 1 425 800 170 1600000 580000 PAGE 03 YOUNG ENGINEERING �., ERING ..._ :�� i =rJs�--_fir _ ��..• ±l::J� ..i � ,ya -- - -_ ..? •���._ � ., - - STUD TABLES PAGE 04 Title Block Line 1 You can change this area Project Title: using the "Settings" menu item Engineer: Project ID: and then using the "Printing & Project Descr: Title Block" selection. 1�_oodBeam _Printed: 8 JUL 2018, 6:43AM File=C:wsenaRpnrZr-TwocttME-11EHERCA-fuwA_el-1ECfi Description: R1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Load Combination iBC 2018 Fb + E: Modulus of Elasticity 2900 psi Fb - Fc - Prll 2900 psi 2900 psi Ebend- xx 2000ksi Eminbend - xx 1016.535ksi Wood Species ; Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2025 psi Density 45.05pcf 0(0.3361_r(0.24 Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0280, Lr = 0.020 ksf, Tributary Width = 12.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs - Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 5.25x18.0 Span = 20.40 ft Service loads entered. Load Factors will be applied for calculations. 0.385 1 Maximum Shear Stress Ratio 5.25x18.0 Section used for this span 1,333.39 psi fv : Actual 3,465.47psi Fv: Allowable +D+Lr+H Load Combination 10.200ft Location of maximum on span Span # 1 Span # where maximum Dccurs 0.184 in Ratio = 1327-360 0.000 in Ratio = 0 <360 0.465 in Ratio= 526>=180 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Raf ios Segment Length Span # M V Cd C FN C i Cr C m C t C L M +D+H Length = 20-40 ft 1 0.323 0.194 0.90 0.956 1.00 1.00 1.00 1.00 1.00 19.0; +D+L+H 0.956 1.00 1.00 1.00 1.00 1.00 Length = 20.40 ft 1 0 290 0.174 1.00 0.956 1.00 1.00 1.00 1.00 1.00 19.0; +D+Lr+H 0.956 1.00 1.00 1.00 1.00 1.00 Length = 20.40 ft 1 0.385 0.231 1.25 0.956 1, 00 1.00 1.00 1.00 1.00 31.5( +D+g+H 0.956 1.00 1.00 1.00 1.00 1.00 Length = 20.40 ft 1 0.252 0.152 1.15 0.956 1.00 1.00 1.00 1.00 1.00 19.0, +D+0.750Lr+0.750L+H 0.956 1.00 1,00 1,00 1.00 1.00 Moment Values = 0.231 : 1 5.25x18.0 83.73 psi 362.50 psi +D+Lr+H 0.000 ft Span # 1 fb Pb Shear Values V fv Fv 0.00 0.00 0.00 0.00 804.94 2495.14 3.18 50.55 261.00 0.00 0.00 0.00 0.00 804.94 2772.37 3.18 50.55 290.00 0.00 0.00 0.00 0.00 1,333.39 3465.47 5.28 83.73 362.50 0.00 0.00 0.00 0.00 804.94 3188.23 3.18 50.55 333.50 0.00 0.00 0.00 0.00 PAGE 05 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection, le Block Line 6 Wood Beam IMN-Ma�� Description : R1 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Length = 20.40 ft 1 0.347 0.208 1.25 0.956 +D+0.750L+0.750S+H 0.956 Length = 20.40 ft 1 0.252 0.152 1.15 0.956 +D+0.60W+H 0.956 Length = 20.40 ft 1 0.181 0.109 1.60 0.956 +D+0.70E+H 0.956 Length = 20.40 ft 1 0.181 0.109 1.60 0.956 +D+0.750Lr+0.750L+0.450W+H 0.956 Length = 20.40 ft 1 0.271 0.163 1.60 0.956 +D+0.750L+0.750S+0.450W+H 0.956 Length = 20.40 ft 1 0.18 i 0.109 1.60 0.956 +D+0.750L+0.750S+0.5250E+H 0.956 Length = 20.40 ft 1 0.181 0.109 1.60 0.956 +0.60D+0.60W+0.60H 0.956 Length = 20.40 ft 1 0,109 0.065 1.60 0.956 +0.60D+0.70E+0.60H 0.956 Length = 20.40 ft 1 0.109 0.065 1.60 0.956 Overall Maximum Deflections Load Combination Span Max- %' Deft 1 0.4651 Vertical React' Project Title: Engineer+ Project ID: Project Descr: Ci Cr Cm C t CL . 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1100 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span Load Combination ions Load Combination Support notation : Far left is #1 iSupport 1 Support 2 raMANimum OverallMlNimum +D+H 2 448 +D+L+H 3.729 +D+Lr+H 3.729 +D+S+H 6.177 +D+0.750Lr+0.750L+H 3.729 +D+0.750L+0.750S+H 5.565 3.772929 +D+0.60W+H 3.729 +D+0.70E+H 729 +D+0.750Lr+0.750L+0,450W+H 5.565 +D+0.750L+0.750S+0.450W+H . 3.772929 +D+0.750L+0.750S+0.5250E+H 3.729 +Q60D+0.60W+0.60H 2.223737 +0.60D+0.70E+0.60H 2.237 D Only 3.772929 Lr Only Z448 L Only S Only W Only E Only H Only 2.448 3.729 3.729 6.177 3.729 5.565 3.729 3.729 3.729 5.565 3.729 3.729 2.237 2.237 3, 729 2.448 Printed: 8 JUL 2018, 6:43AM File = C:lUse sit3RONZ1-11COCUME 11EFIFJZCq-111p if�9i-1.ECF i Moment Values Shear Values M F'b V iv Pv 28.38 1,201.28 3465.47 4.75 75.43 362.50 0.00 0.00 0.00 0.00 19.02 804.94 3188.23 3.18 50.55 333.50 0.00 0.00 0.00 0.00 19.02 804.94 4435.80 3.18 50.55 464.00 0.00 0.00 0.00 0.00 19.02 804.94 4435.80 3.18 50.55 464.00 0.00 0.00 0.00 0.00 28.38 1,201.28 4435.80 4.75 75.43 464.00 0.00 0.00 0.00 0.00 19.02 804.94 4435.80 3.18 50.55 464.00 0.00 0.00 0.00 0.00 19.02 804.94 4435.80 3.18 50.55 464.00 0.00 0.00 0.00 0.00 11.41 482.96 4435.80 1.91 30.33 464.00 0.00 0.00 0.00 0.00 11.41 482-96 4435.80 1.91 30.33 464.00 Max. "+" Defl Location in Span .0-DOOD 0.000 Values in KIPS PAGE 06 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. Tftie BlaLine 6 - " -ck Printed: 8 JUL 2018, 6:46AM Wood Beam File=C:hllse�skBR0i�1 1lL1pCGh1E L1El�fRCA:filgiA_9h1.ECfi HMKE�.ff y Description : R2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination :IBC 2018 Fb - 2,900.0 psi Fc - Prll 2,900.0 psi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2,025.0 psi Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 7.0 ft DESIGN SUMMARY 'Maximum Sending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Iql-154LrtO-14 5.25xl4.0 Span = 13.50 ft Ebend-xx 2,000.Oksi Eminbend - xx 1,016.54ksi Density 45.050pcf Service loads entered. Load Factors will be applied for calculations. 0.1421 Maximum Shear Stress Ratio 5.25x14.0 Section used for this span 505.30psi fv : Actual 3,563.50psi Fv: Allowable +D+Lr+H Load Combination 6.750ft Location of maximum on span Span # 1 Span #where maximum occurs 0.044 in Ratio = 3696 -360 0.000 in Ratio = 0 <360 0.099 in Ratio= 1632>=180 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length=13,451 ft 1 0.110 0.078 0.90 0,983 1.00 1.00 Length = 0.04927 ft 1 0.002 0.078 0.90 0 983 1.00 1.00 +D+L+H 0.983 1.00 1.00 Length=13.451 ft 1 0.099 0.070 1.00 0.983 1.00 1.00 Length = 0.04927 ft 1 0.001 0.070 1.00 0.983 1.00 1.00 +D+Lr+H 0.983 1.00 1.00 Length=13.451 ft 1 0.142 0,100 1.25 0.983 1.00 1.00 Length = 0.04927 It 1 0.002 0.100 1.25 0.983 1.00 1.00 = 0,100 :1 5.25x14.0 36.34 psi 362.50 psi +D+Lr+H 0.000 ft Span # 1 Moment Values Shear Values C m C t C L M fb Fib V fv Fv 1.00 1.00 1.00 4.03 282.13 0.00 2565.72 0.00 0.99 0.00 20.29 0.00 261.00 1.00 1.00 1.00 0.06 4.10 2565.72 0.99 20.29 261.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.03 282.13 2850.80 0.99 20,29 290.00 1.00 1.00 1.00 0.06 4.10 2850.80 0.99 20.29 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 7.22 505.30 3563.50 1.78 36.34 362.50 1.00 1.00 1.00 0.11 7.35 3563.50 1.78 36.34 362.50 PAGE 07 Title Block Line 1 'You can change this area Project Title: using the "Settings" menu item 8nTneer: and then using the "Printing & Project IQ: Pr'aject QeSsr; Title Block" seledm, Title l loek_Line 6 Wood Beam - - _ Printed: 8 JUL 2018, 6:46AM Fge=CAlsetalBaDNZY-i1IX]CLIh�-14ENERCA IIKFL4_11PUE18 Description : R2 + Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C CL Moment Values M Shear Values +D+S+H Length=13.451 ft 1 0.086 0.983 i0 1.00 1.00 t 1.00 1.00 Po Fb V N F'v Length = 0.04927 ft 1 0.001 0.061 0.061 1.15 0.983 1.15 0.983 1,00 1.00 1.00 1.00 1.00 1.00 4.03 282.13 0.00 3278,42 0.00 0.99 0.00 20.29 0.00 +D+0.750Lr+0.750L+H Length=13.451 ft 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.06 4.10 3278 .42 0.99 20.29 333.50 333.50 1 Length = 0.04927 ft 1 0,126 0.002 0.089 0.089 1.25 0.983 1.25 0.983 1.00 1.00 1.00 1.00 1.00 1.00 6.42 449.51 0.00 3563.50 0.00 1.58 0.00 32.32 0.00 +DLength = 13.40S+H Length=13.451 ft 0.983 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 6.54 3563.50 1.58 32.32 362.50 362.50 1 Length = 0.04927 ft 1 0.086 0,001 0.061 0.061 1.15 0.983 1.15 0.983 1.00 1.00 1.00 1.00 1.00 1.00 4.03 282.13 0.00 3278,42 0.00 0.99 0,00 20.29 0.00 +D+0.60W+H Length=13.451 ft 1.00 1.00 1.00 1.00 0.06 4.10 3278.42 0.99 20.29 333.50 333.50 1 Length = 0.04927 ft 1 0.062 0.001 0.044 0.044 1.60 0.983 1:60 0.983 1.00 1.00 1.00 1.00 1.00 4.03 282.13 45611.28 0.99 20.29 +D+0.70E+H Length = ft 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 006 4.10 4561.28 0.99 20.29 464.00 464.00 1 0.0492 1 Length r 0..750L Q062 0.001 0,044 0.044 1.60 0.983 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.00 4.03 282.13 45611.228 0.99 20.29 +DLengthLr+0.750L+0.450W+H 0 Length =13 451 ft 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.06 4.10 4561.28 0.99 20.29 464.00 464.00 1 Length = 0.04927 ft 1 0.099 0.001 0.070 0.070 1.60 0.983 1.60 0.983 1.00 1,00 1.00 1.00 1.00 1.00 6.42 449.51 0.00 4561.28 0.00 1.58 0.00 32.32 0.00 +D+0.750L+0.750S+0.450W+H Length = 13.451 ft 1.00 1.00 1.00 1.00 0.09 6.54 4561.28 1.58 32.32 464.00 464.00 1 Length = 0.04927 ft 1 0.062 0.001 0.044 0.044 1.60 0.983 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.03 282.13 0.00 4561.28 0.00 0.99 0.00 0.00 +D+0.750L+0.750S+0.5250E+H 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.06 4.10 4561.28 0.99 20.29 20.29 464.00 464.00 Length=13.451 ft 1 Length = 0.04927 ft 1 0.062 0.044 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.03 0.00 0.00 0.00 0.00 +0.60D+0.60W+0.60H 0,001 0.044 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.06 282.13 4.10 4561,28 0.99 20.29 464.00 Length=13.451 ft 1 0.037 0.026 1.60 4561.28 0.00 0.99 20.29 464.00 Length = 0.04927 ft 1 +0.60D+0.70E+0.60H 0.001 0.026 0.983 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Z42 169,28 4561.28 0.00 0.60 aoo 12.17 0.00 464.00 Length=13.451 It 1 0.037 0.026 1.60 0.04 2.46 4561.28 0.00 0.60 12,17 464.00 Length = 0.04927 ft 1 0.001 0,026 0.983 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Z42 169.28 4561.28 0.00 0.60 0.00 12.17 0.00 464.00 Overall Maximum Deflections 1.00 1.00 0•04 2.46 4561.28 0.60 12.17 464.00 Load Combination Span Max "" Dell Location in Span Load Combination 1 0.0992 f;i99 Max. "+° Dell Location in Span Vertical Reactions Q:4000q Load Combination Support notation : Far left is #1 Values in KIPS averal I klmum Support 1 Support 2 Overall MINimum +D+H 0.945 0.945 +D+L+H 1.195 1.195 +D+Lr+H 1.195 1.195 +D+S+H Z 140 2.140 +D+0.750Lr+0.750L+H 1.195 1.195 +D+0.750L+0.750S+H 1.903 1.903 +D+0.60W+H 1.195 1.195 +D+0.70E+H 1.195 1,195 +D+0.750Lr+0.750L+0,450W+H 1.195 1.195 +D+0,750L+0.750S+0.450W+H 1. 