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BPAT2016-004678-495 CALLE TAMPICO 9 'P� ECM�NS LA QUINTA, CALIFORNIA 92253, Application Number: BPAT2016-0046 Property Address: 52965 AVENIDA DIAZ APN: 773311026 Application Description: HOLMES / PATIO COVER Property Zoning: Application Valuation: $2,358.00 Applicant: LIFETIME PATIOS P 0 BOX 5806 LA QUINTA, CA 92248 COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: B /License No.: 770843 Date: _f { _ Contractor: 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).: (_)-1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the "work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and. Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( ) 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 performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Nan Lender's Add Owner JULIE oCn Contractor: LIFETIME PATIOS P 0 BOX 5806 LA QUINTA, CA 92248 (760)772-0013 Llc. No.: 770843 (760) 777-7153 ate: 6/2/2016 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ave and will maintain workers' compensation insurance, as required by Section 00 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: _ Policy Number: _ 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 1 should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provi ions. Date: Applicants' / / WARNING: FAILURE TO SECURE WORKERS' COMPENSATION 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 issued 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 following issuance of this permit. ' 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above-mentioned property for inspection. purposes. Date: ---E Signature (Applicant or Agent): FINANCIAL + DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 PAID BY METHOD. RECEIPT # CHECK # CLTD BY' Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PATIO COVER, STD, OPEN 101-0000-42404 0 $97.17 $0.00 PAID BY METHOD ;, RECEIPT# CHECK# CLTD BY DESCRIPTION ACCOUNT CITY AMOUNT - PAID PAID DATE PATIO COVER, STD, OPEN PC 101-0000-42600 0 $95.72 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for PATIO COVER /.COVERED PORCH / LATTICE: $192.89 $0.00 DESCRIPTION • ACCOUNT ' QTY AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $0.50 $0.00 PAID BY -'. METHOD RECEIPT # CHECK # CLTD BY Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00 TOTALS:00 Description: HOLMES / PATIO COVER CONI)mONs Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: UNDER REVIEW Applied: 6/2/2016 SKH ENGINEERED - OPEN Approved: Parcel No: 773311026 Site Address: 52965 AVENIDA DIAZ LA QUINTA,CA 92253 Subdivision: SANTA CARMELITA VALE LA QUINTA Block: 169 Lot: it Issued: UNIT 17 CITY STATE Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $2,358.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 CA Details: 238SF OPEN LATTICE PATIO COVER AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING CODES. LIFETIMEPATIOS@AOL. CHRONOLOGY CONI)mONs CONTACTS NAME TYPE NAME ADDRESS1 CITY STATE ZIP PHONE FAX EMAIL APPLICANT LIFETIME PATIOS P 0 BOX 5806 LA QUINTA CA 92248 LIFETIMEPATIOS@AOL. COM CONTRACTOR LIFETIME PATIOS P 0 BOX 5806 LA QUINTA CA 92248 LIFETIMEPATIOS@AOL. COM OWNER JULIE MUIR 79520 MORNING LA QUINTA CA 92253 GLORY CT 7- FINANCIAL INFORMATION Printed: Thursday, June 02, 2016 4:02:52 PM 1 of 2 SYSTEMS PARENT PROJECTS Printed: Thursday, June 02, 2016 4:02:52 PM 2 of 2 SYSTEMS CLTD DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK '# METHOD PAID BY -By BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $0.00 BSA: PATIO COVER, STD, 101-0000-42404 0 $97.17 $0.00 OPEN PATIO COVER, STD, 101-0000-42600 0 $95.72 $0.00 OPEN PC Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00 SMI - RESIDENTIAL 101-0000-20308 0 $0.50 $0.00 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00 TOTALS:•4• 0• PARENT PROJECTS Printed: Thursday, June 02, 2016 4:02:52 PM 2 of 2 SYSTEMS N" ---=p Bin # City of -La Quinta Req'd Building at'Safety Division - P.O. Box_l 504, 78-495 Calle Tampico r • '. ' Permit # Zd(o- La Quinta, CA 92253 - (-760) 777-7012 � Plan Sets Building Permit Application and Tracking ng Sheet Project Address:' •. _ f = -:`� Owner's Name: • LII - A: P. Number: q'. Address: -5 I Ja Vi Legal Description: City, ST, Zip: ( -�- C�} 12253 Contractor: /FET A7•� -% / D.� Telephone: ^ ` Address: PU �QX�� Project Description: Qod City, ST, Zip: ,LA aV1A)T,4eA Plan Check Deposit Telephone: 71w - 77,7 -QC ;,3. _:_. ........... (O C O V ri (p IR"611. ,,tt State Lic. # : 6 - 7 7D $ '7 . City Lic. #: 3 -;7S8 Arch., Engr., Designer: l Address: City, ST, Zip: ' "Energy Coles. Telephone: an Construction Type: Occupancy= State Lic. #: Project type (circle one): New Add'n . Alter Repair Demo Name of Contact Person: ��"/� f - Sq. Ft:Z4F # Stories: #Units: Telephone # of Contact Person: %IDS bba 'I 700 Estimated Value of Project: a AOO "APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING • PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Cales. Reviewed, ready for corrections Plan Check Deposit Truss Cates. Called Contact Person l Plan Check Balance "Energy Coles. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan V Review, ready for correctionstissue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. A.O.A. Approval Plans resubmitted Grading IN HOUSE: 1n° Review, ready for corrections/issue Developer Impact Fee Planning Apliroval Called Contact Person A.I.P,P, Pub. Wks.'Appr Date of permit issue Sehool'Fees Total Permit Fees 0 ° �:f A o tl o {. o U o C. o t PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. GENERAL NOTES: DESIGN REQUIREMENTS: WIND SPEED CONVERSION TABLE: GOVERNING CODES: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H. CBC AND IBC CHAPTER 16, CBC & 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE' IBC APPENDIX CHAPTER 1. - w- 1 2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND ROOF LNE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES LEVEL 25, 30, 40 & 50 psf) AND THE 2015 ALUMINUM DESIGN MANUAL- ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL AND ACI 318.14 FOR 20, 25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. 25, 30, 40 & 50 psf) DRAWING NOTES: ADDITIONAL DESIGN REQUIREMENTS: 2 ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL HEADER SPAN COLUMN SIZE CBC / IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED 110 MPH 85 MPH 120 MPH 93 MPH 130 MPH 101 MPH 2 ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. SEE CONVERSION METHOD, THIS PAGE, 3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE 2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C. FOR APPLICATION AND USE. MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 3.' OCCUPANCY CLASSIFICATION AND RISK CATEGORY: 11, 11. 4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE 5. SEISMIC DESIGN PARAMETERS: SITE DESIGN PARAMETERS: o TECHNIQUES, SEQUENCES AND PROCEDURES. 5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER. 6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. 3 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. 8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. 9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON EXISTING OR NEW CONRETE SLABS. 10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL o CARPORTS. 11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. DESIGN CONSIDERATIONS: 11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT. 12. MINIMUM COVER PROJECTION IS 10'. 4 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG. 14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SEI 7. 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7. 