1. +D+0,750L+0.750S+0,5250E+H 1.119595 1.119595 +0.60D+0.60W+0.60H 1.195 1.195 +0.60D+0.70E+0.60H 0.717 0.717 D Only 0.717 0.717 Lr Only 1.195 1.195 L Only 0.945 0.945 S Only W Only E Only H Only PAGE 08 Title Block Line 1 Project Title: 'You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. T49 90 me 6 Printed: 8 JUL 2018.12:09PM Wood Beam File=G 0se�slHROr12Y-f100C01r1E 11ENfRCA-}1KFI�$F1.EC6 Description : R3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2018 Fb - 2,960.0 psi Ebend-xx 2,000.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species ; Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2,025.0 psi Density 45.050pcf D(1.1) r(0.95) Q 0.t744 Lr 0,04 } Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0220, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D =1.10, Lr = 0,950 k @ 4.0 ft, (R2) DESIGN SUMMARY Maximum Bending Stress Ratio - Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span #where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 525x14.0 Span = 13.50 ft Service loads entered. Load Factors will be applied for calculations 0.1531 Maximum Shear Stress Ratio - 0.115 : 1 5.25x14.0 Section used for this span 5.25x14.0 545.12 psi fv : Actual = 41.71 psi 3,563.50psi Fv : Allowable = 362.50 psi +D+Lr+H Load Combination +D+Lr+H 4.040ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.040 in Ratio = 4004-360 0.000 in Ratio = 0 <360 0.094 in Ratio = 1728>=180 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length = 13.451 ft 1 0.119 0.090 0.90 0.983 1.00 1.00 Length = 0.04927 ft 1 0.001 0.090 0.90 0.983 1.00 1.00 +D+L+H 0.983 1.00 1.00 Length=13.451 it 1 0.107 0.081 1.00 0.983 1.00 1.00 Length = 0.04927 ft 1 0.001 0.081 1.00 0.983 1.00 1-00 Cm C t CL 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values Shear Values M fb Pb V fv F'v 0.00 0.00 0,00 0.00 4.36 305.31 2565.72 1.15 23.48 261.00 0.04 2.68 2565.72 0.70 23.48 261.00 0.00 0.00 0.00 0.00 4.36 305.31 2850.80 1.15 23.48 290.00 0.04 2.68 2850.80 0.70 23.48 290.00 PAGE 09 Title Block Line 1 'You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Titfe BW Line 6 Wood Beam uescnpnon; N3 Project Title: Engineer: Project ID: Project Descr: - - - - - Printed: 8 JUL 2018, 12:09PM -- Load Combination Max Stress Ratios Segment Lana Span # M V Dd DFN Ci Cr Cm C CL Moment Values Shear Values +DLengt Length=13.451 ft 1 1153 140 1.00 1.00 t 1.90. 1.00 M lb Pb V Fv Length = 0.04927 ft 1 0.001 0.115 0.115 1.25 0.983 1.25 0.983 1.00 1.00 1.00 1.00 1.00 1.00 7.79 545.12 0.00 3563.50 0.00 2,04 0.00 41.71 O.Oc +D+S+H Length=13.451 ft 1 1.00 1.00 1.00 1.00 0.07 4.57 3563.50 1.21 41.71 362.50 362.50 Length = 0.04927 ft 1 0.093 0.001 0,070 0.070 1.15 0.983 1.15 0.983 1.00 1.00 1.00 1.00 1.00 4.36 305.31 0.42 3278.42 1.15 1.15 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 0.04 2.68 3278.42 0.70 3,48 23.48 23.48 3.50 333.50 333.50 Length=13.451 ft 1 Length = 0.04927 ft 1 0.136 0.102 1.25 0.983 1.00 1.00 1.00 1.00 1.00 6.93 0.00 0.00 0.00 0.00 +DLength 0.001 0.102 1.25 0.983 1.00 1.00 1.00 1.00 1.00 0.06 485.16 4.10 3563.50 1.82 37.15 362.50 = 13.451 ft Length=13.451 ft 1 0.093 0.070 1.15 0,983 3563.50 0.42 1.08 37.15 362.50 Length +0.04927ft 1 +DLength 0.001 0.070 1,15 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.04 305.68 3278.42 1.15 3.48 23.48 3.50 333.50 1 Length=13.451 ft 1 0.067 0.983 1.00 1.00 1.00 1.00 1.00 0,04 2.68 3278.42 0.15 0.70 23.48 333.50 Length = 0.04927 ft 1 0.001 0.051 0.051 1.60 0.983 1.60 0, 983 1.00 1.00 1.00 1.00 1.00 1.00 4.36 305.31 0.00 4561.28 0.00 1.15 0.00 23.48 0.00 +D+H Length Length = 13.451 ft 1.00 1.00 1.00 1.00 0.04 2.68 4561.28 0.70 23,48 464.00 464.00 1 Length r OA4927 ft 1 0.067 0.001 0.051 0.051 1.60 0.983 1.60 0,983 1.00 1.00 1.00 1.00 1,00 4.04 305.68 0.28 4561.28 1.15 1.15 +D+0.750Lr+0.750L+p.450W+H 1.00 1.00 1.00 1.00 1.00 0.04 2.68 4561.28 0.70 3.48 23.48 23.48 4.00 464.00 464.00 Length = 13.451 ft 1 Length = 0.04927 ft 1 0-106 0,080 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.93 0.00 0.00 0.00 0.00 +D+0.750L+0.750S+0.450W+H 0.001 0.080 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.06 485.16 4.10 4561.28 4561.28 1.82 37.15 464.00 Length=13.451 It 9 0.067 0.051 0.983 1.60 0.983 1,00 1.00 1.00 1.00 1.00 1.00 1,00 0.00 1.08 0.00 37.15 0.00 464.00 0.00 Length = 0.04927 ft 1 +D+0.750L+0.750S+0.5250E+H 0.001 0.051 1.60 0.963 1.00 1.00 1.00 . 100 1.00 1.00 1.00 1.00 4.36 0.04 305.31 4561.28 1.15 23.48 464.00 Length=13.451 It 1 0.067 0.051 1.60 2.68 4561.28 0.70 23.48 464.00 Length 6 0.04927 ft 1 0.001 0.051 0.983 1.60 0.983 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 4.36 305,31 45611,28 11.115 23.48 464.00 +O.Length 60W+560H Length = 13.451 ft 1 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.04 2.68 4561.28 0.70 23.48 464.00 Length = 0.04927 ft 1 0.040 0.000 0.030 0.030 1.60 0.983 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.00 262 183.19 0.00 4561 00 0. 0 14.0 0.00 +0.60D+0.70E+0.60H Length=13.451 ft 0.983 1.00 1,00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 0.02 t.61 4561.28 0.69 14.09 464.00 464.00 1 Length = 0.D4927 ft 1 0.040 0.000 0,030 0.030 1.60 0.983 1.60 0.983 1.00 1.00 1.00 1.00 1.00 262 18319 00 45610. 00 0. 0.0 0.00 Overall Maximum Deflections 1.00 1.00 1.00 1.00 1,00 0.02 1.61 4561.28 0.69 1140 09 464.00 Load Combination -- Span Max, "" Dell Location in Span Load Combination 464.00 +D+Lr+H 1 0.0937 6.307 Max. "+" Dell Location in Span Vertical Reactions 0.0000 0.000 Load Combination notation : Far left is #1 Values in KIPS wrap fidAXlmum Support 1 Su rt 2Support Overall MINimum 216 -f +D+H 0.939 0.551 +D+L+H 1.226 0.778 +D+Lr+H 1.226 0.778 +D+S+H 2.165 1.330 +D+0.75OLr+0.750L+H 1.226 0.778 +D+0.750L+0.750S+H 1.930 1.192 +D+0.60W+H 1.226 0.778 +D+0.70E+H 1.226 0.778 +D+0.750Lr+0.750L+0.450W+H 1.930 .778 +D+0.750L+0,750S+0.450W+H 1 1.92 +D+0.750L+0.750S+0.5250E+H ,92 226 1.226 00.778 +0.60D+0.60W+0.60H 1. 0.778 +0.60DtO;70E+0.60H 0.736 6 0.467 67 D Only 0.736 0.467 Lr Only 1.226 0.778 L Only 0.939 0.551 S Only W Only PAGE 10 Title Block Line 1 ,You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block title 6 Printed: 8 JUL 2018. 12:09PM � - Wood Beam FdC=c:lUserslaRONiY-ltipocill�-1fENERCA-fYtIi0�9h1.EC6 f.v0 Description : R3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 E Only H O.nly PAGE 11 Title Block Line 1 Project Title: 'You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. _Tole Buck Line 6 Primed: 8 JUL 2018. 12:16PM Wood Beam - File =CAUsers%BRONIy-10gC111-1hEHERCk-111[!�A BI-1.EC6 � Description : R4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination iBC 2018 Fb - 1850 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc -Perp 650psi Ebend-yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling Density 31.2pcf D(3.73) Lr{Z45} ❑ 0.102t. D'0.056p v 0.64 � 5.5x24 Span = 23-50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0280, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 3.730, Lr = 2.450 k @ 4.0 ft, (R1) Uniform Load : D = 0.0150 ksf, Tributary Width = 2.0 ft, (SOFFIT) Uniform Load: D = 0.0170 ksf, Tributary Width = 6.0 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.29a 1 Maximum Shear Stress Ratio . = 0.262 : 1 Section used for this span 5.5x24 Section used for this span 5.5x24 fb : Actual 530.51 psi fv : Actual = 86.78 psi FB : Allowable = 1,812.78psi Fv: Allowable _ 331.25 psi Load Combination +D+H Location of maximum on span = 8.834ft Load Combination Location of maximum on span +D+Lr+H - 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio = 3782 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.282 in Ratio = 1001 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN C i Cr +D+H Cm Ct CL Moment Values M fb Fb 0.00 Shear Values V fv Fv 0.00 0.00 0.00 PAGE 12 Title Block Line 1 'You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam 0.00 Project Title: Engineer: Project ID: Project Descr: Printed: 8 JUL 2018, 12:16PM rile=cllUsem3RoNZ�-IOMUME--I"ERCA-1IGA_13-1.Ecs Description : R4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb F'b V fv F'v Length = 23.50 It 1 0.293 0.248 0.90 0.916 1.00 1,00 1.00 1.00 1.00 23.34 530.51 1812.78 5.21 59.24 238.50 +D+L+H 0.916 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.263 0.224 1.00 0.916 1.00 1.00 1.00 1.00 1.00 23.34 530.51 2014.20 5.21 59,24 265.00 +D+Lr+H 0.916 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 23.50 ft 1 0.291 0.262 1.25 0,916 1.00 1.00 1.00 1.00 1,00 32.23 73249 2517.75 7.64 86.78 331.25 +D+S+H 0.916 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.229 0.194 1.15 0.916 1.00 1.00 1.00 1.00 1.00 23.34 530.51 2316.33 5.21 59,24 304.75 +D+0.750Lr+0.750L+H 0.916 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.271 0.241 1.25 0.916 1.00 1.00 1.00 1.00 1.00 29.98 681.34 2517.75 T03 79,90 331.25 +D+0.750L+0.750S+H 0.916 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.229 0.194 1.15 0.916 1.00 1.00 1.00 1.00 1.00 23.34 530.51 2316.33 5.21 59.24 304.75 +D+0.60W+H 0.916 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.165 0.140 1.60 0.916 1.00 1.00 1.00 1.00 1.00 23.34 530.51 3222.71 5,21 59.24 424:00 +D+0.70E+H 0.916 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0100 0.00 Length = 23.50 ft 1 0.165 0,140 1,60 0.916 1.00 1.00 1.00 1.00 1.00 23.34 530.51 3222.71 5,21 59,24 424.00 +D+0.750Lr+0.750L+0.450W+H 0,916 1.00 1.00 1.00 1.00 1.00 0.00 100 0.00 0.00 Length = 23.50 ft 1 0.211 0.188 1.60 0.916 1.00 1.00 1.00 1.00 1.00 29.98 681.34 3222.71 7.03 79.90 424.00 +D+0.750L+0.750S+0.450W+H 0.916 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.165 0.140 1.60 0.916 1.00 1.00 1.00 1.00 1.00 23.34 530.51 3222.71 5.21 59.24 424.00 +D+0.750L+0.750S+0,5250E+H 0.916 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.165 0.140 1.60 0.916 1.00 1.00 1.00 1.00 1.00 23.34 530.51 3222.71 5.21 5924 424.00 +0,60D+0.60W+0.60H 0.916 1.00 1.00 1.00 1.00 1.00 0.00 0,00 000 0.00 Length = 23.50 ft 1 0.099 0,084 1.60 0.916 1.00 1.00 1.00 1.00 1.00 14.01 318.31 3222.71 3.13 35.54 424.00 +0.60D+0.70E+0.60H 0.916 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 23.50 ft 1 0.099 0.084 1.60 0.916 1.00 1.00 1.00 1.00 1.00 14.01 318.31 3222.71 3.13 35.54 424.00 Overall Maximum Deflections Load Combination Span Max. " ' Defl Location in Span Load Combination Max. W' Defl Location in Span +D+Lr+H 1 0.2817 11.064 D.D000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.143 4.067 Overall MINimum 2.503 0.887 +D+H 5.640 3.180 +D+L+H 5.640 3.180 +D+Lr+H 8.143 4.067 +D+S+H 5.640 3.180 +D+0.750Lr+0.750L+H 7.517 3.845 +D+0,750L+0,750S+H 5.640 a 180 +D+0.60W+H 5.640 3.180 +D+0.70E+H 5.640 3.180 +D+0.750Lr+0.750L+0.450W+H 7,517 3.845 +D+0.750L+0.750S+0.450W+H 5.640 3.180 +D+0.750L+0.750S+0.5250E+H 5.640 3.180 +0.60D+0.60W+0.60H 3.384 1.908 +0.60D+0.70E+0.60H 3.384 1.908 DOnly 5.640 3,180 Lr Only 2.503 0.887 L Only S Only W Only E Only H Only PAGE 13 Title Block Line 1 Project Title: 'You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Tyr Block Line 6 Printed: 8 JUL 2016. 