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES," IN ACCORDANCE WITH ASCE/SEI 7. ° 17. THE RATIO (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONE (1). 18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT BE LESS THAN ONE (1). MATERIAL SPECIFICATIONS: 5 19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER ° TABLE 1806.2 AND SECTION 1806.3.4. 23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. 24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. 6 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976 OR APPROVED EQUAL. 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF). 28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2, ° EXCEPTION 2. THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND 7 SPEED BY 0.6 ' EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SHALL BE BASED ON 85 MPH =110 MPH. 0.6 ° WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND 8 SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. SEISMIC DESIGN CATEGORY: D f MAPPED SPECTRAL RESPONSE COEFFICIENTS: S3= 1.50, S, = 0.6, S� = 1.0, Sa = 0.50 RESPONSE MODIFICATION FACTOR, R:1.25 6. DESIGN ASSUMPTIONS: A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10' A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: I EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT. AT A MINIMUM. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: A. TITLE SHEET AND GENERAL NOTES. I B STRU TURAL CON- GURAT ON I SOLID OR LATTICE ROOF FREESTANDING OR ATTACHED SITE ADDRESS: WIND SPEED & EXPOSURE: C. BASED ON THE REQUIRED DESIGN LOADS, MITE -SPECIFIC RAFTER AND/OR PANEL SPAN D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE STRUCTURAL SITE-SPECIFIC DESIGN LOADS. E. APPROPRIATE STRUCTURAL DETAILS. F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING ENGINEERING FIR M JURISDICTION. 7 SHEET INDEX •%�LENG/NEED/NG SHEET # SHEET TITLE / DESCRIPTION STRUCTURAL ENGINEERING 26030 ACERO SUITE 200 PHONE: (949) 305.1150 T 0 TITLE SHEET DESIGN LOADS GENERAL NOTES MISSION VIEJO, CA 92691 FAX: (949) 305.1420 SH -1 .............SOLID PANEL STRUCTURES STRUCTURAL ENGINEER SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN IL ROSEPINK, SE 5885 SH -3 .............PANEL SPANS TRI=V, W -PANEL & FLAT PAN POINTOFCONTA SH - 4 ............MINIMUM FASTENERS I . ONYTRAN U NTA l OF LA I SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS & SAFETY DEPT. SH -7 ............HEADER BEAM TYPES, COLUMN / POST TYPES BUILDING SH -8 ............EXISTING EAVE CbNNECTION DETAILS°D SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS FOR CONSTRUCTION SH - 10 ..........COLUMN SH -11 ..........LATERAL / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS FORCE R_ ESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS Q Z L SH - 12 ..........BEAM TO POST &'LATTICE TUBE TO RAFTER CONNECTION DETAILS f `� BY SH - 13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS DATE SH - 14 ..........BEAM TYPES FOR "ATTACHED & FREESTANDING SOLID COVERS - SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF LL, 110-130 MPH SH - 24-27 :....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH SH - 34-36 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH SH - 37-38 .....LATTICE COVER$ ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 110-130 MPH SH - 39-40 .....LATTICE COVER; ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH SH - 41-42 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH SH - 43-44 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH SH - 45-46 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH SH - 47 ..........INSULATED ROOF PANEL ATTACHMENT DETAILS SH - 48 ..........SNOW DRIFT DESIGN SH - 49 ..........SPAN REDUCTION FACTOR TABLES SH - 50 ..........ADDITIONAL STATE LICENSURE STAMPS �7 2 C\j DATE 0349.16 W W CD N L•N C5 Z LLJ rn m ZU �p W uw>- ULI Li- . F Q Z L M0 L6 ' � U) O N �cl CT> QRpFESSIp�C 7o, o S5885 OF CA0 03-09-16 DURALUM IAPMO 0195 AHJAPPROVAL I REVISIONS l MARK I DATE DESCRFrION 4 STEL JOB k 16.1071 DATE 0349.16 DRAWN BY AT CHECKED GM TITLE SHEET, DESIGN LOADS, GENERAL NOTES T-0 0 OF 50 SHEET: 1 r�. 0 4 ° 5 .1 VF8r yE PRO✓ECTLe S , N E Y o • � o h I SOLID PANEL STRUCTURES ROOF ROOF [OVERHANG, ATTACHMENT OVERHANG, OR WOOD, OR SEE DETAIL A, B & C, LE OR WOOD, OR CONCRETE ROOF PANEL SEE TABLES SHEET 8 qN NGTy OF CONCRETE WALL SEE SHEET 4 FOR ROOF SygLL STRUCTU WALL SEE SHEET 8 PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT. THF pR T SELF RE VAR/ES SHEET 8 SPAN 31/2" SLAB ATTACHMENT MAY BE USED NOTE: NO SPLICE AT EX IOR POSTS WHERE PERMITTED. SEE TABLES NOTE: EACH COMPONENT IS INTER - FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION ROOF PANEL SEE TABLES SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING BEAM. OF ST RUCT URE VgRIES ATTACHMENT ROOF PANEL SEE TABLES SEE DETAIL A, B & C, SHEET 4 FOR ROOF SHEET 8 - ° PANEL ATTACHMENT TO BEAM - SEE TABLES FOR POST SPACING SUPPORTING WALL EXTERIOR POSTS. HANGER & BEAM. 6 SEE DETAIL 11, SHEET 12 _ O. SPAN: 2 "O.H." NOT TO EXCEED 25% OF ROOF PANEL POSTS, SIZE VARIES ALLOWABLE SPAN EX FNOT TO SEE DETAIL 11, SHEET 12----,'� S ° NO BEAM SPLICE AT OST SPAC / SEE EXTERIOR POSTS. TgSCES POSTS, SIZE VARIES ALL �M Ow�L E SEE SHT. 11 FOR MINIMUM 3 1/2" SLAB ATTACHMENT' 3 NUMBER OF REQUIRED COLUMNS SP 4 ° 5 .1 VF8r yE PRO✓ECTLe S , N E Y o • � o h I SOLID PANEL STRUCTURES ROOF ROOF [OVERHANG, ATTACHMENT OVERHANG, OR WOOD, OR SEE DETAIL A, B & C, LE OR WOOD, OR CONCRETE ROOF PANEL SEE TABLES SHEET 8 qN NGTy OF CONCRETE WALL SEE SHEET 4 FOR ROOF SygLL STRUCTU WALL SEE SHEET 8 PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT. THF pR T SELF RE VAR/ES SHEET 8 SPAN 31/2" SLAB ATTACHMENT MAY BE USED NOTE: NO SPLICE AT EX IOR POSTS WHERE PERMITTED. SEE TABLES NOTE: EACH COMPONENT IS INTER - FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION ROOF PANEL SEE TABLES SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING BEAM. OF ST RUCT URE VgRIES "O.H." NOT TO EXCEED 25% SUPPORTING HANGER N BEAM. O. "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN � SEE DETAIL 11, SHEET 12FGR IE S OjECT/ONS Ty,� = MANDArTGR-Y SP NO BEAM SPLICE AT OST Sp N/ SFE'rAet BEAM - SEE TABLES FOR POST SPACING ALLOWABLE SPAN / EXTERIOR POSTS. SNG 6 SEE DETAIL 11, SHEET 12 FOR MANDATORY SPLICE.p0 NO BEAM SPLICE AT POSTS, SIZE VARIES BEAM -SEE TABLES EX FNOT TO iv SEE SHT. 11 FOR MINIMUM FOR POST SPACING OFB O25% POSTS, SIZE VARIES NUMBER OF REQUIRED COLUMNS X ALL �M Ow�L E 0 3 1/2" SLAB ATTACHMENT' NOrTO < SP MAY BE USED OF g o WHERE PERMITTED. OI`V' S' MAY BE USED SEE TABLES TO CONSTRAIN 7 FOOTING, SEE NOTE: EACH COMPONENT IS INTER - TABLES FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER SEE TABLES SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: EACH COMPONENT IS INTER- TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION "O.H." NOT TO EXCEED 25% OF ROOF PANEL Lu ALLOWABLE SPAN / 6 SEE DETAIL 11, SHEET 12 FOR MANDATORY SPLICE.p0 NO BEAM SPLICE AT M Sl'gN/ TSP SEE BEAM -SEE TABLES EXTERIOR POSTS. Tye�Es NG FOR POST SPACING POSTS, SIZE VARIES X 0 NOrTO < OF g o OI`V' S' MAY BE USED LESpgN TO CONSTRAIN 7 FOOTING, SEE TABLES FOOTINGS SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "C" FREESTANDING W/ CANTILEVER OPTION 8 ROOF PANEL SEE TABLES MIN. 0.25" SLOPE SHEET 4 FOR ROOF PANEL PER FT. ATTACHMENT TO SUPPORTING BEAM. O. "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12�/ FOR MANDATORY SPLICE. NO BEAM SPLICE AT EXTERIOR POSTS. POSTS, SIZE VARIES - MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES FOOTINGS SEE TABLES PoSM SPgN/ 'EE TAB SPAS �C BEAM - SEE TABLES FOR POST SPACING Alt 17-ji op,q, _ S'IIpgN W NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION J Ll Z N W CD W N cs, ori W `) oW w uw> - h Q Z � O U) O N cl QROFEss ►c�c S5885 -OF CA1-\FOS . 