12:22PM Wood Beam rk C.1t}g 51BROfiZY-1*-11ERERCA-fUCHA-61- M. 0.00 Description : R5 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination iBC 2018 Fb- 1 850.0 psi Ebend-xx 1 800 Ok- Wood Species : DF/DF Wood Grade : 24F - V4 Beam Bracing : Completely Unbraced Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0280, Lr = 0.020 ksf, Tributary Width = 2.0 ft Uniform Load: D = 0.0150 ksf, Tributary Width = 2.0 ft, (SOFFIT) Uniform Load: D = 0.0170 ksf, Tributary Width = 6.0 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection i D ,0.102 Lr{0. 4 5.5x 12 Span = 12.50 ft Service loads entered. Load Factors will be applied for calculations. 0.168: 1 Maximum Shear Stress Ratio 5.5x12 Section used for this span 359.20psi fv : Actual 2,131.99 psi Fv: Allowable +D+H Load Combination 6.250ft Location of maximum on span Span # 1 Span # where maximum occurs 0.016 in Ratio = 9675 -360 0.000 in Ratio = 0 <360 0.094 in Ratio = 1597 -180 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length =12.50 ft 1 0.168 0.102 0.90 1.000 1.00 1.00 +D+L+H 1.000 1.00 1.00 Length = 12,50 ft 1 0.152 0.092 1.00 1.000 1.00 1.00 Moment Values Cm C t CL M 1.00 1.00 0.99 3.95 1.00 1.00 0.99 1.00 1.00 0.99 3.95 0.102 : 1 5.5x12 = 24.33 psi 238.50 psi +D+H = 11.542ft Span # 1 Shear Values fb Fb V iv Fv 0.00 0.00 0,00 0.00 359.20 2131.99 1.07 24.33 23&50 0.00 0100 0.00 0.00 359.20 2364.53 1,07 24.33 265.00 PAGE 14 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 8 JUL 2018. 12:22PM Wood Beam File=C:IUsa�s�ER0AIZ1-11UpCIAaE-1lENERfJI 1FfkA BI-1.ECfi ' Description : R5 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN +D+Lr+H 1,000 Length =12.50 ft 1 0.146 0.088 1.25 1.000 +D+S+H 1.000 Length =12.50 ft 1 0.132 0.080 1.15 1.000 +D+0.750Lr+0.750L+H 1.000 Length =12.50 It 1 0,140 0.084 1.25 1.000 +D+0,750L+0.750S+H 1.000 Length =12.50 It 1 0.132 0.080 1.15 1.000 +D+0.60W+H 1.000 Length =12.50 ft 1 0.096 0.057 1.60 1.000 +D+0.70E+H 1.000 Length =12.50 ft 1 0.096 0.057 1.60 1.000 +D+0.750Lr+0.750L+0.450W+H 1.000 Length =12.50 ft 1 0.110 0.066 1.60 1.000 +D+0.750L+0.750S+0.450W+H 1.000 Length =12.50 It 1 0.096 0.057 1.60 1.000 +D+0.750L+0.750S+0.5250E+H 1.000 Length =12.50 ft 1 0.096 0.057 1,60 1.000 +0.60D+0.60W+0.60H 1.000 Length =12.50 ft 1 0.058 0.034 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length =12.50 ft 1 0.058 0.034 1.60 1.000 Overall Maximum Deflections Load Combination Span +D+Lr+H 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750 Lr+0.750 L+0, 450 W+H +D+0.750L+0.750S+0.450W+H +D+0,750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Ci Cr Cm C t CL 4 G.. 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1,00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 Moment Values M fb Pb 0.00 4.73 430.22 2940.80 0.00 3.95 359.20 2711.22 0.00 4.54 412.46 2940.80 0.00 3.95 359.20 2711.22 0.00 3.95 359.20 3733.00 0.00 3.95 359.20 3733.00 0.00 4.54 412.46 3733.00 0.00 3.95 359.20 3733.00 0.00 3.95 359.20 3733.00 0.00 2.37 215.52 3733.00 0.00 2.37 215.52 3733.00 Shear Values V fv 0.00 0.00 1.28 29.14 0.00 0.00 1.07 24.33 0.00 0.00 1.23 27.94 0.00 0.00 1.07 24.33 0.00 0.00 1.07 24.33 0.00 0.00 1.07 24.33 0.00 0.00 1.23 27.94 0.00 0.00 1.07 24.33 0.00 0.00 1.07 24.33 0.00 0.00 0.64 14.60 0.00 0.00 0.64 14.60 F'v 0.00 331.25 0.00 304.75 0.00 331.25 0.00 304.75 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424,00 Max. "" Defl Location in Span Load Combination Max. '+" Defl Location in Span 0.0939 6.296 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Supporti Support 2 1.514 1.514 0.250 0.250 1.264 1.264 1.264 1.264 1.514 1.514 1.264 1.264 1.452 1.452 1.264 1.264 1.264 1.264 1.264 1.264 1.452 1.452 1.264 1,264 1.264 1.264 0.759 0.759 0.759 0.759 1.264 1.264 0.250 0.250 PAGE 15 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block _Line 6 _ Wood Beam Project Title: Engineer: Project ID: Project Descr: Description : R7 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2018 Fb - Fc - Prll Wood Species : DF/DF Fc - Perp Wood Grade : 24F - V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling ❑i0.}0�85] D(0 . os 4 L rt D.09) 4 Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0280, Lr = 0.030 ksf, Tributary Width = 3.0 ft Uniform Load: D = 0.0170 ksf, Tributary Width = 5.0 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 5.5x12 Span=100ft Printed: 8 JUL 2018. 12:28PM Fm = C;uaFsl9RoNiy-1100 umE--f 0ERCA-1tlSFlh_81`-1.EM 2400 psi E : Modulus of Elasticity 1850 psi Ebend- xx 1800ksi 1650 psi Eminbend - xx 950ksi 650 psi Ebend- yy 1600 ksi 265 psi Eminbend - yy 850 ksi 1100 psi Density 31.2pcf Service loads entered. Load Factors will be applied for calculations. 0,1041 Maximum Shear Stress Ratio 5.5x12 Section used for this span 310.57 psi fv : Actual 3,000.00psi Fv: Allowable +D+Lr+H Load Combination 5.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.014 in Ratio = 8398>=360 0.000 in Ratio = 0 <360 0.043 in Ratio = 2765>=180 0.000 in Ratio = 0 <180 nnmmmz■� 0.075 : 1 5.5x12 = 24.94 psi 331.25 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.096 0.070 0.90 1.000 1.00 1.00 1,00 1.00 1.00 Z29 208.30 2160.00 0.74 16.72 238.50 +D+L+H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.087 0.063 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.29 208.30 2400.00 0.74 16.72 265.00 +D+Lr+H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.104 0.075 1.25 1.000 1.00 1.00 1.00 1,00 1.00 142 310.57 3000.00 1.10 24.94 331.25 PAGE 16 Title Block Line 1 'You Project Title: can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line $ Printed: 8 JUL 2016, 12:28PM Wood Beam R,� = cwsla�or¢r ,loocul-,�1a-,+,cEt�ek,.Ecs Description : R7 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN +D+S+H 1000 Length =10.0 ft 1 0,075 0.055 1.15 1.000 +D+0.750Lr+0.750L+H 1.000 Length =10.0 ft 1 0.095 0.069 1.25 1.000 +D+0.750L+0.750S+H 1.000 Length =10.0 ft 1 0.075 0.055 1.15 1.000 +D+0.60W+H 1.000 Length =10.0 ft 1 0.054 0.039 1.60 1.000 +D+0.70E+H 1.000 Length =10.0 ft 1 0.054 0.039 1.60 1.000 +D+0.750Lr+0.750L+0.450W+H 1.000 Length =10.0 ft 1 0.074 0.054 1.60 1.000 +D+0.750L+0.750S+0,450W+H 1,000 Length =10.0 ft 1 0.054 0.039 1.60 1.000 +D+0.750L+0.750S+0,5250E+H 1,000 Length =10.0 ft 1 0.054 0.039 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length =10.0 ft 1 0.033 0.024 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length =10,0 ft 1 0.033 0,024 1.60 1.000 Overall Maximum Deflections Load Combination Span +D+Lr+H 1 Vertical Reactions Load Combination verall AXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Moment Values Shear Values C i C r C m C t C L M fb Pb V fv F'v 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.29 208.30 2760.00 0.74 16.72 304.75 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.14 285.00 3000.00 1.01 22.88 331.25 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.29 208.30 2760.00 0.74 16.72 304.75 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.29 208.30 3840.00 0.74 16.72 424.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.29 208.30 3840.00 0.74 16.72 424.00 1.00 1100 1,00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1,00 1.00 3.14 285.00 3840.00 1.01 22.88 424.00 1.00 1.00 1.00 1.00 1.00 0100 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.29 208.30 3840.00 0.74 16.72 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.29 208.30 3940.00 0.74 16.72 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1,00 1.37 124.98 3840.00 0.44 10.03 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.37 124.98 3840.00 0.44 10.03 424.00 Max. "" Defl Location in Span Load Combination 0.0434 5.D36 Support notation : Far left is #1 Support 1 Support2 0.450 0.450 0.917 0.917 0,917 0.917 1.367 1.367 0.917 0,917 1.254 1.254 0.917 0.917 0.917 0.917 0.917 0.917 1.254 1.254 0.917 0.917 0.917 0.917 0.550 0.550 0.550 0.550 0.917 0.917 0.450 0.450 Max. '+" Deft Location in Span Values in KIPS PAGE 17 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 6 JUL 2018. 12:36PM Wood Beam Fife= C.WsarS+[1 OK-104ERCA-111NA-M-1.EC6 ' r, r.rr Description : R8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination iBC 2018 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1,100.Opsi Density 31.20pcf e Applied Loads ` Beam self weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.030 ksf, Tributary Width = 8.0 ft Uniform Load: D = 0.0170 ksf, Tributary Width = 5.0 ft, (WALL) Uniform Load : D = 0.0170 ksf, Tributary Width = 5.0 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 5.5x18 Span = 13.50 ft Service loads entered, Load Factors will be applied for calculations. 0.183 1 Maximum Shear Stress Ratio 5.5x18 Section used for this span 544.40psi fv : Actual 2,979.52psi Fv : Allowable +D+Lr+H Load Combination 6.750ft Location of maximum on span Span # 1 Span # where maximum occurs 0.037 in Ratio = 4320> 360 0.000 in Ratio = 0 <360 0.092 in Ratio = 1753 > 180 0,000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations _ Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L M . :. ■ - 0.143 : 1 5.5x18 47.24 psi _ 331.25 psi +D+Lr+H - 0.000 ft Span # 1 Moment Values Shear Values Length=13.451 ft 1 0.151 0.118 0.90 0.997 1.00 1.00 1.00 100 1.00 8.01 Length = 0.04927 ft 1 0.002 0.118 0.90 0.997 1.00 1.00 1.00 1.00 1.00 0.12 +D+L+H 0,997 1.00 1,00 1.00 1.00 1,00 fb Fb V fv F'v 0.00 0.00 0,00 0.00 323.49 2145.25 1.85 28.07 238.50 4.71 2145.25 L85 2&07 238.50 0.00 0.00 0.00 0.00 PAGE 18 Title Block Line 1 'You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. TitleSlock.Line 6 I Wood Beam KW-06001715 Project Title: Engineer: Project ID: Project Descr: Printed: 6 JUL 2018. 