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS wvac DATE DESCRFrron 4 STEL JOB # 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM SOLID PANEL STRUCTURES SH -1 1 OF 50 SHEETS CD OPEN LATTICE STRUCTURES W o N C-0Lo � M t RAFTER, SEE TABLES WALL LEDGER OR 'u� , =) C) F ROOF rl k/ST /HCe�/�O/NG `� FX/S�NGe� &OVERHANG, DETAIL AB O ° WALL LEDGER OR p/y ROOF OVERHANG, G SSEE HEET B, �, O of W_ MAX. O.H. H SEE DETAIL A,B & C, y/ 25% OF RAFTER SHEET 8. p W 2 4•I; OI ALLOWABLE RAFTER, SEE TABLE QSPAN Z kl % r �Fcq'q 049SlFS AG` 25%OLF RAFTER O.H o O 2 q1 AOW LE �S�p co SPAN N M SR qc/hc ,0")�. � ° DETAIL 11, SHEET 12 �G� G• NO BEAM SPLICE AT EXTERIOR POSTS M N W QRQFESS 1� C�3��o HqA i c7 LENGTH OF STRUCTURE VARIES G MANDATORY BEAM SPICE - SEE _ K v = DETAIL 11, SHEET 42 3 POST WITH SIDE PLAT S� S NO BEAM SPLICE AT EXTERIOR POSTS Op �qa pp �vM SEE SHT, 11 FOR MINIM M ti S5885 S STS SpK COLUMNS NUMBER OF REDUI � LENGTH OF STRUCTURE VARIES �G IIII ✓- t FTq� f FhGI S eFg4 9F 3 1/2' SLAB ATTACHMENT I • o POST WITH SIDE LATES OST Sp L� = P ° MAY BE USED WHERE NOTE: EACH COMPONENT IS INTER- sF TSAgp�i PERMITTED. SEE SHT. 11 FOR MINIMUM SFFl Ogp/N i NUMBER OF REQUIRED �FQ�" ' FTgSC�Tc (` SEE TABLES ge�Fa COLUMNS OF* CAU CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. s FOOTING WHERE REQUIRED, SEE TABLES NOTE: EACH COMPONENT IS INTER- a ssp 31/2' SLAB ATTACHMENT 03-11=16 NOTE THIS OPEN LATTICE -TYPE STRUCTURE CHANGEABLE WITH ANY OTHER S�cFTpI MAY BE USED WHERE MAY NOT BE COVERED. COMPONTENT UNLESS OTHERWISE SHOWN. 1e�FSc 4 SEE TABLES NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES „ DU RALU M TYPE_"E" ATTACHED SINGLE- SPAN LATTICE STRUCTURE' TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE IAPMO 0195 • AHJAPPROVAL 5 RAFTER. SEE TABLE FOR SIZE AND SPACING MAX. O.H. 2 , 25% OF RAFTER O.H. 3^OpMq101" ' RAFTER, SEE TABLE FOR ° ALLOWABLE AND SFR pSPAN OST MAX. O.H. O.H SpgcNgNC 25%OFRAFTER ALLOWABLE ?S, �qi 1 SPAN ti pOSTS,ogA'G • 6 qc/Nc . 1 REVISIONS 3gg 33 MNL( DATE DESLJUPTIDN p�6 a 52 '�> ° W LENGTH OF STRUCTURE VARIES 0� h glVp MANDATORY BEAM SPICE -SEE ogrAil= i 4. swc- 0�6 0� `C I - NO BEAM SPLICE AT OST CROSSSECTI LENGTH OF STRUCTURE VARIES G �O SEE POST DETAI 4STEL JOB # 16-1071 EXTERIOR POSTS S Sic TSp MANDATORY�BEAMSPICE-SEE FT�CFS Y POSTCR 9996 DATE 03-0316 7 Nc 3 1!2' SLAB DETAIL 11, SHEET 12 p SEE POST DETAILTION, NO BEAM SPLICE AT O SFF TSa 9 9 MAY BE USEDNOTE: EACH EXTERIOR POSTS NENT IS ER T��FS �C OANY CHANGEABLE WITH OTHER sF STsp FOO NG, SEEN 3 1/2• SLAB FT qCj DRAWN BY AT COMPONTENT UNLESS OTHERWISE SHOWN. geCFS 1G TABLES MAY BE USED °o TO CONSTRAIN CHECKED GM NOTE: EACH COMPONENT IS INTER- NOTE. THIS OPEN LATTICE CHANGEABLE WITH ANY OTHER SFF TABLESFOOTING, SEE DPE STRUCTURE S�OgC,/ ° MAY.NOT BE - J. �IFSAG I FOOTING SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. § NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES OPEN LATTICE MAY NOT BE COVERED. L STRUCTURES - e TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE l a SH -2 I� 2 OF 50 SHEETS 1 ° 2 3 4 5 6 q O o O (, O V O _ t' O O V_ O ry O � o � SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C 24" TRI -"V" PAN 2I2, I12" x 3 1/2"W PANEL 6"18' x 2& FLAT PAN R=.117' -i 09R U.S. �2S, .ao• .3s• r'40• .n• .i s• 160• { I .77• { .67• _F 67' 40' 75' 43, ,45' - rm cSEE TABLE 35 0; CALL UNMARKED RADII ,06R) !r BELOv> ,65' T= (SEE TABLE - .70' 25' 1%.1 s• BELDv> 282' z r.39• T= (SEE TABLE BELOW) T Z 6' �- a• 1. o• -as• ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE ------F- 1020 ROOF LIVEISNOW LOAD, pst 25 30 40 50 12'x3Yz"xO.02O" - 0.88 0.83 0.75 0.80 24"x2Yz°xO.018" 0.85 0.80 0.65 0.65 - 24"x2y'xO.024" 0.90 0.88 0.70 0.65 - 24°x2,Y{xO.032" 0.90 0.88 - - 1-192- 8'-9" 8'-11' 8'-5• 8'-6'8'-2° 7'-6" 24" TRI -"V' PAN 11,_3" 11,_3• 11'_3" 11,_3" 11,_3" 12"x 3 1/2"W PANEL 10'-3" 10'-3" WSL PANELT (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN 9'-1" LUSL PANELT (IN.) 110M SPAN 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 9'-2' 018 10'-3" 10'-3' 10'-3" 10'-3' 10'-3" 10'-3° 9"-W 8'-6° 8'-i 8'-1• 8'-2' 7'-5' 13'-7" 10'-10' 020 1 () 13'-9° 13'-9" 73'-9" 13'-9• 13'-9" 12'-0' 11'-1' 17'-2' 10'-7" 10'-7• 13'-9" 9'-11' .024 12'-3" 10' 4" 12'-3" 9'-9" 12'-3' 9'-9" 12'-3' 9'-2" 12'-3' 9'-3' 12,_3" 8'-7" 024 15'_3" 13'-2" 15,_3• 12'-7" 15,_3" 12'-8' 15,_3" 11'-10" 15'_3" 12'-0' 15,_3° 11'-1' 10 12'-2" 12'-2" 12' 6" 12'-1' 10 .032 14 -3" 14 3" 14 3° 14 3° 14 -3" 14 3" 12' 8" 12'-1' 12'-1" 11'-2" 11'-3° 10' .032 17'-7" IT 7" 17'-7" 17'-7" 1 T-7" 14'-1' 17'-7" 13'-3' 13' 4" 018 8 -4" 8 -4" 8'-4- 8 -4" B -4" EV -4" 7'-9" 7'-5" 7'-5" T-2" T-2' 6'-10• 040 19 -7" 19 7" 19'-7" 19 -7" 19 -7" 17'-7" 16'-8' 16'-9" 15'-9" 16'-0 19'-7" .024 0-1• >8--8 8 -8' 10-1" 8' 4' 10 1• 8'-5" 10-1• 8'-1 • 10-1" 8'-1' 101" T-9" 020(1) 020(1) 11'_3" 10'-1 ° 11'_3" 9' 6" 11'_3" 9'-6" 11'_3° 9'-0" 11'_3" 9'-1' 11'_3" 8' 8' 20 12-1' 10'-3" 032 12'-1" 12'-1" 12'-1' 12'-1• 12'-1° 12'-1" .024 12' 6• 72'-6• 12'-6" 12' 6" 12' 6" 12'-6" 9'-2• 7' 8• 9'-2" 7' 6" FREESTANDING so 10'-9" 10'-3' 10'-4' 9'-8' 9'-9' 9'-9' 9'-5- 20 20 11'-2" 10'-9" 10'-9' 11'-8" 11'-2" 11'-3" 10'-7" 7'-3" 7'-3" 7'-3• 7'-3" T-3" 7'-3' 13'-0• 14' 8" 14' 8" 14' 8" 14' 8" 14'-8° 14' 8" 9'-T' .018 9'-3' 9'-5' 8,_11• B 15'-6" 15'-6• 11 -3" 11 -3' .032 11'-3" 11'-3" 71 _3" 11' 4" 11'-6" 11'-0° 11'-0' 040 7 8' T-4" 7' 4" 7'-1' T-1' 6'-10° 13'-1" 12' 8" 13'-3" 12'-9° 12'-9" 12'-4' 12'x' 11'-7° .024 8'-9• 8'-9• 8'-9" 8'-9" 8'-9" 8'-9" ,040 16,_3" 16,_3" 16,_3" 16,_3" 16,_3° 16,_3" 25 12'-0" 11'-10" 040 , 5'-6" 15'-2" B'-5• 8'-1" 8'-1" 7'-9" 9'-9" 15.1° 14_7, 14.7• 13.8• 14.1• 13_2• 9, 8. 9,$. 9'-0. 9,_8" 9,_6. 9,$. .020 - 11,_1" 1,_1 8'-8° 8'-3" W-3" T'-10" .020 10'-8' .032 .032 10'-6" 10'-2° 10'-2" 9'-7' 9' 8' 9'-2' 10'-4" 10'-4" .020 (1) 9'-10" >9- 9'-3" 11-1° 11-1" 11 -1' 11-," 11 _1• 6-7- 6 -7' 6 -7" 6 -7" 6 -7" 6' -7" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 024 018 V 7" 9'-7- 9'-2" 9'-3" 8'-10" 25 024 12'-0" 024 11'-7" 10'-10" 11'-0" 10'-6" 11'4' 11'-4" 1V-4" 7'-3" 7'-0" T-0" 6'-9" 6'-10' 6'-7" 12_1• 12_1• ,2'-1• 11'-0" 10'-7' 10' 8' 10'-2" 10'-3" 9'-9' 11'-3" 11'-3° 25 10'-10' 8,_3° 8'-3° 8'-3" 8'-3" 8'-3• 8'-3' 13'-1" 13,_2° 13,_2• 13,_2„ 13,_2• 13,_2" 13,_2" 12'-3' 12'-3" 12'-3" 30 .024 13'-7" 13'-1" 13'-1° 13'-," 13'-1" .032 .040 8'-3" 8'-0" 8'-0° T-9" T-9• T-5` 13'-3" 13'-1' 12'-7' 12' 8° 12'-2' 12'-3" 11'-0" 9'-1" 9'-1" 9'-1" 9'-1' 9'-1" 9'-1' 14'-1" 14 _2" 14.2• 14.2" 14'_2" 14 _2" 14.2" 9' 3. 9-3- 032 9.9. 9'"9" 9,_9. 91_9. 9,_9. 020 .040 020 9'-10" 9'-6° 9'-6° 9'-1' 9'-2" 8'-10' 8'-5" 8'-1" 8'-1° 15'-0" 14' 4' 14'-2' 13'-7" 13'-8" 13'-0" 9'-7° 9'-7" 9'-2' 9'4" 8'-11" 10'-6° 10'-0• 10'-6" 10'-6" 10'-6" 10'-6" TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE ------F- 1020 ROOF LIVEISNOW LOAD, pst 25 30 40 50 12'x3Yz"xO.02O" - 0.88 0.83 0.75 0.80 24"x2Yz°xO.018" 0.85 0.80 0.65 0.65 - 24"x2y'xO.024" 0.90 0.88 0.70 0.65 - 24°x2,Y{xO.032" 0.90 0.88 - - (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY .020(l) 9'-1° e'-1• s' -t" 9'-t• 9'-1• 9'-,• ° APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN 6"x 2 Y• FLAT PAN 1-192- 8'-9" 8'-11' 8'-5• 8'-6'8'-2° 7'-6" IN TABLE 1 ABOVE. 