12:36PM rile =C:WsersMRONZY-11=UME-IEHERCA-lWtkEi-1.ECG Licensee : YOUNG ENGINEERING SERVICES. Description: R8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fV Pv Length=13.451 ft 1 0.136 0.106 1,00 0.997 1.00 1.00 1.00 1.00 1.00 8.01 323.49 2383.62 1.85 28,07 265,00 Length = 0.04927 ft 1 0.002 0.106 1.00 0.997 1.00 1.00 1.00 1.00 1.00 0.12 4.71 2383.62 1.85 28.07 265.00 +D+Lr+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.183 0.143 1.25 0.997 1.00 1.00 1.00 1.00 1.00 13.47 544.40 2979.52 3.12 4T24 331.25 Length = 0.04927 ft 1 0.003 0.143 1.25 0.997 1,00 1.00 1.00 1.00 1.00 0.20 7.92 2979.52 3.12 47.24 331.25 +D+S+H 0.997 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 It 1 0.118 0.092 1.15 0.997 1.00 1.00 1.00 1.00 1.00 8.01 323.49 2741.16 1.85 28.07 304.75 Length = 0.04927 It 1 0.002 0.092 1.15 0.997 1.00 1.00 1.00 1,00 1.00 0.12 4.71 2741.16 1.85 28.07 304.75 +D+0.750Lr+0.750L+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 It 1 0.164 0.128 1.25 0.997 1.00 1.00 1.00 1.00 1.00 12.11 489.18 2979.52 2.80 42.45 331.25 Length = 0.04927 ft 1 0.002 0.128 1.25 0.997 1.00 1.00 1.00 1.00 1.00 0,18 7.12 2979.52 2.80 42.45 331.25 +D+0.750L+0.750S+H 0.997 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=13,451 It 1 0,118 0.092 1.15 0.997 1.00 1.00 1.00 1.00 1.00 8.01 323.49 2741.16 1.85 28.07 304.75 Length = 0.04927 It 1 0.002 0.092 1.15 0.997 1.00 1.00 1.00 1.00 1.00 0.12 4.71 2741.16 1.85 28.07 304.75 +D+0.60W+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 it 1 0.085 0.066 1.60 0.997 1.00 1.00 1.00 1.00 1.00 8.01 323.49 3813.79 1.85 28.07 424.00 Length = 0.04927 ft 1 0.001 0.066 1.60 0.997 1.00 1.00 1.00 1.00 1.00 0,12 4.71 3813.79 1.85 28.07 424.00 +D+0.70E+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.085 0.066 1.60 0.997 1.00 1.00 1.00 1.00 1.00 8.01 323.49 3813.79 1.85 28.07 424.00 Length = 0.04927 ft 1 0.001 0.066 1.60 0.997 1.00 1.00 1.00 1.00- 1.00 0.12 4.71 3813.79 1.85 28.07 424.00 +D+0.750Lr+0.750L+0.450W+H 0.997 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.128 0.100 1.60 0.997 1.00 1.00 1.00 1.00 1.00 12.11 489.18 3813.79 2-80 42.45 424.00 Length = 0.04927 ft 1 0.002 0.100 1,60 0.997 1.00 1.00 1.00 1.00 1.00 0.18 7.12 3813.79 2,80 4245 424.00 +D+0.750L+0.750S+0.450W+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0,085 0.066 1.60 0.997 1.00 1.00 1.00 1.00 1.00 8.01 323.49 3813.79 1,85 28.07 424.00 Length = 0.04927 ft 1 0.001 0.066 1.60 0.997 1.00 1.00 1.00 1.00 1.00 0.12 4.71 3813.79 1.85 28.07 424.00 +D+0.750L+0.750S+0.5250E+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 100 0-00 0.00 Length = 13.451 ft 1 0.085 0.066 1,60 0.997 1.00 1.00 1.00 1.00 1.00 8.01 323.49 3813.79 1.85 28.07 424.00 Length = 0.04927 ft 1 1001 0.066 1.60 0.997 1.00 1.00 1.00 1.00 1.00 0.12 4.71 3813.79 1.85 28,07 424.00 +0.60D+0.60W+0.60H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0,00 0.00 Length=13.451 ft 1 0.051 0,040 1.60 0.997 1.00 1.00 1.00 1.00 1.00 4.80 194.10 3813.79 1.11 16.84 424.00 Length = 0.04927 ft 1 0,001 0.040 1.60 0.997 1.00 1.00 1.00 1.00 1.00 0.07 2.82 3813.79 1.11 16,84 424.00 +0.60D+0.70E+0.60H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 It 1 0.051 0.040 1.60 0.997 1.00 1.00 1.00 1.00 1.00 4.80 194.10 3813.79 1.11 16.84 424.00 Length = 0.04927 ft 1 0.001 0.040 1.60 0.997 1,00 1.00 1.00 1.00 1.00 0.07 2.82 3813.79 1.11 16.84 424.00 Overall Maximum Deflections Load Combination Span Mat!;* Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+Lr+H 1 0.0924 6.799 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.620 1.620 +D+H 2.372 2.372 +D+L+H 2.372 2,372 +D+Lr+H 3.992 3.992 +D+S+H 2.372 2.372 +D+0.750Lr+0.750L+H 3,587 3.587 +D+0.750L+0.750S+H 2.372 2.372 +D+0.60W+H 2.372 2.372 +D+0.70E+H 2.372 2.372 +D+0.750Lr+0.750L+0A50W+H 3.587 3.587 +D+0.750L+0.750S+0.450W+H 2.372 2.372 +D+0.750L+0.750S+0.5250E+H 2.372 2.372 +0.60D+0,60W+0.60H 1.423 1.423 +0.60D+0.70E+0,60H 1423 1.423 D Only 2.372 2.372 Lr Only 1.620 1.620 L Only PAGE 19 Title Block Line 1 'You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Black Line 8 Printed: 8 JUL 2018. 12:36PM Woof Beam Fib=C:luseslt]RONL1-11DOCUME-11£NERak-1114W_91-1.EC6 ' Description: R9 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 S Only— — — W Only E Only H Only PAGE 20 Title Block Line 1 Project Title: 'You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Tffte Blocs[ Line.S Printed: 8 JUL 2018. 12:38PM Wood Beam FIre=C:lUsesllOf�Y-11DOG{1ME7ifHERCR-1YfWLBF1.EC$ Description : R9 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity l.naO Combination iBC 2018 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1,100.Opsi Density 31.20pcf D & 73 Lrt2.45 ❑ ❑A5fi Lr 0.04 r- — � lud ot. 4 - Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.030 ksf, Tributary Width = 8.0 ft Uniform Load: D = 0.0170 ksf, Tributary Width = 5.0 ft, (WALL) Uniform Load : D = 0.0170 ksf, Tributary Width = 5.0 ft, (WALL) Uniform Load : D = 0.0280, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 3.730, Lr = 2.450 k @ 4.0 ft, (R1) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 5.5x18 Span = 21.0 ft Service loads entered. Load Factors will be applied for calculations. 0.75R 1 Maximum Shear Stress Ratio 5.5x18 Section used for this span 2,071.24psi fv : Actual 2,727.53psi Fv : Allowable +D+Lr+H Load Combination 8.814ft Location of maximum on span Span # 1 Span # where maximum occurs 0.350 in Ratio = 720 > 360 0.000 in Ratio = 0 <360 0.865 in Ratio = 291 > 180 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations = 0.513 : 1 5.5x18 170.00 psi 331.25 psi +D+Lr+H = 0.000 ft Span # 1 PAGE 21 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. 111e Block Line 6 _ Wood Beam Description : R9 Project Title: Engirteer: Project ID: Project Descr: Printed: 8 JUL 201 EL 12:38PM File = C:lUsersiBROM7Y-i u�ix riuc_+icuenr._.�.,........... Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C CL Moment Values M Shear Values +p+H t fb Pb V iv F'v Length = 21.0 ft 1 +D+L+H 0.628 0.426 0.90 0.954 1.00 1.00 1.00 1.00 1.00 30.54 1,233.94 0.00 1963.82 0.00 0.00 0.00 Length = 21.0 ft 1 0.566 0.383 1.00 0.954 1.00 1.00 0.00 6.70 0.00 101.58 0.00 238.50 0.00 +D Length Length = 21.0 ft 0.954 1.00 1.o0 1.00 1.00 1.00 1.00 1.00 1.00 30.54 1,233.94 2182.02 6.70 101.58 265.00 1 +p+S+H 0.759 0.513 1.25 0.954 0.954 1.00 1.00 1.00 1.00 1.00 1.00 51,26 2,071.24 2727.53 111.22 170.00 3311.25 Length = 21.0 ft 1 0.492 0.333 1.15 0.954 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750Lr+0.750L+H Length = 21.0 ft 30.54 1,233.94 2509.33 6.70 101.58 304.75 1 +D+0.750L+0.750S+H 0.683 0.462 1.25 0.954 1.00 1.00 1.00 1.00 1.00 46.08 1,861.91 0.00 2727.53 0.00 10,09 0.00 152.90 0.00 331.25 Length = 21.0 ft 1 +D+0.60W+H 0.492 333 0... 115 0954 1.00 1.00 1.00 1.00 1.00 30.54 1,233.94 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.353 0.240 1.60 0.954 0.954 1.00 1.00 1.00 1.00 1.00 1,00 2509.33 0.00 6.70 0.00 101.58 0.00 304.75 0.00 +D+0.70E+H 1.00 1.00 1.00 1.00 30.54 1,233,94 3491.24 6.70 101.58 424.00 Length 21ft 1 +D+0.750Lr+0.750L+0.450W+H 0.353 0.240 1.60 0.954 1.00 too 1.00 1.00 1.00 30.54 1,233.94 0.00 3491.24 0.00 6.70 0.00 101.58 0.00 Length = 21.0 ft 1 0.533 0.361 1.60 0.954 0.954 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 424.00 0.00 +D+0.750L+0.750S+0.450W+H 00 oo 00 1.00 46.08 1,861.91 3491.24 10.09 152.90 424.00 Length = 21.0 ft 1.954 9 +D+0.750L+0,750S+0.5250E+H 0.353 0.240 1.60 0.954 1.00 1.00 1.00 1.00 1.00 30.54 1,233.94 0.00 3491.24 0.00 6.70 0.00 0.00 Length = 21.0 ft 1 0.353 0.240 1.60 0.954 1.00 1.00 0.00 0.00 101.58 0.00 424.00 0.00 +O.60D+0.60W+O.60H 0.954 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 30.54 1,233.94 3491.24 6.70 101.58 424.00 Length = 21.0 ft 1 +0.60D+0.70E+0,60H 0.212 0.144 1.60 0.954 1.00 1,00 1.00 1.00 1.00 18.32 740.36 34911.24 Length = 21.0 ft 1 0.212 0.144 1.60 0.954 0.954 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 00 0. 4.02 0 60.95 424,00 0.00 Overall Maximum Deflections 1.00 1.00 16.32 740.36 3491 4.0 60.00 424.00 Load Combination Span Max. " " Defl Location in Span Load Combination 1 ���'►� f 0, i 93 Max. "+" Defl Location in Span Vertical Reactions 0,0000 0.00d4 Load Combination Support notation :Far left is #1 Values in KIPS e Q um - supportXmm1 Support 2 Overall MINimum la +D+H 4.923 3.407 +D+L+H 7.298 4.989 +D+Lr+H 7.298 4.989 +D+S+H 12.221 8.395 +D+0.750Lr+0.750L+H 989 +D+0.750L+0.750S+H .990 10544 .4. +D+0,60W+H 7. . 2988 44.998989 +D+0.70E+H 7.298 4.989 +D+0.750Lr+0.750L+0.450W+H 989 +D+0.750L+0.750S+0.450W+H 1 0 .990 .4. 544 +D+0.750L+0.750S+0.5250E+H 7. . 2988 44.998989 +0.60D+0.60W+0.60H .9 +0,60D+0,70E+0.60H 4.379 2.993 D Only .79 4379 2.993 Lr Only 7.298 4.989 L Only 4.923 3.407 S Only W Only E Only H Only PAGE 22 7/7/201.8 Design Maps Summary Report USGS Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.690660N, 116.2813°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III Cadiedral City 1 Rancho fN l r aye = Palm Desert Indio, `n La puinta ,. �. AIIFcirf Blvd -.. -- j i_ i ctllliimb.Cachratk - � NfJRI AIrp DI'! _ USGS-Provided Output Ss = 1.502 g SMs = 1.502 g Sps = 1.001 g Sl = 0.696 g SMl = 1.044 g Sol = 0.696 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the'2009 NEHRP" building code reference document. MCEx Response Spectrum Design Response Spectrum I .�C T Ib, � I.P, 144 n.� 1.39 nit 1.12 n rr q I;.% "A' IJTJI o.55 LZ UA4 0.4t i, 33 U33 0.16 �.II um U UJ 01A, fla4 "D 0"I nm., JAI /.,31 1AV l.vl I.M, 21.0 0A, ',.], 0W., uto uni I,fq 1.SI IAA 1 W' 1}AS 2w PQbW, T (sflC) Paiod, T ism) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. https:Hprod02-earthquake.cr.usgs.gov/designmapsluslsummary.php?template=minimal&latitude=33.69066138415354&longitude=-1 16.281303227883... 1 /1 PAGE 23 Project: Prepared by: User 7/7/2018 Software licensed to: Company Phone: Phone Email: Email O'ind Simple Version 1.0.0 Input See ASCE 7-10 Section 26.3 for symbol definitions V = 110 mph Exposure Category C h=20ft L = 110 ft B=68ft Gable Roof: Pitch = 4:12 This is a valid Class 1 building Topographic Factor Specify K zt directly Kzt for walls = 1.00 KZt for roof = 1.00 Main Wind -Force Resisting S stem ASCE 7-10 Directional Procedure, MWFRS - Chapter 27, Part 2 This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2 MWFRS Wall Pressures (psf) l IP Total Windward Leeward Side Internal 24.0 20.8 -11.8 -18.7 +/- 4.3 PO 23.6 20.4 MWFRS Roof Pressures (psf) Zone 1 2 3 4 5 Load Case 1 -20.3 -16.4 -25.2 -22.4 -18.4 Load Case 2 7.0 -7.2 0.0 0.0 0.0 MWFRS Roof Overhang Pressures povh @ Zone 1 = 15.2 psf povh @ Zone 3 = 18.9 psf Pressures indicated arc applied to underside of overhang on windward side only .sitnuhneausly n•ith other roof pressures �® S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 Page lof 2 ' — www.skgboshassociates.com PAGE 24 P Prepared by: User Software licensed to: Company Phone: Phone Email: Email Wind nents and 7/7/2018 f Version 1,0,o ASCE 7-10 Directional Procedure, C&C - Chapter 30, Part 4 This procedure applies to ivind loads of enclosed buildings, as defined in Section C&C Wall and Roof Pressures 26.2 (psf) Effective Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Wind Area (sf) Load Load Load Load Load Load Load Load Load Case 1 Case 2 Case 1 Case 2 Case 1 Case 2 Case I Case 2 Case 1 Load Case 2 10 -28.0 16.1 -47.0 16.1 -70.8 16.1 -30.4 28.0 -47.0 25.6 500 -25.2 14.5 -37.6 14.5 -56.6 14.5 -243 1 19.6 1 -28.2 1 17.9 C&C Roof Overhang Pressures (psf) pooh Effective Wind Area (sf) 10 500 @ Zone 2 oadFCase se ]7.0-47.0 i @ Zone 3 Load Load Case I Case 2 -81.4 18.5 -73.3 16.7 @ Zone 4 Load Load Case I Case 2 -30.4 28.0 -243 19.6 S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 www.skghoshassociates.com Ps @ Zone 5 LoadF25.6 Case I -47.0-28.2 Page 2of 2 PAGE 25 LLL PAGE 26 PAGE 27 PAGE 28 YOUNG ENGINEERING LOADS TO DIAPHRAGMS Sosm COUT AM O. I i29 EM WAus � M1Xv vflESS11RE E,l RR WOLI3 1G Yvr o�n • � wr aA s wr a1A c HT pA G PAGE 29 DUNG - ENGINEERING YJ- MUL CANTILEVER COLUMN DESIGN COLUMN LINE= P. L_+ Rh= Rcc O Cd AMP=R6/Rcc 65 LS 125 2.5 26 MIKEDSYSTEM y CC SYSTEM SCCS SITE CLASS D ASD LINE FORCES w/p: LRFD LINETORCESw IP SEISMIC= WIND= L'1Ii SEISMIC= 295d LH7 1695 WIND= 273e.8 L05 ASD LINE FORCES w/p AMPLIFIED: LRFD LINE F08CE5 W/A AMPLIFIED- SEISMIC= WIND- 5486 SEISMIC= 76pp,s 05 1698 WIND- 27LEH L65 ASO LINE FORCES W/O AMPLIFIED: LRFD LINE FORM WA) AMPLIFIED: SEISMIC-- WIND= i275 SEISMIC- ? 385 LBS 1608 WIND--716.8 LOS COLUMN A B C D HEIGHT FT. LS 14 10 SHAPE NS57X7X1I2 N557J0X1/2 H557MV2 BASIC ASD AXIAL LOADS: Pdl 3.19 10.2 L26 Plr 0.99 4-82 0.25 PII Ps CCTYPE SLCS SCCS SCCS PRELIM DRIFT p,025 Ix LINE 156-895 Ix 80.5 80.5 80.5 SUM Ix 241.5 Mre asd= 16.19 1619 31.73 Mrw asd= 5-01 5.01 9.82 Mr GOV= 16-19 16.19 31.73 Cd(6ue)= 2-100 2.108 1.108 6uALL=.O25H 4.200 4.200 3.000 DRIFTSTATUS OK OK OK DRIFT 0.013 0.013 0.018 6- 0.389 0 388 p.388 6wALL=H/360 0.467 0.467 0333 DRIFT 0.332 0.332 0-465 Pc=Pn/O 96.69 9fi.89 172.30 Pr.9dl 0.53 0.54 0.38 Pr MAX 0.59 060 0.42 Pr.9dl/Pc 0.01 0.01 0.00 Pr MAX/Pc 0.01 0-01 0.00 ASCE 12.2.5.2 OK OK OK Mc=Mn/0 64.04 64.04 64.04 Mr 16.19 16.19 31.73 Mr/Mc 0.253 0.253 0.495 STATUS Mr/Mc OK OK OK H1-1 STATUS H3-1 0.256 0,256 .... 0.497 LBS LBS L8S LBS FT-K FT-K FT-K IN N RAD IN N RAD K K K FT-K FT-K I PAGE 30 YOUNG ENGINEERING CANTILEVER COLUMN DESIGN SEPARATE GRADE BEAMS OVER ERECTION PAD DESIGN ASD ALT BASIC COMBINATIONS COLUMN D D+LIRLL (16-17.) D+L+S (16-17b) P— ERECTION PADS PAD WEIGHT GRADE BEAM DIMENSIONS B WIDTH = D DEPTH = LENGTH RIGHT Lr LENGTH LEFT Ll WT/ FT Wob Mot e ASD Mot w ASD Mot MAX WTTOT MrR Mr L Mr MIN OVERTURNING 9mr owmut e Aso .667Mr MIN.M.t w ASD ALLOWABLE SOIL BEARING PRESSURE= SEISMIC SOIL BEARING L X=-9Mr-Mot MIN /.9WTTOT e=L/2-X MID V3 RD MAX SBP MIN SBP WIND SOIL BEARING X=. 667Mr-Mot MIN /.667WT TOT e=L/2-X MID 1/3 RD MAX SOP MIN5BP SOP STATUS ------ A 7- 8 C —1 gi IL N 260 1.43 11f E42 000 a 01 0.00 0.59 Q60 042 F3 F3 F3 1.35 1.35 .1.35 K 33.95 42.99 7657 42SH 42.1 63.29 33.85 42,99 6329 I OK I OK DK —0K I OK OK 3.00 -----T- 7.50 Boo la -so 1.30 209 1.58 2.45 131 367 OUT OUT OUT OUT 2.34 1o54 254 OK OK_ — OK L48 3.20 3.43 1.27 (Lw L82 OUT IN OUT OUT 0491 0-72_ 0086 0.18 OK OK OK IN IN Fr Fr r/Fr KSF Fr-K Fr-K Fr-K K/Fr Fr-K Fr-K Fr-K KSF Fr FT FT KSF KSF FT Fr KSF KSF PAGE 31 YOUNG ENGINEERING CANTILEVER COLUMN DESIGN STRAPPED GRADE BEAMS OVER ERECTION PAD DESIGN ASD ALT BASIC COMBINATIONS COLUMN A B C D D 0.59 0.fiO 0.42 g D+L+RLL(16-17a) 0.59 O60 0.42 p D+L+S (16-17b) 0.00 0.01 0.00 X Pmax 0.59 0.60 0.42 ♦< ERECTION PADS F3 F3 g PAD WEIGHT 1.35 1.35 1.35 K ALLOWABLE SOIL BEARING 2.00 KSF U FT L A-B FT L B-C T�, FT L C-D FT Lr FT FT GRADE BEAM DIMENSIONS B WIDTH= 24 IN D DEPTH = :a IN WT/ FT 0.6 K/FT Mot a ASD R7 7B FT-K Mot w ASD 27.17 FT-K Mat MAX 8778 FT-K WT TOT 2940 K Mr R e 46113 Fr-K Mr L e 543.06 FT-K Mr MIN 463-13 Fr-K OVERTURNING .9Mr MIN<Mot a ASD OK .667Mr MIN<Mot w ASO OK SOIL BEARING siamC WIND X=Mot-Mr/WTTOT 12.87 14, R7 FT e=L/2-X 6.08 4.08 FT MID 1/3 RD IN OUT MAX SBP 0-66 042 KSF MIN 5BP Mol KSF OK OR PAGE 32 YOUNG . ENGINEERING �',+ 1i� .� ' f {r��J� -...��y: ALLOWABLE SOIL BEARING ALLOWABLE PASSIVE 1/3RD INCREASE PASSIVE 180634 DBL PASSIVE COLUMN RND/SQR/SQR-DIAG CONSTRAINED DIA/B CHECK D ASD ALT BASIC COMBINATIONS D D+L+RLL(16-17a) D+L+S (16-17h) P- M e asd= F e asd= M e 0 asd= F e O asd= M w asd= Fw asd= REQUIRED DEPTH SEISMIC REQUIRED DEPTH WIND GOVERNING DEPTH SURFACE RESTRAINT SOIL BEARING STATUS Mu'o MAK(MueO,Muw) do BAR 51ZE F'c Ab As db FY Mur--WMn STATUS Vu,lpVn Vu STATUS COLUMN EMBEDMENT E=EMBEDMENT bf Al A2 INCREASE=(A2/Al).5<2 Fb=1b.R5F'c(I NCREASE) P=Bf(Fb)D/2 Mr=P(D/2) STATUS CANTILEVER COLUMN DESIGN EMBEDDED FOOTING DESIGN nB I A I E. 1C D SOB SOIs 5QR SQR • Y Y Y 300 3.D1 30D L00 OK 09 OK n59 0.60 0.41 0.59 0.60 0.42 aaD 0.00 0.00 0.59 060 0.42 16.19 16.19 31,73 1.16 116 3.17 15.57 1 15.57 13051 LS6 3-16 3.17 S01 5.01 A82 0.36 0.30 0.98 3.86 1 3.86 4.83 261 2,61 3,26 3.86 3 86 4.83 L16 7.10 1249 0.07 0.07 0.05 OK OK OK 261.53 261,53 512.59 S 3 3 4 1 d 5 5 5 250 2.50 2-50 0.31 0.31 0.31 123 1.23 1.23 0.63 0.63 0.63 60.00 60'00 60.00 2134.24 213424 2134.24 0.00 OK OK OK NG 100.02 100-02 100.02 24,40747 4.52154 170.96374 OK OK NG NG KSF PSF FT K K K K FT-K K FT-K K FT FT FT K KSF IN-K IN-K KSI IN2 IN2 IN KSI IN-K K K IN IN IN2 IN2 KSI K IN-K PAGE 33 YOUNG ENGiNEER1NG CANTILEVER COLUMN DESIGN COLUMN LINE= P= 13 Rcc O Cd AMP=Rb/Rcc Rb= 6.5 2.5 1.25 2.5 2.6 MIXED SYSTEM T CC SYSTEM SCCS SITE CLASS D ASD LINE FORCES w/P: LRFD LINE FORCES wI . SEISMIC= 2]]0 SEISMIC= 295E LBS WIND--169E WIND = 3716.E LBS ASD LINE FORCES W/P AMPLIFIED: LRFD LINE FORCE5 W/PAMPUFIED: SEISMIC= 548E SEISMIC= r 76BD.Q Ins WIND- 1698 WIND-- 2716.E LBS ASO LINE FORCES W/O AMPLIFIED LRFD LINE FORCES w/O AMPSIFLO: SEISMIC= 5175 SEISMIC- 7385 LBS WIND= 169E WIND-- 27I6.8 LBS COLUMN A B C D HEIGHT FT. 14 14 10 SHAPE H557X7XI/2 I HSS7X7X1/2 -H557X7X1/2 BASIC ASO AXIAL LOADS: Pdl PIr PII Ps CCTYPE PRELIM DRIFT Ix LINE Ix SUM Ix Mr aW= Mm aw= Mr GOV= Cdl6.)- 6uALL-.025H DRIFTSTATUS DRIFT 6uw= 6wALL=H/360 DRIFT Pr-Pn/O Pr9dl Pr MAX Pr.9dVPc Pr MAX/Pc ASCE 1225.2 Mc=Mn/O Mr Mr/Mc STATUS Mr/Mc Hl-1 STATUS H1-1 LBS LBS LB5 LBS FT-K FT-K F-F-K IN IN RAD IN IN RAD K K K FT-K FT_K 3180 10200 1260 890 3" 250 1 SECS SCCS -CS 0.025 156.895 80-5 805 80.5 241.5 16.19 16.19 3173 5.01 5, Dl 9.82 16.19 16.19 31.73 2.108 2109 210E 4.200 4.2D0 1000 OK OK OK 0013 0.013 0.018 1 0.388 0.38E 0-w 0467 0.467 0.333 0.332 0.332 R465 9689 9699 172.30 3.39 9.71 1-51 4-66 13.79 1.93 003 0.10 (101 0.05 014 0.01 OK OK OK 64.04 64.04 64.04 1619 16.19 31.73 0.253 0.253 0.495 OK OK OK 0.270 0.303 0.500 OK OK OK PAGE 34 YOUNG ENGINEERING !f it%:r�Ilsr, ��!±t.1 rr _;;, {;�'t:�►r.�j::_:r f ���'i%f1 CANTILEVER COLUMN DESIGN SEPARATE GRADE BEAMS OVER ERECTION PAD DESIGN ASO ALT BASIC COMBINATIONS COLUMN D DFL+RLL (16-17a) D+L+S)16-17b) P— ERECTION PADS PAD WEIGHT GRADE BEAM DIMENSIONS B WIDTH = D DEPTH = LENGTH RIGHT Lr= LENGTH LEFT LI = WTI FT Wob Mot a ASD Mot w ASO Mot MAX WT TOT Mr R 38.61 R375 V 90 Mr L 61.64 83.75 65.SB Mr MIN 38.61 93.75 65.1B OVERTURNING .9Mr MIN<MOte ASD OK OK OK 667Mr MilkMotw ".50 OK OK OK ALLOWABLE SOIL BEARING PRESSURE= SEISMIC SOIL BEARING L X-AMr-Mat MIN /.9WT TOT e=t/2-x MID 1/3 RD MAX SOP MIN SBP 0 WIND SOIL BEARING X=.667Mr-Mot MIN /.667WT TOT e=L/2-X MID 1/3 RD MAX SBP MIN SBP SBP STATUS 7.50 8.00 10.50 1.35 3.D2 1 57 0-98 3.68IN OUTOUT 5KOUT 205 2-79 0.31 OK I OK 2.25 3.59 1 3.26 150 0.41 1.99 OUT IN OUT OUT 132 1.14 0.99 0-60 OK OK OK K IN IN FT FT K/FT KSF FT-K FT-K FT-K K/FT F7-K FT-K FT-K KSF FT FT FT KSF KSF FT FT KSF KSF PAGE 35 YOUNG ENGINEERING '�-•,:F=r;:,ll•.,I:,� - r�r :, =,f, _Ifr;r!]._;_.; , �:,--if r1 ALLOWABLE SOIL HEARING ALLOWABLE PASSIVE 1/3RD INCREASE PASSIVE 1806-3.4 DBL PASSIVE COLUMN RND/SQR/SQR-DIAG CONSTRAINED DIA/B CHECK D ASD ALT BASIC COMBINATIONS D D+L+RLL(16-17a) D+L+S(16-17b) Pmax M e asd= F e asd= M e 0 asd= Fe Oasd= M w asd= Fw asd= REQUIRED DEPTH SEISMIC REQUIRED DEPTH WIND GOVERNING DEPTH SURFACE RESTRAINT SOIL BEARING STATUS Mugo MAK(M-0,M-) do BAR 512E F'c Ab As db FV Mur=q)Mn STATUS Vu,(pVn Vu STATUS COLUMN EMBEDMENT E=EMBEDMENT bf Al A2 INCREASE=(A2/Al).5c2 Fb=0.85 F'c(INCREASE) P=Bf(Fb)D/2 Mr=P(D/2) STATUS CANTILEVER COLUMN DESIGN EMBEDDED FOOTING DESIGN I500 150 Y Y A 1 B 1 C 1D SOR $QR SOR SOA Y r Y Y 3-OD Slop 3.00 2Aw KSF PSF FT 3.77 1079 K 6 13.79 1.93 K 3,18 3,18 11.2686 K 14.379 F: 16,19 26.19 31.73 FT-K 1.16 1,16 3.17 K 15.57 1557 30.51 1.16 1.16 3-17 5.01 5101 9.82 FT-K 0.36 1 0.36 0.98 K 6 4,93 FT -61 3.26 FT 4�N"a 83FT .10 12,49 K 0.52 153 a21 KSF OK OK OK 261.53 261.53 512.59 3 3 ] 4 z 4 5 { 5 250 2.50 2-50 0.31 0.31 0.31 1.23 1.23 1.23 0.63 0.63 063 60.00 60.00 134.24 2134.24 0.00 OK OK NG t.K 10002 100.D2 0.00726 0.17086 OK OK NG IN-K IN-K KSI IN2 IN2 IN KSI IN-K K K IN IN IN2 IN2 KSI K IN-K PAGE 36 M YOUNG ENGINEERING CONCENTRIC PAD CALCS PAD NO. REFER TO BEAMS LOAD TYPE POINT LOAD MAX OR ROOM (� MIN 115E SO PRD f CENTER COL N WORST CASE D 10.2 fKf fFT RB.R7.R4,R5 L . 1F32 10.20 F3 Lr 4.82 S IN Irfd E Irfd D L Lr S W IF E Irfd O L U S W Irfd E Irk? D 1 L Lr s W Irfd E lirfd PAGE 37 QMJ4��pn OMEGA EQUIPMENT PERFORMANCE ENGINEERING, INC. 1301 MONTALVO WAY BLDNG 4 & 6, PALM SPRINGS, CALIFORNIA 92262 1 P:760-986-7177 WWW.OMEGAEPEI.COM 6.691/ are,lie, U1�[JJ YY.CC�[!