11,_3" 11,_3• 11'_3" 11,_3" 11,_3" 11,_3" 10'-3" 10'-3" 020 12'-0"�126*.12'-0• .024 10'-3' 9'-1" 9'-1" 8,_10" 6_10" 8'-7" 14'-7" ,2' 8• 40 14'-7' 12'-0° 10'-6" 10'-1" 10'-2• 9'-7" 9'-9" 9'-2' 13'-7° 11' 6" 30 13'-7" 10'-10' 12'-6" 12'-6' 12'-6" 12' 6" 12'-6" 12'-6" 5'-10' 12'-9" 5'-10" 12'-1" 7 NOTE: PANEL FASTENERS 10 .032 11'-3" 11'-1' 11'-0" 10'-T 10'-8" 10' 3" .032 12'-2" 12'-2" 12' 6" 12'-1' 11'-10' 11' 6" 11' 6" 11'-1" 040 13'x" 13' 4' 13' 4" 13' 4" 13'-4" 13' 4" >12Z- 19'-4" 17' 6" 19'-4" 16'-10" 19'-4" 17'-0" 040 12'-8" 12' 4" 12' 4" 12'-1" , 2'-1' 11'-8" 10-2" 9'-1' 020(1) 8-2" 14'-2" 13'-6" 13'-6° 13'-0" 13'-3" 12'-6" (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY 020(1) 9'-1° e'-1• s' -t" 9'-t• 9'-1• 9'-,• ° APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN 6"x 2 Y• FLAT PAN 8'-3• 8'-1° 8'-1° 7'-10" 7'-10" 7'-6" IN TABLE 1 ABOVE. LUSL PANELT (IN.) 10'-3" 10'-3° 10'-3" 10'-3" 10'-3" 10'-3" 020 12'-0"�126*.12'-0• '024 10'-3' 9'-1" 9'-1" 8,_10" 6_10" 8'-7" 14'-7" ,2' 8• 40 14'-7' 12'-0° 11'-4" 11'-4" 11'x" 11'-0` 11'-0" 11'-0" 13'-7° 11' 6" 13'-7" 10'-9" 13'-7" 10'-10' 13'-7' 10'-1" .032 5'-10° 14'-2• 5'-10° 13' 4" 5'-10" 13' 4° 5'-10° 12'$` 5'-10' 12'-9" 5'-10" 12'-1" 7 NOTE: PANEL FASTENERS 10 .032 11'-3" 11'-1' 11'-0" 10'-T 10'-8" 10' 3" .032 12'-2" 12'-2" 12'-2" 12'-2" 2'-2" 12'-2" ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4 040 17'-7" 15'-7" .040 1 T-7" 14'-10" 17'-7" ,4'-1" 17'-7° 14'-2" ITT' 13'x" >12Z- 19'-4" 17' 6" 19'-4" 16'-10" 19'-4" 17'-0" 19'-4" 16'4" 12'-8" 12' 4" 12' 4" 12'-1" , 2'-1' 11'-8" 10-2" 9'-1' 020(1) 8-2" 8-2" 8-2" 8-2" 8-2" 8-2" FOOTNOTE: "SAMPLE" 12-1" 10'-4" 12-1' 10'-3" 12-1" W-9' 12'-1• 9'-10` 1S'-4" 9'-5" 7'-1" 6'-11• 11'-4° 17'-4" ° FIGURE INDICATES ATTACHED FIGURE INDICATES 11'4• oza 9'-2" e'-0' 9'-2" 7' -to• 9'-2" 7'-10^ 9'-2" 7' 8° 9'-2• 7' 8• 9'-2" 7' 6" FREESTANDING so 10'-7" 10'-7' 10'-T 10'-7" 10'-7" 10'-T 9'-5- 81-11" 20 024 032 11'-8" 11'-8" 11'-2" 11'-3" 10'-7" 13'-0" 13'-0• 13'-0" 9'-7" 9'-T' 9'-7" 9'-3' 9'-5' 8,_11• B 15'-6" 15'-6• 11 -3" 11 -3' 11,_3• 11'-3" 11'-3" 71 _3" 11' 4" 11'-6" 11'-0° 11'-0' 040 .032 14'-2" 13'-9" 13'-7" 13'-0" 13'-1" 12' 8" „'-0" , 0'-10" , 0'-, 0" , 0,_7. , 0,$, 10,x. 45' TYP. .75' ALUM. ALLOY 3004-H36 OR EQUAL 2 N W O m � N CD IO Z ��M W � c-0") c) uW>- Q Z Lf� O. r co fn Lfj O c/) O ' N cl Nt Q�ypFESS I(�l co S 5885 •1 n - OF CAL 03-11-16 DURALUM IAPM0 0195 AHJ APPROVAL REVISIONS WM DATE DESCRwrON 4 STEL JOB # 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHEETS 8" x 2 y" FLAT PAN 6"x 2 Y• FLAT PAN LUSL PANELT (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PANELT (IN.) 110 MPH SPAN 120 MPH SPAN 1 130 MPH SPAN EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 020 12'-0"�126*.12'-0• 10'-3' 12'-0" 9'-s° 12'-0" 9'-7• 12'-6' 9'-0" .020 14'-7" ,2' 8• 14'-7" 12'-0' 14'-7' 12'-0° 14'-7° 11'x" 14'-7' 11' 6° 14'T10'- ,0'-9" 024 13'-7 1TA" 13'-7° , 11'-4" 13'-7° 11' 6" 13'-7" 10'-9" 13'-7" 10'-10' 13'-7' 10'-1" 024 5'-10° 14'-2• 5'-10° 13' 4" 5'-10" 13' 4° 5'-10° 12'$` 5'-10' 12'-9" 5'-10" 12'-1" 10 10 .032 15'-7" 15'-7' 15'-7" 15'-7• 12'-4" 15'-7" 12' 6° 15'-7" 12'-W .032 18'-0" 16'-2" 18'-0" 15'-8" 18'-01 15'-9" 18'-0" 15'-0" 18'-0" 15'-1" 18'-0" 14'-3" 040 17'-7" 15'-7" ITT' 14'-10 1 T-7" 14'-10" 17'-7" ,4'-1" 17'-7° 14'-2" ITT' 13'x" 040 19'-4" 17' 6" 19'-4" 16'-10" 19'-4" 17'-0" 19'-4" 16'4" 19'-4' 16'-6" 19'4" 16'-0" .020 10-2" 9'-1' 10-2• 8'-9" 10-2" 8'-9" 10-2" 8'-4" 10-2" 8'-6" 10-2" T-11" .020 12-1" 10'-10" 12-1" 10'-4" 12-1' 10'-3" 12-1" W-9' 12'-1• 9'-10` 1S'-4" 9'-5" 11'-4" 11'-4° 17'-4" 1 V-4" 11'4• 11'-4" 13'-3" 13' 3" 13'-3' 13'-3' 13'-3' 13'-3" 20 024 10 -1" 9-8" 91-9. 9'-3- 9'-5- 81-11" 20 024 12'-2" 11'-8" 11'-8" 11'-2" 11'-3" 10'-7" 13'-0" 13'-0• 13'-0" 13'-0' IT -O" 13'-0' 15'-6" 15'-6" 15'-6' 15'-6" 15'-6• 15'-6" .032 11'-10" 11' 4" 11'-6" 11'-0° 11'-0' 10'-6" .032 14'-2" 13'-9" 13'-7" 13'-0" 13'-1" 12' 8" 14'-0" 14'-6" 14'-6" 14'-6" 14'-6" 14' 6° 16' 8" 16'-8° 16'-8" 16'-8" 15' 8• 16'-8" 0.10 13' 6" 12'-10° 13'-0" 12'x° 12'-0" 11'-10" 040 , 5'-6" 15'-2" 15'-2" 14'-10 14'-10" 14'-3F" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 10'-0" 10'-4" 10'-4' 10'-4" 10'-4• 1O'A" .020 - 8'-11" 8'-8" 8'-8° 8'-3" W-3" T'-10" .020 10'-8' 10'-1" 10'-3" 9' 8" 9'-9' 9' 4" 10'-4" 10'-4" 10'-4" 10'-4" 10'-0" 10'-4' 11-1° 11-1" 11 -1' 11-," 11 _1• 11'_1" 25 024 9'-11" V 7" 9'-7- 9'-2" 9'-3" 8'-10" 25 024 12'-0" 11'-6" 11'-7" 10'-10" 11'-0" 10'-6" 11'4' 11'-4" 1V-4" 11'-4" 11'-4' 11'x" 12_1° 12_1• 12_1• ,2'-1• 12_1• 032 11'-10" 11'-3" 11'-3° 10'-9" 10'-10' 10'-0' 032 14'-1' 13'-7" 13'x" 13'-1" 13'-2" 12'x" 12'-3" 12'-3° 12'-3" 12'-3' 12'-3" 12'-3" 13'-1" 13'-7" 13'-1" 13'-1° 13'-," 13'-1" .040 .040 13'-3" 12'-9" 12'-9' 12'-3" 12'x' 11'-9" 154° 15'-t" 15'-1° 14'-8" 14'-9" 14'-1" 9'-3' 9 3. 9'_3. 9'_3. 9' 3. 9-3- 919. 9.9. 9'"9" 9,_9. 91_9. 9,_9. 020 020 8'-5" 8'-1" 8'-1° T-9° 7'-10" T 6" 9'-11" 9'-7° 9'-7" 9'-2' 9'4" 8'-11" 919* 919. 9 9" 9 9• 9.9. 9 9• 10'4" 10'-4" 10'-4' 1O'A" 10'-4' 10'-4" 024 024 30 9' 6' 9'-1" 9'-2° 8'-10" 8'-11" 8'�" 30 11'-4" 10'-9" 11'-0" 10'-4" 10'-6° 9'-11" 10-9" 10-9° 10''9• 10'-9" 10'-9" 10'-9• 1,'-0" 11'-4" 11'-4' 11'-4" 11'-4" 11'-4" 032 032 11'-1" 10' 8" 10'-9" 10'x" 10'-4° 10'-0" 13'-2' 12'$" 13'-0" 12' 6" 12'-7" 11'-10' 11'-7" 11'-7" 11'-7" 11'-7" 11'-7' 11'-7" 12'-3' 12'-3' 12'-3' 12'-3` 12'-3" 12'-3" 040 .040 12'-7" 12'-2" 12'-Y 11' 8" 11'-9• 11'-3" 14'-9" 14'-6" 14'-7° 14'-1" 14'-1" 13'-7" ,4. 8,-4. 8,-4. 8,4. 8,4. 6,4. 91-0. 91-0. 91-0.. 91-0. 91-0. 9,-0. .020 ;>7' .020 7'-8• 7' 6" 7' 6" 7'-3" 7'-2" 6'-11' 9'-1" 8'-10` 8'-10" 8'-T 8'-6° 8'-1" 9,_O. 9,_0. 9,-0. 9,-0. 9,-0" 9,-0. 9.-0. 9'-6 9,_6. 9,_6. 9,_6. 8'-8' 8'-3" 8'-3" 8'-0' 8'-1' 7'-10" 10'-2' 'WI 0" W-10" 9'-7' 9'-8" 9'-3" 40 40 9.9. 9 9" 9 9" 9.9. 9 _9. 9.9. 12 -1" 12'-9" 12'-9' 12'-4• 12'-6" 12'-1" 032 032 10'-2" -9'10" 9'-10" 9'-7" 9'-T 9'-3° 10'-3' 10'-1" 10'-1" 9'-10" 9'-10" 9'-8n 10'-T' 10'-7" 10'-7" 10'-7" 10'-7" 10'-7" 11-2" 11'-2" 11'_2" 11'_2" 11'_2" 11'_2" 040 040 11'-6" 11'-2" 11'-2" 10'-8" 10'-10" 10'-0" 13'-9" 13'4" 13'-0° 13'-0" 13'-1" 72'-7" T 5" T-5" 7'-5" 7'-5" -5'T 8'-3" 8'-3". 8-3" 8'-3" 8'-3" 8'-3" 020 .020 6'-5° 6'-5" 6'-5° 6'-3" 7'-8" 7'-7" 7'-8"024 8 3" 8 -3" 8 3" 8 -3' t7 -9' 8'-9• 8'-9" 8'-9' 8'-9" B'-9" 0248 50 74" T-3 7 3" 7 -1 ° 8'-9" 8'-T' 8'-T 8'-5° 8' 4"032 9-8" 9-8' 9-8" 9-8" 91 8" 9 8' 032 B' 4" 8'-3" 10'x' 10'-3° 10'-3" 10' 9. P9' 9 9. 040 10'-0• 10'x• 10' 4' [10' 4' 10'-4" 10'.4" -_7-'P9 9'-7" 9' 2" 11'-10" 11'-7" 11'-9" 11'-6" 11,_6" 11,_2. 2 N W O m � N CD IO Z ��M W � c-0") c) uW>- Q Z Lf� O. r co fn Lfj O c/) O ' N cl Nt Q�ypFESS I(�l co S 5885 •1 n - OF CAL 03-11-16 DURALUM IAPM0 0195 AHJ APPROVAL REVISIONS WM DATE DESCRwrON 4 STEL JOB # 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHEETS Z N W O N co tf) W rn M Q ai 3 U rn W O u1 ww > Q z.