/LC� TtPdILCt /C[J ticrR IZ?l Z� � d Zt� tj q - Z-7 l 1/14 TRUSS ENGINEERING TODAY'S DATE: 11/30/2018 PROJECT Binder Remodel Lot 21 Rancho La Quir. 49-271 Via Conquistad La Quinta, CA 92253 CONTENT Truss Layout Truss to Truss Hardware List Truss Calculations CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE _CCOMPLIANCE DATE ail ( `jjg1gy I�/ RECEIVED DEC 04 2018 CITY OF LA QUINTA COMMUNITY DEVELOPMENT O\IEG,\ EPGI: I'IIE FHGFIESF QUALITYTRUSS ENGINEERING, L,\YOUTS, :\ND F-\L3ItIC:\TION. OMEGA EQUIPMEN F PERFORMANCE ENGINEERING. INC. TRUSS EQUIPMENT RESEARCH AND DEV'ELOP\IENT. OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN 13-0-0 PITCH QTY OHL OHR CANT L CANT R PLYS 4/12 4 0-0-0 3-M 0-7-4 0-0 0 1 7 6=U-0 6-6-0 1 6 ire 3-0-0 6-6-0 I 13-0-0 Truss: A JobNarne: binder -remodel Date: 11/30/18 13:04:24 Page: 1 of 1 � 6 TT Nc om 0 � / zV 1 a m 3x8 4x14- 4124 T 5 2x4 1 4x4 - 0-0-0 -7 5-10-12 0-0-0 l 6 7�R 0 -60 All plates shown to be Eagle 20 wiles otherwise noted 6-6 13-0-0 =15LumbeeraOL: eral CSI Deflection U Code- CBC 2016/ TC : 0.70 (3-6) VertTL: 0 18 in L /790 00c) Allowed J TPI1-2014 BC 0.66 5-1 (4-5) L/240 Rep Y� ( ) VertLL: 0.06m L/999 (4-5) L/360 Web : 027 (2�) HorzTL: 0.02 in 4 er D.O.L.; lli% Reaction IT BMCombo Brg L%dlh Rs d B t 11, WidthMax React Max Con• u1 lift Max lhind IiR IvLsx II li[t MaxHexrr 1 1 5 5 in 1.50 in 805 Ibs 4 1 1-5in — 1,125lbs 163lbs Material TC: DFL # 1 2 x 4 13 Br.Icing • Shu�hld or BC: DFL # 1 2 x 4 RAns at5-i-O. Ptrriat design by Odurs: Web: DFL #2 2 x 4 BC: R"Wherl or PttrWs a110.0-0, Purlin design by Otters Loads Web: One Midpoint Rtnr- 2- 4 1 1) This truss has been de,�sWwd far due effe s due w l0 Kbotmrn chord live load pkus dead ioads- 2) T1 sums has bem dasiaited for the; eft xis oFwaul iottds m a2 ordmce wilhASCE7 - 10 witlttlle ftsllnwing W;-Xdefinrd input 110 mph (Factored), Exposure C, Enclosed. GableUip, Risk CWegory II_ ChcrdBId- Dims 25 fl x 60 fl, h = I5 a End Zos1 Minimum WinacordancewithIBC IG01,1 neTls. Both cnd webs considered- DOL =1.60%�ned — 4)A250 IbS, moving point live l d has bom apOYJ w the BC concunehlvnith other deud + lis,e loads Member Forces Tableindic-ates: MenbaID mac TIT � 2 0 416 -1,401 Ibs � � mac acial � %mm� forceifdiffaett ffom mac atial fax Only face; greEtathm 3001bs ae shown m this table ..w r:: a,u6t 45811x 2»1 q.371 .-054€ts _1 D,�rR Notes D;G ItM 1)1Jnicss nnkad edtencise do 1 notn]t orWkr arftr truss membcror plate without prior approval from a Professional Engineer. 2)ThU f*Tkahon li lerance.for this ronf Miss is 20 %(Cy = 0.8{}). 3) Hangers forgaphieal attrepramlinn on1)•.'-bill hungu perm uttlL•aWret's recommendation 4)Brwe bottom chord uith approvad shunhaig or puulins pet-Breirig Seanmmy- 5)A c`XT farxoraf 1.0101vs been applied torthis truss mahsts. 61 E] Imix-, c:, ha -al hrwcung rex)utntd paPUndmuLr ID Ihepiane ofthc Truss at either the midpoint(one shown) or thud pointy (two shown), bracing by others. See 7) Lis1Ld wind uplift n talons based on MWFRS only badurg SPACING WGT/PLY 24 in 561bs 424i Sl-B3luradtkil� r rA :1IL PE[w)N-s F.113R1C' ITi\fi. HANDLING. ERECTING ORINST,11-1lNG ANY TRUSS BAStD upoN THIS iiti155 DESIGN 0 4L G:IREI\STRUCTFS] TC) TnleBlrild®Truss Software v5.6313 REFER TY]rILI OF Ti IE INSTRL'CI1pNS, L ITkTTUNSANn QUALIFTC--ITTONS SErFORTI-f IN THEE4GLE NEDE L PR0D1JCfS D£SfGN NOTES ISSUED WITH THIS DESIGN AND A►AII_ ISLE FROM EAGLE t1PON REQ HEST DESIGN WkL1D ONLY WHEN EAGLE t14ETAL CON 1 yRS:UtE U SED Eagle Metal Products I I OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN PITCH QTY OHL OHR CANT L CANT R 9-1-0 4/12 2 0-M 3-0-0 0-M 0-0.0 12-7-0 3-04 4 6-8 48 4-6-8 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General TCLL : 20 Bldg Code: CBC 2016/ TCDL : 20 TH 1-2014 BCLL : 0 Rep Mbr: No BCDL : 10 Lumber D.O.L.: 115 % 6x d 2x4 1 3x4 - 4x4 - 0-0-0 4-6-8 4-6-8 CSI TC: 0.81(3-7) BC: 0.29 (4-5) Web : 0.23 (3-4) 7 PLYS I 0-0-0 4-6-8 9-1-0 Deflection U (loc) Allowed VertTL: 004irt L/999 (4-5) L/240 VertLL: 0.02 in L/999 (4-5) L/360 Horz TL: 0 in 4 Truss: Al JobNarne: binder -remodel Date: 11/31Y 18 13: 04:26 Page: 1 of l Reaction TT Car Combo BrR Ws)tlt R d B ti4idth Max React Mae Grm• LJ Wt Max Wnd U tlH Niac [I f ii I Iax lfotu 1 1 5-5 in 130 in 509 Ibs 4 1 1.5 in — 821 lbs 105 Ibs -0 Ibs -0 Ibs Material Bracing TC: DFL # 1 2 x 4 TC: SltemliW or Purlins al&_;-0, BC: DFL # 1 2 x 4 BC: &kmtle<1 or Purhns at 1g4)-0 pudm dcC i r by ] s. Vlkb: DFL #2 2 x 4 €tr by CqOtlnss. J Loads I ! This a-!; has bcrn designrxl for tlree0cx due to 10 psf bouuot rhht lo atd ad plus dead loas- d ? I This truss has born designed for11.1 effort ❑fwind 10,X6. in axordmce rvdtAS L 7 -10 wdh the lollrnv ng ttserdefinexl A�put l 10 mph IFtctatud.). l eposaue C. Encktscd, Gablenip, Risk Category 1L (h'erall 13ldg 17ans'_S ftx 60 It h = I51i EndlZunal}uss, Both oml webs aonsiderc-+d- DOL =1-60 3) Minimum sent gc attic:loa Wg has b,'n appkd in aanrslmce wlh 1BC 1607. ! - 41:1?50 ibs mtrvplg pointGve kr� has been appliod to the BC cunClulTntV idi olherdral + Inr loads. Member Form -LidC tm3icra %Urba 10, M-K (. ' mtt av il & T(' 1 0 �3 -4--1b, a tinn a rF fvmirridrxatt flan fm%z�"livm) (7nly fare gwtram 3ckjb3 ju huxn in this table SPACING WGT/PLY 24in 52lbs 1iVlb 1 t 5 0 074 383 Ilz i-f p. 3: -50"_ lhs 7-4 0.169 430Ibs Notes I)Unkssnu>�tlnthen3ir ttonrrrcutnra'Mr anytrussmemberor*e%Vthnutpriorapprovalfrom aProfessionalEngineer J e' 1 _')'The fahncanun tnfe�ta fnrihn tooftruss. rc 2016 (Cq = 0-80) / 3) Hanger a forgraphkuW lriUpre46on onh•, Install hanger Pa 4) Br3cc boteutn chord with mted s $ marnuimcgrrets recommendation. ' Z p halting or MBraLingSummary . 1 5 lA creepc� p famror I.00 has buppjjd! for this truss anah'sis 4 - 6) Humwntal c kmrancc behvet n inside facr(jFbu.mg and �vhererheouusidecYtge ofthe end web meets the bottom side ofdte lop chord shall not exceed 0 5" 7}Lis2 wmdupliftru ortsbasedanNM'ERSCktk_ loading E:<0 6/30/20 r Y. ALL POISONS F:--UwATING, HANDLIhq. l.li=,VG OR INSTALLIti(; A N V TRUSS BASED UPON TH IS TRUSS DBIGN DFL WING ARE IN-S RLCTED Tr) TmeBu ilcMTniss Software v5.6313 RFFM T1)A1LOF THE iNSTRLtCTIONS. LINBTITIONSAND QUALIFIC_ TIONS SLTFORn1 j !N THE F1IGLEAIEGlI_ F'R47DULT5 DE5lG ti NOTES ISSL'Ep 1VITH TTi15 I1E51GNANl],IV.AILa81 E FRON1 EV ULC UPON RBWEST DESIGN 1 V:WD ()NLY I ID; F�AGLE METAL f ONNEMRS ARE L{SEDI Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN PITCH QTY OHL OHR CANT L CANT R 9-1-0 4/12 6 0-0-0 3-0-0 0-0.0 0-M 12-1-0 3-13-8 3-6 8 2 U 0 3-0-0 3-6-8 10 2x4 1 3x4 - Truss: A2 JobName: binder -remodel Date: 11/30/ 18 13: 04:29 Page: 1 oft PLYS SPACING WGT/PLY 1 24in 59lbs 0-10-0 0-10-0 0-0-0 3-6-8 3�-8 2-0-0 j 3�-8 7-1-0 9-1-0 ll All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General CSI Deflection L/ (1100 Allowed TOLL: 20 Bldg Code: CBC 2016/ TC: 0.79 (3-4) VertTL: 0 03 in L /999 (7-8) L /240 - i TCDL: 20 TPI1-2014 BC: 022(7-8) VertLL: QOI in L/999 (7-8) L/360 BCLL : 0 Rep Mbr: Yes \fhb : Q24 (4-5) HorzTL: 0-01 in 5 JI BCDL: 10 Lumber D.O.L.: 115% j Reaction it JT 3rs Combo Brg Width R d &R Wth Max React Max0rav U WI Max Wnd U tilt Max Ul W Max Horiz 1 1 5.5 m 1.50 in 509IN - - 152 Ibs 5 1 1-5 in — 821 Ibs -0 Ibs -0 Ibs Material Bracing TC: DFL # 12 x 4 TC: Sheathed or Pthrhns att,-24), PurMdwign by 0diers. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at I t'1-041, Purb design by Others, Nkb: DFL 92 2 x 4 Loads I) This truss has been designed for tie effects due to 10 psf bottom chord live load plus dmd loads- 2) This thus has been designed for tie effects of wind loads m accordance tv&A,SC L-7 -10 w rh tie fnllawuig user defiriLd input 110 mph (Factored), Exposure C, Endo W. Gabin-Hip. Risk Category 11, O7 crall Bldg Dims 25 ftx tin fl. h =15 ft End Zone Truss. B0111 end "03 eonsi Lyed• DOL =1.60 31 Minin111nr stnrage aroc Wding has been applicd in accordance w6h lBC 1607.1 4)A 230 Ibs moving point € w load has EK= applied to the BC cralcurrentmh other dead+ We loads Member Forces Table indicates: Mernber ID, mac CSI, ❑ , axial force, (mac oompr. face ifdi8amt from mac a" foael Only farm Lathan 3001bs are shown in this table TC 11- 0.150 -617lbs I 1, it tat 0 1l0 53'4Ibs I4-5 u:38 -771 1b, � 7 0 119 -4711 bs 4-7 0 058 310lbs Notes I } Unless nnW odiemisd, do riot cut OtalturMv In ss nremixrOr plaiew60ut prior approval from a Professional Engineer. { 2) The fab&ftliOn triclanw, for tfnis rncil'uils8is2[1°.c(Cq=0-80) 3) Hanger is 1'orgraphiad it,•pr lion only. Install hanger permanufarwm's nmmmendation. J 3} Br tee 1lottom chard with approved shcurlirng to puriins per Br", g Summary 6 " o lew "e web of poi miss has bctn d igrnod 1 itli a panclpourtin the hvzh. All panel points on such webs shall be braced laterally perpendicular to the planeaftlehtrss Lr�ral s _ 6 .� afcach stab panel point 1� - 6)A craep EWrof 1 0013,s bomn ppkd for this truss ari*sis 7) l•iownnW r:Ies=oc bem w-a ins de rack of bearing mnd %v here the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0 5" � 8) LisLxl wind upliftraz ions based on NNIFRS Or& loadine_ 4 .. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCIFD TO TtueBliild®Trtus Soflvvare v5.6313 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, I Eagle Metal Products t OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS 4-" 4112 8 0-0 0 0," 0-0-0 0-0-0 1 4-�1--8 4-4-8 �l I 6)T / T a?4 I2 o T T 31 T2.1341 0-0-0 0-0-0 4-4-8 4-4-8 All plates shown to be Eagle 20 unless otherwise noted Loading (psi General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 024(1-2) VertTL: 004m L/999 (3-1) L/240 • T TCDL: 20 TH1-2014 BC: 0.23(3-1) VertLL: 0.01 inUP L/999 (3-1) L/360 11 BCLL : 0 Rep Mbr : Yes Web : 0.03 (2-3) Ho¢ TL: 0 in 2 BCDL : 10 Lumber D.O.L, : 1 L5 % Reaction JT BrgLombo lire Vslddi RLId B rg Wxlth Max React MV xOEVUW MaxWndUphff Min Upidl Max Hnrix l 3.5 in 1.50 in Z68 lbs 56 Ibs 2 1 5.5 in 1.50 in 314 Ibs Truss: A3 JobName: binder -remodel Date: 11/30/18 13:04:31 Page: 1 of 1 1 Material Bracing TC: DFL #1 2 x 4 TC: 41u-uhetl or Purlins cab-3-0, Pu tui design by Others. BC: DFL #1 2 x 4 BC: Slx-Jhed or Purlins i I (t-0-0, Ptulin design by Olh�s. Vikb: DFL #2 2 x 4 Loads I ) This cuss has been designed for lie eFFcx'Is due to 10 psFbotlmm chord live k>,d plus dyad bads. '_)This ttuss has been desr MX1 fortheclf" of wind krxJs Ln aL=rdanu; svithASCE7 -10 tsith dx f0kWing rrserdelin«h input 110 mph (Factored), Exposure C, Enclosed, Gablel-lip, RLak Category- IL Ovsrall Bldg Dims 25 fl.