� o� o� Lr) CD cn o 04 Q�pFESS 1�� ti S 5885 w _ OF a It - 03 -11-16 03-11-16 DURALUM IAPMO 0195 AHJ APPROVAL REVISIONS NARK DATE DESCRIPTION 4 STEL JOB # 161071 DATE 03-09.16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -4 4 OF 50 SHEETS H 24'-6" ° o V o u 16" 16" 16" ' 0.024° 6.5" 0.032 r .042 0.042°" • V 0.042° 042 h 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 21'-9" ° 21'-9" RAFTER SPANS FOR OPEN LATTICE STRUCTURES * 2"x6.5" RAFTER 24" ALUM. ALLOY 3004-1-136 OR 110/120/130 MPH EQUAL EXP. B & C EQUAL 1 17'-7" 17'-7" 17'-7" 17'-4" 17'-6" 16'-10" 24'-4" 24" 17'-4" 17'-4" 17'-4" 17'-4" 17'-3" 16" 16" 30 .042 16'-7" 16'-7" 16'-7" 024 16'-7" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 12'-4" z W 12,-4" 12'-4" 3" x 8" RAFTER 14'-2" 24" 16" z W 2" X 6 1 /2" RAFTER 15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 0 W 13'-7" DBL. 2" x 6 1/2" RAFTER 13'-7" 15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10" 11'-9" 11'-9" ^T^ ¢ � .024 22'-1" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1" 40 .042 16'-8"16'-8" 16'-8" 16'-8" 16'-8" F 16'-8" ¢ L) .032 21'-1"24" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 18'-1" 9'-8" 9'-8" Z� a. 9'-8" 24" 110 MPH 120 MPH 130 MPH 15'-8" 15'-8" ^T^ 110 MPH 120 MPH 130 MPH "T^ 110 MPH 120 MPH 130 MPH 0" LUSL (IN) w o LUSL (IN) ai LUSL (IN) of zo 25'-6" EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP B EXP.0 EXP.13 EXP.0 EXP. B EXP.0 21'-10" 21'-10" 21'-10" 21'-9" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" oz 20'-10" 19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10" 20'-10" 16" 20'-10" 20'-10" 15-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10" 16" 16'-3" ° 16'-3" 29'-8" 29'-6" 29'-8" 28'-9" -3"26j'-,3"0.3" 24" 'l4'-9" 13'-3" 12'-9" 16'-0" 15'-10" 16'-0" 15'-0" 15'-9" 13'-8" 14'-9" 14'-9" 22'-6" 22'-4" 22'-6" 21'-1" 22'-2" 19'-2" 10'-7" 10'-7" 10'-7" 16„ 26'-3" 26'-3" 26'-3" 26'-3"'-7" 16" 16„ 14'-2" 14'-2" 14'-2" 14'-2" 20'-9" 13'-9" 11'-7" 11'-7" 16" 19'-10" 19'-10" 19'-10"19'-10"19'-10" 16'-7" 1'-4"10 16'-7" 8'-1" 8'-1" 8'-1"81-11, 8'-1" 8'-1" 24" .042 024 02418'-4" 17'-0" 24'-2" 24'-1" 24'-2" 23'-0" 6" 17'-0" 13'-1" 13'-0" 13'-1" 12'-3" 12'-10" 11'-2" 9'-6"9'-6" 18'-3" 18'=4" 17'-3" 18'-2" 15'-8"24" 9'-6" 9'-2" 24'-6" 24'-6" 216"21'r24- -6" 21'-6"'-0" a 24 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-3" 14'-9" 14'-9" 14'-6" 16'-3" 16'-3" 16'-3" 16'-3" 16'-3" 15'-10" 20'-0" 2 .032 23'-0" 23'-0" 23'-0" 23'-0" 9" 'l 20'-6" 20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2" 20'-6" 20'-6" 28'-7" 28'-6" 28'-7" 27'-9" 28'-3" 25'-7"21'-10" 2--1" 16„ 12'-1" 21'-10" 21'-10" 21'-10"'-10" 11'-7" 16" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 17'-7" 16„ 25'-3" 25'-3" 25'-3" 25'-3" 25'-3" 24'-8" 17'-7" 17'-8" 20 .042 10 .032 10 .032 13'-3" 13'-3" 13'-3" 13'-3" 18'-9" 18'-9" 18'-9" 23'-4" 23'-3" 23'-4" 22'-8" 23^1 20^10^„ FOOTNOTE: "SAMPLE" FIGURE 24" 24„ FIGURE INDICATES 24„ ^„ FREESTANDING 3 0 4 5 ° 6 7 6 * NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT I I .024 32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED 24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED. 25 1 .032 24'-6" 24'-4" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8- 23'-9" 24'-3" 8.0° 16" 16" 16" 0.024" 6.5" 0.024° 6.5" 0.032 25 .042 0.042°" 21'-6" 21'-6" 21'-2" 21'-3" 20'-8" 0.042° 042 I. 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 21'-9" 21'-9" 21'-9" mm * 3"x8" RAFTER * 2"x6.5" RAFTER 24" ALUM. ALLOY 3004-1-136 OR ALUM. ALLOY 3004-1-136 EQUAL OR EQUAL EQUAL 19'-9" 17'-7" 17'-7" 17'-7" 17'-4" 17'-6" 16'-10" 24'-4" 24" 17'-4" 17'-4" 17'-4" 17'-4" 17'-3" 16" 16" 30 .042 16'-7" 16'-7" 16'-7" 024 16'-7" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 12'-4" 12,-4" 12,-4" 12'-4" 12'-4" 14'-2" 24" 16" 15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 13'-7" 11'-9" 13'-7" 15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10" 11'-9" 11'-9" 11'-9" 16„ .024 22'-1" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1" 40 .042 16'-8"16'-8" 16'-8" 16'-8" 16'-8" F 16'-8" 20 .032 21'-1"24" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 18'-1" 9'-8" 9'-8" 9'-8" 9'-8" 24" 15'-8" 15'-8" 13'-8" 13'-8" 13'-8" 13'-8" 15'-8" 15'-8" 15'-8" 17'-3" 13'-4" 13' 4" 13'-4" 13'-4" 13'-4" 13'-4" 17'-3"16" 26'-8" 16" 'l5'-0" 26'-8" 26'-7" 50 .042 0" 15'-0" 15'-0" 15'-0" 15'-0'-;15'-0" 0" 042 15-0" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 032 12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-9" 24„ 25'-6" 25'-6" 24" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-9" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2" 12'-3" 12'-3" * NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT I I .024 32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED 24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED. 25 1 .032 .042 24'-6" 24'-4" TYP. 23'-9" 24'-3" 8.0° 16" 30'-8" 16" 0.024" 6.5" 0.024° 6.5" 0.032 30'-8" 0.032" 0.042°" 28'-2" 0.042° 28'-2" I. 21'-9" 21'-9" 21'-9" 21'-9" mm * 3"x8" RAFTER * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 3004-1-136 OR ALUM. ALLOY 3004-1-136 EQUAL OR EQUAL EQUAL .042 J N O N co L0 W &IM Q Qi U U 0") O cy' W LL. W > — QZL�n co oo O! o �CV � rn /v fESSICWy�\ FSQ5885 OFA 03-11-16 DURALUM IAPM0 0195' AHJ APPROVAL REVISIONS ' wvnc °Are I oeSCRWTI + 4 STEL JOB # 16-1071 24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2" 16" 30'-8" 16" 30'-8" 30'-8" 30'-8" 29-10" 28'-2" 28'-1 " 28'-2" 27'-4" 21'-9" 21'-9" 21'-9" 21'-9" 21'-9" 21'-2" 042 20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0" 24'-4" 24" 17'-4" 17'-4" 17'-4" 17'-4" 17'-3" 16" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 12'-4" 12'-4" 12,-4" 12,-4" 12'-4" 12'-4" 14'-2" 14'-2" 16" 13'-7" 11'-9" 13'-7" 11'-9" 11'-9" 11'-9" 11'-9" .024 22'-1" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1" 24" 16" 1'-1" 21'-1" 21'-1"24" 18'-1" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8"9'-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 17'-3" 16" 17'-3"16" 26'-8" " 26'-8" 26'-8" 26'-7" 0" 0" 0" 0" 15'-0" 15-0" 20 032 12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-9" 24„ 25'-6" 25'-6" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-9" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 20'-10" 19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10" 20'-10" 16" 20'-10" 20'-10" 15-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10" 16" 16'-3" 16'-3" 16'-3" ,042 13'-4" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 24" 'l4'-9" 13'-3" 12'-9" 24" 14'-9" 14'-9" 14'-9" 14'-9" 14'-9" 9'-3" 9'-3" 10'-7" 10'-7" 10'-7" 10'-7" 10'-7" 10'-7" 16" 16" 20'-9" 20'-9" 20'-9" 20' 6" 11'-7" 11'-7" 11'-7" 11'-6" 11'-6" 11'-2" 16'-7" .024 16'-7" 8'-1" 8'-1" 8'-1"81-11, 8'-1" 8'-1" 24" 17'-0" 17'-0" 17'-0" 9'-6" 9'-6"9'-6" 16'-3" 9'-6" 9'-6" 9'-2" 24'-6" 24'-6" 24'-6" 14'-4" 14'4" 14'-4" 14'-4" 14'-4" 14'-4" 16" 16" 25'-1" 25'-1" 25'-1" 14'-9" 14'-9" 14'-9" 14'-6" 14'-7"14'-2" 20'-0" 25 20'-0" 20'-0" 20'-0" 24„ .032 24" 'l 20'-6" 20'-6" 20'-6" 20'-6" 2--1" 12'-1" 12'-1" 11'-10" 12'-0" 11'-7" 17'-4" 17'-4" 17'-4" 17'-4" 17'-4" 17'-4" 16" 17'-9" 17'-9" 17'-9" 17'-7" 17'-8" 17'-1" 042 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 24" 14'-7" 14'-7" 14'-4" FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING J N O N co L0 W &IM Q Qi U U 0") O cy' W LL. W > — QZL�n co oo O! o �CV � rn /v fESSICWy�\ FSQ5885 OFA 03-11-16 DURALUM IAPM0 0195' AHJ APPROVAL REVISIONS ' wvnc °Are I oeSCRWTI + 4 STEL JOB # 16-1071 34'-7" 34'-4" 34'-7" 33'-7" 34'-2" 32'-8" 16" 30'-8" 30'-8" 30'-8" 30'-8" 30'-8" 29-10" 28'-2" 28'-1 " 28'-2" 27'-4" 27'-10" 26'-8" 24" 25'-1" 25'-1" 25'-1" 25'-1" 25'-1" 24'-4" 17'-4" 17'-4" 17'-4" 17'-4" 17'-4" 17'-3" 16" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 24" 13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 22'-1" " 22'-1" 22'-1" 22'-0" 16" 1'-1" 21'-1" 21'-1"24" 18'-1" 1" 18'-1" 18'-1" 18'-0" =26-6-25-6" 17'-3"'-3" 17'-3" 17'-3" 17'-3"16" 26'-8" " 26'-8" 26'-8" 26'-7" 25'6"'-6" 25'-6" 25'-6" 25'-6" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-9" 24" 20'-10" 20'-10" 20'-10" 20'-10" 20'-10" 20'-10" 15-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10" 16" 16'-3" 16'-3" 16'-3" 13'-4" 13'-4" 13'-4" 13'-2" 13'-3" 12'-9" 24" 9'-3" 9'-3" 9'-3" 9'-3" 9'-3" 20'-2" 20'-2" 20'-2" 20'-2" 20'-2" 20'-2" 16" 20'-9" 20'-9" 20'-9" 20' 6" 20'-7" 19'-10' 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 24„ 17'-0" 17'-0" 17'-0" 16'-8" 16'-9" 16'-3" 24'-6" 24'-6" 24'-6" 24'-6" 24'-6" 24'-6" 16" 25'-1" 25'-1" 25'-1" 25'-1" 25'-1" 25'-1" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 24„ 20'-6" 20'-6" 20'-6" 20'-6" 20'-6" J N O N co L0 W &IM Q Qi U U 0") O cy' W LL. W > — QZL�n co oo O! o �CV � rn /v fESSICWy�\ FSQ5885 OFA 03-11-16 DURALUM IAPM0 0195' AHJ APPROVAL REVISIONS ' wvnc °Are I oeSCRWTI + 4 STEL JOB # 16-1071 DATE 03-09.16 DRAWN BY AT CHECKED GM MINIMUM FASTENERS SH -5 5 OF 50 SHEETS A n o v r' r �.. n o i o F ASTM A653 GRADE 50 CP60 3"x8"0.042" BEAM HEADER BEAM TYPES W/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 DBL. 3"x8"x0.042" BEAM 1.52" 3"x8"x0.042" BEAM L ALUM. ALLOY 3004-H36 W/ 12 GA. STL. INSERT OR EQUAL GUTTER N ASTM A653 GRADE 50 G60 1 EXT. CLIP 0.3 75 6 1" ° 1 I �9 SPLICE T=12 GA INSERT T�.125' SPLICEALLOY WHERE I OCCURS ASTM A653 SS 3.0 WHERE OCCURS ALUM. WHERE GRADE 50 G60� 6063-T6 u SPLICE n n OCCURS 032" 6.5 ° 2•jr WHERE 1 4.6" ALUM. 6.656" ° 7.0 0.73° OCCURS 11 II 4.0° 0.110" 0.075° II 3,p° 0.070" ° I 0TYP. - TYP. II IITyp 1 I I --3.0'--I .038' 1 I 2. 4" I I 2 2.08° 1 I ` ___ J 3" SQ.x0.032n ALUM. BEAM 0.375 4175'- 2.93" 3.0" 3.0° .00° W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 G60 3 4 5 e 6 GUTTER FASCIA ALUM. ALLOY 3004-H36 1-2.0"- -1 3.0" MAX. DBL. 2"x155'0.042" B MAGBEAM ALUM. ALLOY 6063-T6 �J ALUM. ALLOY 3004-H36 OR EQUAL J DBL. 2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 .042" TYP. 4.0 7 .0°_-I DBL. 3"x8"4.042" BEAM W/ DBL. 14 GA. STL. INSERT ALUM. ALLOY 3004-H36 OR EQUAL DBL. 3"x8"x0.042" BEAM P W/ DBL. 12 GA. STL. INSERT ALUM. ALLOY 30TO"36 8 OR EQUAL NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. C 4" I -BEAM ALUM. ALLOY 6063-T6 K 3"x8' x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL 3.0 .032" ALUM. I ---3.0"--I D 4.5" MAG GUTTER ALUM. ALLOY 6063-T6 7 T=12 OR 14 GA ASTM A653 SS GRADES G60 0.625" i 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 l 1 3" SQ. STEEL POST { F ASTM A653 GRADE 50 CP60 3"x8"0.042" BEAM _ 40"�M -3.0" 3.0"--J 3.0' W/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM L ALUM. ALLOY 3004-H36 W/ 12 GA. STL. INSERT OR EQUAL N ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. COLUMN / POST TYPES 0.024' 0.032' -11.00. I I 6.15" I, PLUGS .040' ALUM. ,048' STEEL 3.0" 28" r• _ 3" SQ. ALUM POST B ALUM. ALLOY 3004-H36 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 HEIGHT LIMITED TO 3" SQ. STEEL POST 10'-0" MAXIMUM. F ASTM A653 GRADE 50 CP60 #10 SMS @24'0 EA, SIDE 'T' SQ. ALUM. POST D WITH SIDEPLATES ALUM. ALLOY 3004-H36 OR EQUAL 0.075' TYP. 7"I -BEAM ALUM. ALLOY 6063-T6 G W/ 1 "C" INSERT ALUM. ALLOY 6063-T6 HW/ (2) "C" INSERTS ALUM. ALLOY 6063-T6 NOTE: WHERE'C' INSERT OCCURS AS SHOWN IN SPAN TABLES, IT SHALL BE INSTALLED THE FULL LENGTH OF THE 7"I -BEAM. NOTE: EACH HEADER BEAM TOP AND BOI"I OM FLANGES SHALL BE CUT AT EACH INTERIOR COLUMN WHERE 3 OR MORE COLUMS OCCUR. DO NOT CUT FLANGES AT END COLUMNS. @E� MAG POST ALUM. ALLOY 6063-T6 G=3"SQ.xt=0.188" H=3"SQ.xt=0.250" =3"SQ.xt=0.313" 1 -wanes ..a_n 4 00-- K 0" K )=4"SQ.xt=0.250" SQ. STEEL POST ASTM A500 GRADE B C 2 C4 N co Lf) Z � m m 'C5 LL uILLI > QZLC:)c� cn Oo _ o Ncl rn Q��Ess Int S 5885 - 1 . OF CAI�FO� 03-11-16 DURALUM IAPMO 0195 AHJ APPROVAL REVISIONS MA" I - I OESC"wiID" 4 STEL JOB N 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM HEADER BEAM TYPES, COLUMN / POST TYPES SH -7 7 OF 50 SHEETS HANGER CHANNELS AND MOUNTING BRACKETS C �o ASTENERS, E TABLE 3, SHEET 4 ° T=,�6� TYP, W � t-4 N N O 1 Lu f5� M Q ai U d FASTENERS, 1.50" SEE TABLE 3 SHEET 8 300" •078 �6�3 -„'-- W � � W � ALUM. 3004-H36 " N 3 C O ° 1.50" •06 25"R 05 •202" FASTENERS, SEE TA , 6" LLJ > LL. .010"X90" DIA. SEE SHEET 4 0. 5740"S" Q t= 0.04" UZL�n c� co co 563" .281" .200 5° ri � 3" p 2 io o m FASTENERS `� cli SHEET 8 Q CONTINUOUS A- RAIL ROOF PANEL (WHERE OCCURS) � O = j M Cn � O Cn p N ch SEE TABLE 3 a) .06M.— FASTENERS, ALUM.ALLOY FASTENERS, SEE SHEET 4ALUM. o ALUM.ALLOY 6663-T6 6063-T6 ALUM.ALLOY ALLOY 6063-T6 6063-T6 ICyyq� Q�pFESS O ROED O EXTRUDED HANGER/ CONNECTION OC I.R. HANGER "H" BRACKET m� 3 HANGER S5 85 NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf . MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED AT ROOF LOADS EXCEEDING 30 psf. ° (3) %2'O LAG SCREWS 1 1/2" 10# L.L. (2)#14 SMS EA. SIDE O� " OF CALF 20#,25#,30# L.L.=(3)#14 SMS EA. SIDEi BEAM SPLICE TO #14 SDS, 40#,50# L.L.=(4)#14 SMS EA. SIDE T, OCCUR DIRECTLY OVER 5/8" 0 PLASTIC 13 PER SIDE I IPOST. NOT PERMITTED PLUG WHERE 03-11-16 —I 1" 3/4" OR 1 1/2" @ 6 SCREWS I @ 2-POST UNITS SCREW IS INSIDE 4 Q _ PER SIDE I 5' #14 SMS MAY 3„ 2" x 6 1/2" OR 5„ BE USE AS DURALUM I 5" MIN. 3" x 8" ALUM. 3.5" 3.5" ALTERNATE TO i I RAFTER 1/4"0 BOLTS IAPMO 0195 3.5" 3.5" fn 43/4" ° 3.. 3"x8" ALUM. OR 1 1/2" -- —-------- 8" BEAM •5 5^ X �" HEADER U-BRACKET I �1 OR ❑2 I AHJAPPROVAL W EXISTING WOOD STUD FRAMING SEE NOTES ol 3"x8" ALUM. (E) STUCCO BELOW I I 6 1/2" SIDEPLATE EA. 5 2 fit" (E) STUCCO RAFTER 2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L=10 psf I SIDE SEE POST SCHED. 2 EACH 1/2"0 x 3-1/2" LAG SCREWS L.L.=20, 25 and 30 psf #14 SMS EA. SIDE PENETRATION BRACKET 2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf TOP, MID HEIGHT NOTE: LENGTH OF LAG SCREW SHALL PROVIDE (2" MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES .0 THREADED PORTION OF SHANK COMPLETE NOTE: USE LEDGER WHERE RAFTER SPACING SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11 PENETRATION INTO EXISTING CORNER STUD, EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8. " HEADER BRACKET 2 RAFTER TO STUD WALL CONNECTION 3 BEAM TO POST CONNECTION 8 6 REwsioNs 1 1/2" OR 2"LATTICE S.M.S. c DATE DESCRUmm ALTERNATE 1/2" DOUBLE RAFTER- BOLT CONNECTIO PLAN 2 #8 S.M.S. EACH SIDE LATTICE 1 1/2" OR 2" ALUMINUM MEMBER WITH EXIST NG SHEATHING WOOD FILL OR DBL. 3'x8'xO.042 BEAM NOMINAL LEDGER OR DBL. 2'x6.5'x0.032'/0.042' s o ALTERNATE: ALTE LTE4414 J (NEW OR EXISTING) BEAM S.M.S. EACH SEE NOTE, DETAIL B. RAFTER TO COL. { SHEET 8 2"x6.5" OR 3"x8" RAFTER w � 0 ALTERNATE: 1/2" BOLT c I0 o 4STEL JOB # 16.1071 DATE 03-09-16 7 1" .5.0 6' ALTERNATE: 1 FASTNERS, SEE TABLE 3, vi ., SHEET 8 SIB ACCESS DRAWN BY AT 1, (2)-#14 S.M.S. EACH RAFTER , HOLES CHECKED GM TO COLUMN CONNECTION � INSTALL 6 - #14 e 0 3"x 3"STL.POST (24") ALTERNATE: INSERT ATTACHED ORX_(2)-2x6.5"OR3' 92"x6.5"SIDEPLATE (4-TOTAL) X �4' SQ. POST LONG SDS @ EACH 3"x3"STL.POSTCOLUMN(2)-3"x8"HEADER — ALTERNATE: 2 2x6.5" OR (2)-3"x8" HEADER ()' () " ;4 EXISTING HEADER TO COLUMN HANGER CHANNELS AND a FOR FREESTANDING (2)-1/2-BOLT / ALTERNATE: 1" STUCCO OR EQUAL(12 FASTENERS MOUNTING BRACKETS 3"x3"x0.024" (1) - 1/2" BOLT OR 2.5" PENS. INTO EACH WOOD STUD PER R 6 CONNECTOR (2)- #14 S.M.S. EACH RAFTER CONNECTION) 3 a SH-9 DBL. RAFTER /DBL. HEADER CONN. 4 O STUB COLUMN TO DOUBLE HEADER CONN. 5 O EXIST. 6 O 7 DOUBLECOLUMN O O AI TACHM NOT DETAILER DETAIL 9 OF 50 SHEETS A -- n —f U ,, C r o n i .. t COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS ° 1 ° TABLE 1 TABLE 2 z 2 1/8" APART ASTM A500 GRADE B 1 ATTACHED ONLY ATTACHED ANDSTEEL POST ONLY: -r BRACKET @3"SO.POST ' W/ (4)-#14 SMS EA. SIDE OF POST OR 1/2" M.B. THROUGH POST ALUM."T"BRACKET USE WITH FOOTING &ANCHOR BOLTS FREESTANDING ALTERNATE FTG. , I USE POST TYPE I I F, G, H, I, J OR K I I 157" TO 3"WIDE EA. POST S C I I 1/2 DEPTH OF I I FOOTING SIZE BOLTS EMB D. ° ""KET OR 9" SQ. 18" 18" SQ. 12" 17•-22" CUBED (1) (2}3re0 1 7!B" 20• 21" SO. 12• F 1-7/16"0 HOLE E WITH D,E,F,G,H,J OR K. FOOTING OR 12"MIN. EMBD. I I 23" & 24- CUBED (1) (2}11 -0 31/4' 22• 25" SQ. 16' ( 3 ° (2}3/8"0 STRONG BOLT 2 SS EA. BRACKET TO SLAB. 9 1/2" MINIMUM DISTANCE TO EDGE OF SLAB. 33" MINIMUM DISTANCE FROM LE SLAB CRACK TO COLUMN. 