%60 [t h = 15 k End 2One Thrss, Bodi end webs cansidci i DOL =1.60 3) Mnwnum slnrn a attic loading has be,n applW In xxrxdance tvkh IBC 160.71 1 `1 4)A 250 lb, mnvi19 point Irvu kud fm been appkd to die BC concumnt%tith c$crdeul +- jive loads. JMember Foy fTC I able indieaes: Mamba ma(SL ma anal forte (rr mope. fifd&mt Som ma proud limm Only Taos gmta tlm 30016s ae shown n ttus tale Notes I) unless 110W olknvise, do natout DrakIrMW truss manboxof Pkilewihititpriorappmval from a Professional Engineer. 2 rThe iiilrriu-nbnn Takrmicc fur tiis tnofl uss is 20 %(Cq = 0.80). 3 ] Brace bottom chord m1h approved A%Ajj1z- Or Purim per 13mng Summary. 4)Acruep ratwrof l.a}has t Lcinapptw for this miss an*,sis. 5) Horizn t de once beh%eeri inside face of N aurg and whe a the outside ed ge of the end web meets the bottom side ofthe bop chord shall not exceed 0.5" 6) Lisled Wind uplift n'3cbuns bwed on WTRS Oniy Leading. SPACING WGT/PLY 24in 15lbs i T N 1 U 6/30/20 ALL. PERSONS FABRICATING, HANDLING, FRECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuild®Truss Software v5.6313 REFER TO ALL OF THE INSTRUCTIONS, LHVIFEATIONS AND QUALIFICATION S SET' FORTH IN THE EAGLE METAL, PRODUCTS DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS AREUSED. THIS Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS 13-0-0 4/12 1 0-M 3-" 0-74 0.0-0 2 6 0-a B-ti-O I 6-6-0 I 13-0-0 Truss: A -GB JobName: binder -remodel Date: 11 /30✓ 18 13: 04:22 Page: 1 of 1 I 6 1I N N NO 2V 4 2 c� co 44/CV m� 33x4- j X T 6 1 2x4 I 3x4 - jl o u o 0-0-0 7 5-10-12 6-6-0 j +-4 6-6-0 13-0-0 All plates shownto be Eagle 20 unless otherwise noted Loading (psi) General CSI Deflection L/ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: Q42(2-3) VertTL: R09in L/999 (4-5) L/240 TCDL: 20 TPII-2014 BC: Q38(4-5) VertLL: 0-05in L/999 (5-1) L/360 BCLL : 0 Rep 1vlbr : No Web : 0,14 (2-4) Ho¢ TL: 0.01 in 4 BCDL : 15 Lumber D.O.L.: 115 % t Reaction i J'r BqgCumbo Bijg 1Md1h R d 13 a 11Sdrh M,,Reaut Max0mv U 1M Max %w U ldl h x S] lifi N4WLH0ri¢ 1 I 1 551n 1.50 in 1.U0511Ds -I it) Iba-1361bs 163 Ibs 4 1 1.5in — 1,166lbs Material Bracing TC: DFL # 1 2 x 4 TC: Sheathed or Purlins at(r3-(), Focht dcsV by 011rey. BC: DFL 91 2 x 4 BC: Sheathed or Purhns at i(W-O. Purfir design by C7dm. Vhb: DFL 92 2 x 4 Loads 1) 11its Inks has been dr„ imu d (oriheeffect duels drag load dislrttbuW along shear nails akmg the hotwm chord tiom 04)4) to ! 3-0-0-100 p1f. '_)This Ms hits been da;gaed for dic cEkta ofw,W kWs [arrxardaawwith ASCE7 - ID «ith tlx: lallowlttg tlsrrdrfmxi input 110 mph (Fadwvd), Exposure C, Enclosed. Gabb9p, Risk Caegory 11. DvzrW Bldg Dims''-5 Rx 60 $ h = 15 R End Zone Truss. Both end webs wnsidtn y:l- DOL =1.6r) 3) Nfmrmum.slor4c aWc ]o d g has b0en aPPW in aemrdarim, t-,ill ISC 1607.1 4)A25D & musmtg point live Wd has been applW to the BC concunentwah odter dead+ live loads Member Forces Table ink der: Manba ID, Tree (Sk ram a dal fowe (mac empr fume ifdMimt fium ma modal fiml Only foes gnmtathae 300lbs au shown m this table 'CC 1 2 UN -1.314lbs =3 0418 -80C 1lbs 0.375 ti7616s FlS lbg} i-1 0.375 1 22 Ibs t-5371hsi 0-13i 709 [bs 34 0 I(4 -3o716s Notes 1) Unless nobd Otherwise, do notcut or alier any truss member or plate Without prior approval from a Professional Engineer 2) Gable webs pkeo 1 at 24 " OC U.N.O. SPACING WGT/PLY 24 in 73 Ibs 31.4mich suuclural gable blocks ssili 2x4 20Zaplaas. U.N.O. _ 49 Br.>Lvtg shrnin s for err-pL�rte requinmrnts. Forout-nt�pEme regturtrnenUs, tetra to BCSi-133 puhlisii<rl by t1teSBCrL �, T 5 )The fabrication ulerame for 2ut ; mnrtruss is 20 % Cq = 0-SO). 1 6) I-Iartger is fi)r&Whjril inuepmtatiwt only, lnstsq hwgerper manufuAx&s Fxvmmen cation 7)Acreep th rrof1.00ha5beenappIWfurthistoesanalysis. IXQ 6/30/20 8) Due la nepnn a rux.�tiorts M grav'Ijy loaf cases, special curnurctluns to the boring sur(weat joint I may read to be com dmd 9IThe fortes shtmn fnr this multi -ph, cuss trcc per ph- and the reactions are for all plits. Two identical trusses shrill be builtatui �hLd as falks%Ars, peril!}'. 16d Nazis orG Nnh[irun (t3 "K3] TC _:Y r iI I2 in oc,BC-I rotaeu 12incc,vkts-Irew@)12inM � •- i01 �Vhen appled ktads are nn Ones ide of der do at p girder gscortoomr aallaurj. utsA L-� uuranetim on thegi[&rside whose supponed loads ate applied. WiEsa r )lied ibari4 n both sides of [ der, double the spacing and installhulfofthe cannewrs on one side of girder and thenAp the giderin iasi an the other half of the conneck-n on the opposileside (atdouble the txanrwmrspacingl, Connectors on apponitesdes of tlk-girder shall beuffset I I ) I at-1 boring chaff be4ched to etLh ph; 12 )All fsLsk.:nem minknum 2-1/2" long, unkss otherwise noW. f 3) Nails 6 1stand 2nd pN shalt be of'setfrnm swressi4e plies by I If-1 the tail spacing 14)Ltsied wind tepidi ItalPnn9 based on NIWFRS Onr - l adx - ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO Tn.130IdVTntss Software v5.6.313 REFER TDALL OF THE INSTRUCTIONS, LINUTATIONSAND QUALIFICATIONS SEFFORIH IN THEEAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON RFJQUFST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. Eagle Metal Products � -11 I I I I OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS 18-10-0 4/12 7 0-" 0-M 0-5-0 0-0-0 1 5 3 2�� I 4-0-0 4-U-11 14-0-11 8-0-11 1 12-1-6 18-10-0 Truss: B JobNarrae: binder-temodel Date: 11/30/ 18 13:04:36 Page: 1 of 1 SPACING WGT/PLY 24 in 91 lbs Sx1 SHS jj 12 4 " T 4112 44 / r 4>�41 41 x8I 41/ d x8 4x4 - 5x8 - 2x4 2xa j T 0-0-0 0-9-0 0-9-0 0�5-0 1-11-4 1-7-12 4-0-11 4-0-11 6-8-10 Q-50 2-4-44-0-0 8-0-11 12-1-6 1&10-0 All plates shownto be Eagle 20 unless otherwise noted Loading (psi I General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code: CBC 2016/ TC: 0.66 (5-0) VertTL: 0-22 in L / 878 (7-8) L /240 TCDL: 20 TPI1-2014 BC: 0.59(8-9) VertLL: 006in L/999 (7-8) L/360 BCLL : 0- Rep Mbr : Yes VJeb : 0.29 (2-10) Horz TL: 0.01 in 7 BCDL: 15 LumberaO.L,: 115% l Reaction JI JT BrgCornbo Br, Width Pu d B Width ivlax React Max Grav U Ut Max Word iJ litl Max U Ht Mum Hark 1 1 5.5 in 1.50 in 3 lbs 371 lbs -70 lbs -371 Ibs 63 lbs 12 1 5.5 in L94 in 1,815 lbs 7 1 1_5 in — 1,005lbs Material Brag TC: DFL # 1 2 x 4 TC: Sheathed or Pudirs at4-7-0, Pudin design by Others. BC: DFL # 1 2 x 4 BC: Sheathed or Purlins at 6-7-0, Purlin design by Others. Vlbb: DFL #2 2 x 4 - l Loads J1) This truss has been designed for the effects due to 10 psf bottom chord live bad Plus dead loads 2) This truss has ben des igrn d for dic efruic of %vt d loads in accordance wah ASCE7 -10 with the following user dethKxi input 110 mph (Factored), Exposure C, Enclosed, Gabki lip, Risk Category R.Overall Bkig Dims 25 Itx60lt h = 15 It, End Zone Toss, Both end webs wnsidcmd. DOL =1.60 3) Minimum storage attic loading has been appliod in umudan xnith 1BC f M7.1 4)A 250 Ib:: mewing point live load has bxn applied to the BC concurrent with other dead+ live loads Member Forces Table indicates: Menberll), mac CSk max" face, (nac oocrpr. face ifdi%=t from nee axial face). Only focus Beater dim 300lbs ae shown in this table TC 12 0102 1,080lbs (271bs) 3A 0217-1,575lbs 5-6 0657-1,290lbs 33 0155-510lbs 1 45 047,s �3lbs ;U 12-12 0.11'-1,tZ5lbs 3-10 0.083 . 8n 54S 0.037 323 ]hS 2-10 0289 1.503 lbs (2116) 341 0183 9531bs 6S 0228 1, 1851bs 12-10 Q126-1,111lbs 14-8 0109 3561bs 16-7 0-096 -86llbs Notes l) links noted olhmvice, do not art or alrcrnrs truss member orpltle wilhoutprior appmval f um.aPmFessionalFngmar 21 The fabrication tnfcraace forths nxoftruss is 20 9o(Cq = 0.901• 3) lianger is forgaphi - l intmprelalkin E)nh• Install hanger Mmanufacwt?s nrcommeMawn. 41 Btacc bottom chord w It approved shunting orpurlim per Bracng Summrus. 5)Atlrxstnne ayLb ordlis toss has been dv5%ned with a parel point in the xe:E 1Ulparid points Lin such webs 0a be bmrul knera% perpendicular to the plane ofthe 15 " of a3ch web pane! point 6)A c7oT fwcAirof 1-00 has bwhapplivd rorlhistruss atua[ysis. 7)Due to ne9mver tins in grawy load cw,[z, spor6 c(mn&1x)ns to the bearing surface atjoint 1 may need to be considered 8) UWd stand upliftr=hons boxied on MWFRS Only loading. L-XC 6/30/20 L:�rrd b1:e�� ,]mil [� io>.tit:uFii vill3ui I rLL?L•RSONSFABfliCATItiG,Hi"IDLIi+IC:,ER>z' 0I)Ri\STALLItG.s\YTRI,1111A,E1 LIPONTHISTRC755DESIGNI7R11YINGAR);INSTRUCIEDTo TnleSttild�TnssSofivarev5.6.313 JHF EIt Tt},ILLOF TI-IEIN'5TRVClUIN-S, LIN HTATIONSAND QUALIF IC A70NS SETr0 tIH IN,M LEAGLE \-IETrIL PRpAUC_75 DESIGN NOT13 ISSUED WITH THIS DENICINAND AWL,BLEFRom EAaLCUPON REQUFSF DESIGN \r.UM ONLY WHEW FACLEh.Il- D%CQNNEL-K)RS ARE LfSED. Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN 17-7-8 PITCH QTY OHL OHR CANT L CANT R PLYS 4/12 5 1-0-0 0-0-0 0-0-0 0-0-0 1 18-7-8 1- 2-9 8 2-8-0 fi-1-0 6 1-0 2-9-8 5-5-8 1 11-6-8 17-7-8 1 0-0-0 0-9-0 I 2-9-8 1 2-8-0 1 2-9�-8 5-5-8 IAll plates shown to be Eagle 20 unless otherwise noted Loading (Ps>t)LRep eral CSI TCLL : 20 ode . CBC 2016/ TC: 0.49 (4-5) TCDL: 20 TPI1-2014 BC: 0-57(7-8) BCLL : 0 br: Yes Web : Q50 (4-8) BCDL: 15 erDO.L 115% Truss: B I JobName: binder -remodel Date: 11/30/ 18 13: 04:39 Page: 1 of 1 6-1-0 6-1-0 0-9-0 11-6-8 17-7-8 7 Deflection L/ (loc) Allowed VertTL: 015in L/999 (6-7) L/240 VertLL: 005in L/999 (6-7) L/360 Horz TL: 0 02 in 6 Reaction JT B Ci2mbo Br 1AWUt R d B Wdth Max Rcact Max Grav Lr fill Max WmUd lilt M;l U Iiti Max Horm 11 55 in 1 50 in i..'_)9 Ibs-124lbs 6 1 1.5 in— 1,143 Ibs Material Bracing TC: DFL #1 2 x 4 TC: Sicadffl orpurlins at4-A-0, Purlin dis& by O&b� . BC: DFL # 1 2 x 4 BC: Sit-tu'd or purlins at 10-0-0. purlk dos ien by.o hL S. Whb: DFL 92 2 x 4 Loads I ) This truss lus been des;igned for dredfl'Ltits dux: to 10 psfbonom chard We 10M plus dead ktads- 21 Tltis truss has been d"sigmif fwt le eHbCs 01`nirxl hails' in wcordanra wik NSCE7-10 vvtith the folbl%ing user detih d input 110 mph (Factored), Exposure C, 1=r)cbsed Gnble Hip, RLsk Cakgory 11, 0%,TaJl Bldg Dints 25 ttx 60. fl; h=15 It End 7-one'rnrss, Both aui "bs considered. DOL =1.60 3 )Mirtimurrr swrageme kWing has been Vpli d n accon3wice 11 th IBC 1607-1 41A L�0 Ibs waving poirttlive bard has beu'rr applied m die BC amcurrmt kith olhrxdead - h a bads. Member Forces '['able indicates: Member m, rt CSL nmc adal foax, (Max wrrpr. woe ifdilmt tiro n aria! ' Onl TC 1-2 0.083 -593 Ibs 3-t 0 467 -939 Ibs ++1 Y foraesletha� 30016s areshown in this table 2-3 0-267 473lbs �4-5 04q)-1.574[he I I' SPACING WGT/PLY 24in 1061bs J ll+d+ 1-1 l 0.346 -1,153 W 18 0.101 2M 1b3 5-n 0 113-1.0171&i . IA 0.179 931 Ibs 48 O499-715lbs 2-9 0339 -678Ibs 5-7 0283 1,4761bs Q , c Notes E 1) [Mess n0le1 othenilsc, do rurtcutoraltnr am buss nterrrbLTor pkft Wilhoutpaurapproval tinm a Piof .;S )n:d Fngara r ' 2) The fabncawn t kTMcc forilvs moft'uts is 21) %(Cq = 0-SOJ. i 3) Hanger is for9Whi -0J M-Prt span ari • TnstUt hanger Pam' 111anufamr& s recomnler dadon ) `- 4) Brace boWmdiord %vfth pprovud shave hing orpurf 'r; Per Brac ngSurnntary. f 6/30/20 5)AtkmIone xeb ofthis truss lagburn des '8+ n%A a P Pnintin due 1srh. A11 parrel pau)tc on such �vebs shag 6� braved laterally perpendicularto rheplane ofthe ,sera) braces shall be- 6" nfeach web panel paint 6)A cxep Jart)rof 1.00 has beat app1W for dtis truss analysis. ' J 7) Lisied word uplift m dlons baF-1 on MWFRS Only loading. C ALLPER4l]NS FAM"',. TtNG, HANDLING, kI=NG ORINS-GILLIN'G ANY -FRUSS BASED tiP()\ T141S TRUSS DESIGN DRAWINQe i REINSMUCI -R) T.Build®Truss Software v5.6.313 REFER TOALL ()FTHE INSTRUCTF[ONS, LM IrCMONSAND QUA LTFICATIONS SEFFORM IN THE MGLE NiEr L PRODUCT'S DESIGN NOnS 1SSLI2D 14TIH THESDESIGNANDAMA) LULGFROMEAGLEUPON"UEST- DES IGN'VWDONLYWHLN' EAGLEXE-I LCONNCtMRSAREUSED. Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 SPAN PITCH 2-10-0 QTY OHL OHR CANT L CANT R -4/12 12 0-M 0-0.0 0-0-0 0-0-0 2-t a0 I f o-10-81-11-8 0-10-8 2-10-0 0 1 2x4 1 12 4 T' 4 4\ 3>�4 \ N iT 4x4 4 - All plates shown to be Eagle 20 unless otherwise noted Loading (pst) General TCLL : 20 Bldg Code. CBC 2016/ U4 (2-3) TCDL : 20 TPI 1-2014 0.06 (4-5) F BCLL: 0 Rep Mbr: Yes 0.03 (2-6) BCDL: 15 LumberDQL: 115% 2x4 1 st- 0-9-0 0-9-0 0-0-0 0-10-8 1-11-8 0-10-8 2-10-0 Deflection VertTL: 0 in Vert LL: 0 in Horz TL: 0 in Truss: B2 JobName: binder -remodel Date: 11 /30/ 18 13: 04:41 Page: 1 of I PLYS SPACING WGT/PLY 1 24in 18lbs L✓ (lac) Allowed L /999 (4-5) L /240 L/999 (4-5) L/360 4 Reaction IT Brd Combo BrRWdth A d Brg Width Max React Max Gran U Iift Mnx Wind L lift 1VIax U lit1 Hoar 7 1 1.5 in — 223 ihs Maxax lbs 4 1 5 5 in 1.50 in 223 Ibs -62 Material Bracing TC: DFL #1 2 x 4 TC: Sheahed or Purlins at6-3-0, Pwlur dtxigrs b)- C)dsets BC: DFL # 1 2 x 4 fib: DFL #2 2 x 4 BC: Sheathed or Purlins at 10{)4l, purlin desLEM by Odazs. Loads 1) Tliis bass Il s lxxn desigraxf for the of bm due In 10 Rifbouotn chord Five load plus dead bads, 2)'M6 truss has bun designed farim c,-&cta ofwuid loads in aaaurdana w1ti ASCE7 - I0 with the following user defined input 110 mph (Factored), Exposure C, Encdosod. Gahk.Hip, Risk Czme ory• 11. ammll Bldg Dims 25 [f x 60 R h =15 it End Zone Truss, Both end wchs Lonsicfucxl. DOL =1.60 3 ] Arlurimrun . tnrsge apic lrr xlutg lists been applied in tk'rordmxe with iBC 1607.1 4)A 250 Ihs mussing point Ins; bid has been applied w the Sc cuncur"I%vilh utherdead � live loads. Member Forces Table indices: Nk nba ID, rnac CS[, mac a" form, (tyre oompr fame ifdiffemt from mac axial fore) Only fats greater 300lbs are shown in this table TC [3C TT JNotes I') Unless noW mhemise do not cuLuralicr any puss member 0r plate nitMut prior approval from aProfessional Engineer. 21 The fhb6n&ntoL=cs: for this axrftruss is n %(Cy - 0.80). 3 I Hanger's Car Waphical mlrepn tipon tmh: Install han8erper rnanui'actunYs nwmmendation. 4) Brace 110ROM chord %kith approved shm1 ingorpurlins per Bracing StlmmaFy 5Al kwt one web of this truss has been designed s%ith a patnJ po nt n the weh. All panel points on such webs shall be braced fawN-� 6 " of ezr «cb pautel pnina perpendicular to the plane of th a&1A brtces'sliall be dump 6)A tamp Facaarof l .(10 has b= applied for drys truss analysis. E X C 6/3 0/2 0 7) Li W xvtd upliilreacprxts based on MWFRS Only loading. �* C] ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEI'FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH TnreBuild9Truss Sofivare v5.6.313 THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEDAL CONNE(TIORS AREUSED, I Eagle Metal Ptoducts OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss: B-GB JobName: binder-femodel Date: 11/30/18 13:04:33 Page: I of2 SPAN 22-1-8 PITCH 4/12 QTY OHL OHR CANT L CANT R 1 0-M 0-0-0 0-5-0 0-M PLYS 2 SPACING WGT/PLY 24in 120lbs 22-1-B 2 2-4-4 1-:4R 4-0-11 4-0-11 4 0-5 4-0-0 1 8-0-11 1 12-1-6 1 16-1-11 120-2-0 4-0-5 1-11-8 22-1-8 T 0-0-0 0-9-0 0-9-0 0-0-0 C�5-0 1-11-4 1-7-12 4-0-11 4-0-11 4-0-5 4-0-5 1-11-8 — 5 2-4 4 4-0-0 B 0-11 12-1-6 16-1-11 20-2-0 22-1-8 All plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CSI Deflection L✓ (loc) Allowed TCLL: 20 Bldg Code: CBC2016/ TC: 0.23(1-2) VertTL: 007m L/999 (12-13) L/240 TCDL: 20 TPi1-2014 BC: 0.27(11-12) VertLL: Din L/999 (17-1) L/360 BCLL : 0 Rep Mbr : No Web : 020 (8-11) Horz TL: 0-04 in 9 BCDL : 15 LumberD.O.L, i 115 % Reaction JT BrgCornbo 13 Width Rs d Big Wtdih Max React Max Grav Uplift Max %Vnd tJ lift Max U lift Mac Hc+r z i I 5.5 in N/A 0 N-5651bs -113 lbs -51i51bs 38 lbs 17 1 5-5 in 150 in 2233 lbs 9 1 5-5 in 110 in 1,208 lbs - Material Brag TC: DFL #1 2 x 4 TC: She W orPurhns at6-3-0. Fortin design by Olhets BC: DFL # 1 2 x 4 BC: Sheatlusi orPurlins at 1[t 0 0, Pullin design [ry Others, Web: DFL #2 2 x 4 1 Loads J1) This truss Im been designed for the effects dwto drag load distnbuL-d along chew stinlls along tic bottom chord from 04W to 21--1-s:200 p[C 2) This buss has been designed for the effects of wind lords in arxrordanoe vvilhAKE7 -10 with the following user defined input- 110 mph I Ftx:mred), Exposure C, Encbo i,%L Gab6'1dip, Risk Cak,;ory 1, Chcmil B.ldgDuns 25 Its 60 fl, h = 15 $ End Zone Tnrss. Both aid weln considard- DOL =1.60 3) Minuntun IMrage:dbc baling has been applied in xconlarim nmli IBC 1607.1 4 !.y?50 hi mov-iag point live trod has bLen appslW to the BC comuncrttwith other dead+ live bads. Member Forces Tableindicates: Manba ID, nac (Sk nsc acial face (rna< eunprr forte ifdiflaact from imc adal fume) Only fats g®tethan 300lbs ae shown in this table TC 12 0228 7441bs 34 0109-1,122lbs 5-6 0-114 -8441bs 7-8 0.105-1,080lbs 23 0.101 473 Ibs 4-3 0 109 -871 Ibs r 7 1) L34 -LI7 bs J 11-12 U65 1XV1lib 13-14 02?3 41314s 17-1 0120 -677lbs 2-[— i3 0250 1,0871bs 14-15 0151 3[r,411n H1711v) Nit =0065 17 0 065 -504 Ibs 4-13 0.W ] }a 1 Ibs 8J7 G.06n Sib G rr 2-15 Q168 0K78741bs 5-13 0068 353lbs 1I Q055-510lbs 74' 0063 457lbs - J 3-14 0.145 777 lbs 8-11 0 199 034lbs [ 12p Ihs) ; 3-14 0-145 77716s 8-11 0 199 1,0341bs Notes i 1) Unless noted otherwise, do not cut or aioer any truss member or play without prior approval from aProfessional Engincer. 6/30/20 2) Gable webs placed at24 " OC, U.N.O. �c 3)Alttxh slat imA gable, blocks tvah 2.r-;t 20gapin5, U.N.U- 4)Snuing shmm is for at-pLvL, vquirctnenls. For *"f-pl re rquz„ nts, refer to BCSI-B3 publisiv�i by the SBCA 5) The fabrication trrkrarim for this roof hw is 20 %(Cq= a. So). L 6)At leaitone web of this trtrks has been designed i6th a p mel point m thew, b. All panel points tin Such w>:bs shall be boxed laterally perpendicular to the plane ofthe truss Lateral brres s be installed within 6 " ofwith web panel poem 7)A creep factor of 1.00 has been applied for this truss analysis. I ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TnteBuildtTruss Software v5.6.313 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SETFORIM IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH TH[S DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: B-GB 1301 MONTALVO WAY, STE 4 dobName: binder -remodel PALM SPRINGS, CA. 92262 Date: 11/30/18 13:04:34 760-423-9479 Page: 2 of2 SPAN PrrCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 22-1-8 4/12 1 0-" 0-0.0 0-5-0 0-M 2 24in 1201bs 9) Due v itcg: a rcaetions in gruvur kW caso, spCOJounncro ns tv the hmmgziur"- rat jDart 1 may med W M ecrosaferod. 9) The folw; shmvn for this mul�-piy truss are per plv and dte rdrbam aru For pkes. T�vo idmixA trcicsts Sball W bull and at6r hed 8s fnllow,y per ph..1 Crd Nails or Gun Nakgaun .133" x31 TC - I om 2 in oc,BC - I m%vii .1_'inoc,Rhbs-Iru%%-iir12inoc _ 10) When applied ksads we on one: side ofgnutra: do not flip gir t- during circler connomr instal Wn. instill conoICANs on the gir&rside where supported bads are applied. When appliEd loads =,on both side of girder, doubieflue sp:Kang and instill Mrofha- oonntxf irs on one side ntf eir&Tand dice [lip the gr&rto insL11 the; otlxrhalfoftere ct nnectn on the apposae side (at doubk- the connecwr spiirmg). Connepts on opposdesides of the gird r shall beoFfsLr 11) Lzural bracing - shall be:atr hed m each ph'. 12)AU fastmers ninmurn ?-I@" long, unless otherwise nobd 13) Na& kt 1 stand 2nd ply shall be offset from suw;ssivepii�s by 1R the nail spacing 14)Listod Alrid upliftrk=(iuns basred on MWFR�S Only IDading-. I I i J F'J F�24 �. 6/30/20 ALL PERSONS FABRICATING, HANDLING, EREMNG OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO TmeBuild®Truss Software v5.6.313 REFER TO ALL OF THE INSTRUCTIONS, LINJITATIONS AND QUALIFICATIONS SEr FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED, I Eagle Metal Products 9 1 L. a z�� U apF m z'a �Nd .a d� V OQ N I SIMPSON HARDWARE SCHEDULE- A -GB (HHUS26-2) A, Al, A2 (MUS26) r B, B1, B2 (MUS26) xRr 1-sn• 5' 2' 8' 6" 6r1� a r e-1/z'• _ I I _ 20-6-111-0 RIDGE FFF TO MATCH EXISTING o 0 0 a a co 9 a ai — N E w a g E ` F o FFF c C 0 y 1' 6-1/2" _ I ' n 9.1W W vi 74 6:6-112' 4' -112". g ~ I — yyJJ IILLI._J. NI h L 7414" existing trusses show top chord to continue 15• a-12" for overhang. Profiles 'AY and "A" might need to continue top chord for overhang Revise if necessary SHOP DRAWING REVIEW © NOEKCEPTIC!"TAlEN ❑ REJECTED suslar R7ECIREcrrEM FEVIRE&FBIJBW ❑ FIAIE OCRFECrIO a WMD This drawing has been reviewed for general conformance with the construction documents only. This drewing may be subject to additional requirements shown In the construction documents. The contractor Is responsible for. all dmenslons, which streti be confirmed and correlated at the Job stW fabrication and techniques of conebuaion; coordination of work with all other trades; and, the satisfactory performed of all work YOUNG ENGINEERING SERVICES Data 12-3-18 By I