4 (1%" MIN. EMBEDMENT) DEI ITH a SLAB SHALL BE IN v POURED CONCRETE FOOTING SEE TABLES GOOD CONDITION E1I •: ; i I ' _ LU •°' I I I" C7 m ! r I I •; Q ~ W Q ': !n ' n. (1)-1/2-OM.B. "•'••: ' x9•' LONG, 1" N,: ,; W w FROM END • •� �• CO OF POST Z 24" 28" SQ. 20" 25'- 30" CUBED (2) (4}1/2.0 311a" 26" 32" SQ. 23• 31" - 34• CUBED (2) (4}518.0 4" 28" 35° SQ. 25" 30" 39" SQ. 28" 35"-39"CUBED (2) (4)-314'0 4314• 32" 43" SO. 30" 34" 47" SQ. 32• 40"-42" CUBED (2) (4}3/4"0 4 3/4" 36' S1" SQ. NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS (ICC -ES ESR -3037) 1) MAY USE EITHER STEEL T BRACKET OR ALTERNATE FREESTANDING BASE PLATE. 38" 55" SQ. 37• 4 FOR SIZE 31/2" MIN. SEE FOOTING IN BEAM SPAN TABLE QQ� POURED CONCRETE SQUARE, SEE FTG. FOOTING SCHEDULE IN BEAM SPAN TABLES 40" 60 39• " Sq. 42" 64" SQ. 41' 44• 69" SO. 43" r— EXISTING SLAB POSTS TO CONC. FOOTING 7 �ATTACHED:COVERS ONLY O ATTACHED COVERS ONLY 2) REQUIRES USE OF ALTERNATE FREESTANDING BASE PLATE. SQUARE POST EMBED. 9 INTO FOOTING 'CUBE FOOTING W! 3 1R' SLAB ° .. t 5 ° 6 .. ALUM. ALLOY 3.00" OR 2.0" 6063-T6 2.40" ° 1:375" q 7/16"0 HOLE FOR 3/8" MB 5I6" 2 FLANGES 2 1/8" APART ASTM A500 GRADE B 1 INSTALL' 1Y" x 1Y" x Y" HDG 1'125" o WASHER PLATE AT ANCHORS i 75" 75" BASE FLARES 7 0 157" TO 3"WIDE EA. 1.60" TYP SIDE OF FLANGES 1.50 ,� .090. TYP. USE FOR 3" OR 4" 1} FOR 3" POST, STEEL POSTS 4" WIDE FOR 4" POST INSTALL 1Y2" x 1y" x Y" HDG 5.50" ° WASHER PLATE AT ANCHORS F 1-7/16"0 HOLE FOR 130 MPH 2- 5/16"0 HOLES—Z 2-3/8" HOLES ( TYP. EA. SIDE NOTE: CONCRETE SLAB ANCHORS SHALL BE NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. %" DIAMETER SIMPSON STRONG -BOLT 2 SS 8 (ICC -ES ESR -3037) CAL M"T"BRACKET O STEEL "T" BRACKET OD (3)-3/4"0 B FOR POST TYPE F, G, H, I, 3" OR 4" SQ. INSERT >" x 0.188" ASTM A500 GRADE B STEEL (4)- SS316 3/4"0 STRONG -BOLT 2 SS STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) INSERT TO BASE PLATE 3/16" POST INSERT 9" SQ. X 5/8" THK. `-' THK. BASE PLATE (ASTM A500 GRADE B STEEL) 1 Y4" 6Y2' 1 Y4" WELDED STEEL BASE PLATE 1 Q ALTERNATE FREESTANDING BASE PLATE ANCHOR v 2 _ Nt W0) 17 N Cfl LO Z w rn CD ch U M s 0 1 ww > QzLLo o r- 2cn C> cn o ccocl �I C3� Q�pFEss 1( 4 Z o S5 85 �; OSA 03-11-16 DURALUM IAPMO 0195 APPROVAL �I---� REVISIONS l 1 MARK 1 MTE DESCRPT10N 4 STEL JOB # 16-1071 DATE 03-09.16 DRAWN BY AT CHECKED GM COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH - 10 10 OF 50 SHEETS A o n o LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS 1 ' JBEAM SPLICE TO Y OCCUR DIRECTLY OVER 5/8"0 PLASTIC POST. NOT PERMITTED PLUG WHERE @ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE C PER SIDEI ,5^ #14 SMS MAY BE USE AS 3.5" 3.5" ALTERNATE TO 1/4"0 BOLTS 3.5" 3.5" 8" BEAM 3 0 4 0 5 6 0 7 0 6 aF 2"X6.5"X0.032" SIDE PLATES 110 MPH 120 MPH 130 MPH Nt OW 0')r 5' 2 2 2 3 3 3 6' 2 3 3 3 3 4 7' 2 3 3 4 3 4 8' 3 3 3 4 4 5 9' 3 4 4 4 4 5 10' 3 4 4 5 5 6 11' 4 4 4 5 5 6 12' 4 5 5 6 5 7 13' 4 5 5 6 6 7 a= m 2"X6.5"X0.042" SIDE PLATES 110 MPH 120 MPH 130 MPH EXP, B EXP. EXP. B EXP. EXP. B EXP. C 5' 2 2 2 2 2 3 6' 2 2 2 3 3 3 7' 2 3 3 3 3 4 8' 2 3 3 4 3 4 9' 3 3 3 4 4 5 10' 3 4 4 4 4 5 11' 3 4 4 5 5 6 12' 3 4 4 5 5 5 13' 4 5 4 6 5 7 NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES. ROL INSULATED ERLOCKINC WALL HANGER CC .5 .5" ❑1 OR ❑2 SEE NOTES BELOW I I 6 1/2" SIDEPLATE EA. SDE SEE POST SCHED. #14 SMS EA. SIDE TOP, MID HEIGHT AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES POST SCHEDULE 3" SQ. x.032" + (2)-2" x 6 1/2"x 0.032"3" SQ. x .032" + (2)-2" x 6 1/2"x 0.042" 1❑ W/ (6)-#14 S.M.S. EACH SIDE. 0.032"- 3" W/ (8)-#14 S.M.S. EACH SIDE. USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING. BEAM TO POST CONNECTION 21 ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED ROOF PLAN FASTENERS, SEE SHEET 4 ROLL—FORMED #14 SMS 0 32'_ D.C. MAX. OR IRP (4 MIN. PER PANEL INTERLOCK) OLL—FORMED PANEL SEE SHEET 4 ROOF HANGER #14 SMS E 32' O.C. 4 MIN. PER EACH JOINT ALUMINUM SKINS TOP 6 BOTT. 0.024' P ROLL -FORMED PANEL INSULATED ROOF PANEL (2) INTERLOCKING SEAM INTERLOCKING JOINT 2 Nt OW 0')r Ncou') LLJ c3 M CTO Q L1_ �- uW W > - QZ O- �- oU) o N CD rn /Q�ypFESS Ico CY�I S 5885 if �A 03-11-16 DURALUM IAPMO 0195 I REVISIONS ' wJIX I DATE DESCRVr10N 4 STEL JOB # 16-1071 DATE 03-09.16 DRAWN BY AT CHECKED GM LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH - 11 11 OF 50 SHEETS BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SPLICE DETAILS 11 BEAM TO POST F DETAILS 12 BEAM TO POST DETAILS 1 SIMPLE SPLICE FULL MOMENT 9. ""1 1'1" 24" 8" 1"1 " (WOOD, ALUM. OR DECORATHARDBORDIVE w 3' 1 1 3" (2)#10 S.M.S.@ EA VALLEY, TYP. (12) -#14 x 1/2' S.M.S. EACH SIDE OF 3' #10 S.M.S. SQ. POST (&TOTAL)) (8 TOT. II #12 S.M.S. II ALTERNATI=• 114'0 BOLT W/ WASHER TYP. THICKNESS = .035 (24 TO TYP. THICKNLNSS =.035- 6.38* --_ iEA. SIDE OF 3' SQ. POST 11 II W -- 2 ALUM. ALLOY 3004-H36 W 50� ALUM. ALLOY 3004-H36 + 1 10• OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED 75 1 O NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR I I i + I i.so I IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS — — 3- SQ. POST °I RUDED FASCIASI-BEAM ALUM ALLOY AS NEEDED TO CLEAR NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED. (606146) ALTERNATE I I '' TO POST W/02 N ECT 0EB 3n� STL. C BEAM TOTAL= (8)-1/2"0 BOLTS THRU-BOLTS @ 4° i -BEAM, 4414 x 1/2• S.M.S. EACH SIDE OF 3" SQ POST AND (3) - 5/8" 0 THRU BOLTS SQ. POST (B -TOTAL) 3 8 SPLICE WHERE 4n OCCURS TYP. ALUM.ALLOY 4 6063-T6 4" I -BEAM @ 7' I -BEAMS ALTERNATE 174"0 OLT W/ WASHER EA SIDE OF 3" ISOO.. POST I ,UTTER FASCIA 3.00' 3' SQ. POST MAG BEAM OR t-- WSQ. STL. BEAM H - BRACKET TO POST 14 RAFTER "TAIL" TO GUTTER NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf 3" x 8" z .042" BEAM, ROOF LIVE AND SNOW LOADS 3" SQ. STEEL OR MAG BEAM10. MOMENT C -SPLICE NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. L 0 4- 5 SPLICE WHERE OCCURS ALUM.ALLOY 6 6063-T6 7" I -BEAM 1 .2!-SQTUBE; o . V-0" 1.00 O 1: 2.00 II O O O O 6 - #14 SDS 3'-0" 16" 1 " 3' 0" @ 7' I -BEAMS ALTERNATE 174"0 OLT W/ WASHER EA SIDE OF 3" ISOO.. POST I ,UTTER FASCIA 3.00' 3' SQ. POST MAG BEAM OR t-- WSQ. STL. BEAM H - BRACKET TO POST 14 RAFTER "TAIL" TO GUTTER NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf 3" x 8" z .042" BEAM, ROOF LIVE AND SNOW LOADS 3" SQ. STEEL OR MAG BEAM10. MOMENT C -SPLICE NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. L 0 4- 5 SPLICE WHERE OCCURS ALUM.ALLOY 6 6063-T6 7" I -BEAM 1 .2!-SQTUBE; o . ALUM. ALLOY 3105-H25 11-50"11.50" . .28" � 2.. } 2 ,�-018 6 MOMENT C -SPLICE 2"x3" LATTICE TUBE "L" FASTENERS V-0" 4 - #14 SDS 2'-0" 6 - #14 SDS 3'-0" 1.j5' O 4,' 1 O O 0 0 EXTRUDED GUTTER _nn ALUM. ALLOY 3105-H25 11-50"11.50" . .28" � 2.. } 2 ,�-018 6 MOMENT C -SPLICE 2"x3" LATTICE TUBE "L" FASTENERS V-0" 4 - #14 SDS 2'-0" 6 - #14 SDS 3'-0" 12 - #14 SDS FASTENER SPACING = 3/4" FASTENER TO FASCIA - SEE TABLE FASTENER TO RAFTER TAILS -SEE TABLE OPTIONAL LATTICE TUBES #14 x 1/2" S.M.S. TOP AT OVERHANG (6)-i#14 SDS @ EA. SIDE & BOTT. (2) -TOT. 3 tT TOP & BOTT. TOT.=24 O ROOF PANEL 0 '; FASTENER ALUM. ALLOY 3105-H25 .28" 3" 2.. ~018, - #8'x 2 "SMS^2 1/2" 3" X 3" ALUM. OR STEEL POST BE-TOTRAFTER--N 1 1/2" SQ., 2" SQ., . 1 OR 2"x3" LATTICE '•'@ 3" O.C. MIN. " TO 6"O.C. MAX. — ------ — 00 GROUP ROLLFORMED OR 0 0 EXTRUDED GUTTER ALUM. BRACKET X #14 S.M.S. @12"O.C. FASCIA 6 1/2"x2"x.024 2' 1- "L" SEE TABLE RAFTER r"U_'==B.RPACKET --RAFTER TO -BEAMS - 3.125" FOR 3 x RAFTER 2.125" FOR 2 x RAFTER t = .040" @ 6063-T6 1 1/2 (6) - #14x %" TEK SCREWS BRACKET TO RAFTER (6) - #14x %" TEK SCR BRACKET TO E 2 W O rn N O Lo Z w rn ch Z � U W 0 LULL uw>- QZ ui ' to O O CV Nt Nt C7 QRpFESS 1l Q tr S5885 OF CAL\FOS 03-11-16 DURALUM IAPMO 0195 REVISIONS NANK nar I DESCPVigN 4 STEL JOB # 16.1071 DATE 03-09.16 € DRAWN BY AT CHECKED GM s BEAM TO POST & LATTICE TUBE TO a RAFTER CONNECTION >i DETAILS i a S H -12 1 11 12 OF 50 SHEETS B 2 N W O N CD LO M u � Z SUS. �w w>— QzLo 0 o� �cf)o • C14 IZI- �9Q�FEss I S 5885 _. r: OF cm-\F 03-11-16 DURALUM IAPMO 0195 AHJ APPROVAL REVISIONS MMX DATE DESCN 4 STEL JOB # 16.1071 DATE 03-09.16 DRAWN BY AT CHECKED GM HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH -13 13 OF 50 SHEETS A 1 0 2 .032" ALUM. 0 3 0 4 ° 5 0 T=12 GA. ASTM A653 SS GRADE 50 G60 I3.0 tf 3" SQ.x0.032" ALUM. BEAM E W/ 12 GA. STL. "U" CHANNEL ASTM A653 SS GRADE 50 G60 BEAM TYPES ).032- .0427-- MAX. 32°.042MAX M DBL. 2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL J DBL.2"x6.5"x0.042" ALUM. ALLOY 3004H36 OR EQUAL DBLUT'. x8"x0.042" BEAM ALM. ALLOY 3004-H36 OR EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES EXPOSURE B 6 FIGURE INDICATES EXPOSURE C WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. WHERE SLAB OCCURS, CUBED FOOTING SIZE MAY BE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY. 7 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB SHALL BE THE SMALLER OF THE MAXIMUM SPACING SHOWN IN THIS COLUMN OR THE MAXIMUM POST SPACING SHOWN FOR THE SELECTED BEAM. 3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE ° MAXIMUM COLUMN SPACING MEASURED AT THE COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR 25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE 9 1/4" MINIMUM. B I I SEE ALTERNATE FOOTING TABLES SHT. 9 FOR ATTACHED COVERS TYP. %K1 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL T=12 OF 14 GA ASTM A653 SS GRADE 50 G60 3"x8"x0.042" BEAM W/ 14 GA. STL. INSERT M ASTM A653 GRADE 50 G60 3"x8x0.042" BEAM W/ 12 GA. STL. INSERT ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE WX8" BEAM. T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 042" TYP. "3.0° 0" 1—+-3.0°— DBL. 3x8"x0.042" BEAM W/ DBL. 14. GA. STL. INSERT ASTM A63 GRADE 50 G60 DBL. 3x8"x0.042" BEAM P W/ DBL. 12 GA. STL. INSERT ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3'x8' BEAM. _r o ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C Z N 3" SQ.x0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL &DILL- 2"x6.5"x0.032" 3"x8"x0:042"BEAM - OR K - - FREESTANDING Z ATTACHED E FREESTANDING MAx.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST MAX.POST FT MIN. MAX.POST MAX.POST FTG• MIN. ATTACHED MAX.COL. SPACING FREESTANDING •ATTACHED �, FREESTANDING m— 3 } MAx•POST FTG. MIN. MAx.POST FTG. MIN. MAX.POST MAX.POST FTG. MIN. MAX.POST MAX.POST FTG. MIN. = MAX.COL. SPACING a So o_ ^^ I..L SLAB m— SPACING' (IN.) POST SPACING (IN. POST SPACING SPACING FOR (IN.) POST SPACING SPACING FOR (IN.) POST m m3 (2 (2), (3) �� (SPAN) (1) TYPE (SPAN) (1)) TYPE 2'x65 0032' BEAMB" (1) TYPE 2"x6.5'003OR 2 BEAMB" (1) TYPE 13'-7" 5' 16'-9" 15 B 14'- 7" 29 G 14'-1 15'-4" B 15 15'-4" 28 G 5' O B 13'-3" 16 -9 17 13'-7" 14'-7" 31 H 4'-10" 15'-4' 31 17 14'-6" 15'-1" 30 13'-9'•' 26 13'-3" 15'-15,-3" 168 B 13'_13-3" 230 G 13'-713,-7' 14'-114,-1" B 117 13'-713,-314-113'-9" 229 G 6' 12p B 6, 333 H 12'-712,-2" 13 _112'-7" B H 12'-711 12'-112,-1" 331 G 7' „ -4' 14'-2" 16 12'-4" 28 12'-7" 13'-1" 15 12'-7" 13'-1" 28 8' , 18 B 11'-7" 30 H 11'-9" 12'-3" B 18 11'-9" 12'-1" 29 G 8- 20 8'-6" 8' 13'-3" 16 B 11'-7" 29 G 11'-9" 12'-3" B 16 11'-9" 12'-3" 28 G 8' ,..� B 11'-0" 13'-3" 19 11'-2" 11'-7" 29 18 11'-9" 12'-3" 29 18 11'-6" 12'-0" 28 11'-3" J 7'-7 „ , 9 12'-7" 17 C 11'-0" 29 G 11'-2" 11'-7" B 16 11'-2" 11'-7" 29 G 9 19 C 10'-4" 12'-7" 19 10'-7" 11'-0" 29 1 B 11'-2 11'-7" 29 18 10'-10 11'-3" 28 10'-8" U) 6'-10„ 10, 12'-02'-0" 17 C 10'-40,x„ 330 G 10'-710,-7' 11' -LL 011 B 169 10'-710,-3' 11'- 229 G 10' 19 -0" 10, 8" 6'-2" 11 19 C 9'-10" 30 H 10'-1" 10'-6" B 19 10'-1" 10'-3" 29 G 11' O 10'-2" 22 6,_2„ 11, 11' 120 C 9-1 330 H 10'-110,-1' 10'-610,-6" B 119 10'-19'-10' 10'-6°0'-1" 229 G 11' O C 9'-6" 11'-4" H 9 -8" 9'-10" 122 9 -8" 9 -4"8,-3" 231 G 12' 5'-8„ 12, 10'-10'-10" 120 C 9'-6" 330 H 9'-8" 9'_8" C 119 9 _8" 9.8 229 G 12' g,-6" 9,-8" 9'-8" 9'-6" 9'-2" , ATTACHED FREESTANDING ATTACHED FREESTANDING MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST MAX.POST FTC+• MIN. MAX.POST MAX.POST FTG• MIN. = MAX.COL SPACING F 0 o_ ON SLAB m— 3 SPACING ( IN.) POST SPACING ( IN.) POST SPACING FOR DBL. SPACING FOR 3"x8" (IN. ) POST SPACING FOR DBL. SPACING FOR 3-x8" (IN.) POST m C (2),(3) (SPAN) (1) TYPE (SPAN) (1) TYPE 2"x6.5"x0.032' BEAM (1) TYPE 2x6.5'x0.032' BEAM (1) TYPE G 13'-7" 5' 16'-9 16 B 14'-7" 31 H 14'-1 " 15'-4" B 15 14'-1 15'-4" 30 G 5, O 16 18 14'-7" 33 J 14'-8" 15'-2" 18 14'-1" 14 -7" 31 11,-4„ 6, 15'-15'-0" 16 B 13-1"3 332 H 13-713 14'-13'-10' B 168 13'-72'-10" 14'-113 231 G 6, 9 -3" I -4 4" 91_9„ 7' 14'- 17 B 12'-4 2'-4„ 231 G 12'-712 13'-12'-10' B 169 12'-712,-0" 13'-l"12 230 G 7' 3'-10" 19 1 4 -4 J 8'-6" 8' 13'-3" 17 B 11'-7" 29 G 11'-9" 12'-3" B 17 11'-9" 12'-3" 28 G 8' 13=0 20 11'-7" 31 H 11'-8' 12'-1" 19 11'-2" 11'-7" 30 J 7'-7" 9' 12'-7" 18 C 11'-0" 29 G 11'-2" 11'-7" B 17 11'-2" 11'-7" 29 G 91 12'-3" 20 11'-0" 30 H 11'-0" 11'-4" 20 10'-7" 11'-0" 29 U) 6'-10„ 10, 12'-01 121 C 10'-4 0 330 G 10-710,-6' 11'-010,-9" B 120 10'-710,-1" 11' 229 G 10' -$„ �„ H 0, 18 C 9'-10" 30 H 10'-1" 10'-6" B 17 10'-1" 10'-6" 29 G 11 O 11'-2" 21 9'-10" 30 10'-0" 10'-3" 20 9'-7" g'_g„ 29 12, 10'-110,-8`' 121 C 9'-6" 331 H 9'-8" 9 -8" C 121 9'-8 9 -8 230 G 12' 9 _6" 9 -7 9.4 9, 2„ 8,_9" Z N ATTACHED W FREESTANDING Z ATTACHED FREESTANDING MAx.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST MAX.POST FT MIN. MAX.POST MAX.POST FTG• MIN. = MAX.COL. SPACING F H �o o ON SLAB m— 3 SPACING. (IN.) POST SPACING ( IN.) POST SPACING FOR DBL. SPACING FOR 3'xB' (IN. ) POST SPACING FOR DBL. SPACING FOR 3'xB' (IN.) POST m 3 (2).(3) (SPAN) (1) TYPE (SPAN) (1) TYPE 2"xS.5'X0.032' BEAM (1) TYPE 2"x6.Sx0.032' BEAM (1) TYPE „ 16'-9" 17 14'-7" 32 1 14'-1 15'-4" 16 14'-1 15'-2" 31 G 51 M 11'-4" 6 15'-3" 18 B 13'-3" 31 1 13'-7" 14'-1" B 17 13'-7" 13'-1 31 G , 6 r 13'-9'•' 26 13'-3" 34 J 13'-1" 13'-7" 19 12'-6' 13'-0" 32 7' 14'-12,-9" 12p B 12'-4" 333 H 12'-712,-2" 13 _112'-7" B 120 12'-711 12'-112,-1" 331 G 7' -4' J -7 J 8'-6" 8'-6" 8' 13'-3° 18 B 11'-7" 30 H 11'-9" 12'-3" B 18 11'-9" 12'-1" 29 G 8- 20 11'-7" 32 J 11'-4" 11'-9" 20 10'-10" 11'-3" 31 J „ 7 -7 , 9 12'-7" 19 B 11'-0" 30 H 11'-2" 11'-7" B 18 11'-2" 11'-4" 29 G 9, LL 11'-3" 21 11'-0" 32 I 10'-9" 11'-2" 21 10'-3' 1 p'_g' 30 U) 6'-10" 10' 12 -0" 19 C 10'-4" 30 H 10'-7" 11'-0" B 1 B 10'-7" 10'-9" 29 G 10' 10'-8" 21 B 10'-4" 32 G 10'-2" 10'-7" 21 9'-9" 9'-10" 30 a 6'-2" 11 19 C 9'-10" 30 H 10'-1" 10'-6" B 19 10'-1" 10'-3" 29 G 11' O 10'-2" 22 9'-10" 32 I 9'-9" 9'-10 21 9'-3" g'_p" 31 r 5,_8„ 12' 10'-19°-9" 20 C 9'-6" 333 H 9 -8" 9'-8"----1 122 9 -8" 9 -4"8,-3" 231 G 12' 9'-6" J 9.4" 9'-1 "C 9,-0 Z N o�� W N CO V) Z ILL!rn M O LU Lu W > — Q Z L Ch LL') iuu) CD CV QRpFESS I S588 03-11-16 DURALUM IAPM0 0195 I� REVISIONS ' NngR , DATE DESCRVMN 4 STEL JOB 0 16.1071 DATE 03-M16 pg DRAWN BY AT } CHECKED GM s LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 's 10 PSF L.L, 110-130 MPH 3 a SH - 34 1 34 OF 50 SHEETS 8 Z N W w�c 2 �o u w>— Lo o RU)O 0) O QEF ESS I Cyyy� o S 5885 OF CA0 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL IN REVISIONS KAM DATE DESCnvroN 4 STEL JOB N 16.1071 DATE 03-06-16 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH = 35 35 OF 50 SHEETS