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BPAT2016-005278-495 CALLS TAMPICO - LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application Description: Property Zoning: Application Valuation: t I BPAT2016-0052 49499 EISENHOWER DR 658190011 D `fVOICE (760) 777-7125 FAX (760) 777-7011 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 6/9/2016 Owner: .KSL DESERT RESORT LA QUINTA RESORTS / PATIO COVER / $7,000.00 Applicant: VALLEY PATIOS INC DBA VALLEY CONCRETE & 37897 CHESTERFIELD STREET INDIO; CA 92203 1 POST OFFICE SQ STE 3100 3301N31Nd013A301.LINnINi�'00 BOSTON, MA 92253 VlNlno tl1 j0 u10 91OZ 9 I Nnr 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: C-8 C51 License No.: 937811 1 nC t'�'ra`ctor: . 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 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 Name: Lender's Ja Contractor: r`�/ VALLEY PATIOS INC DBA VALLEY CONCRETE & T37897 CHESTERFIELD STREET INDIO, CA 92203 (760)534-4634 Llc. No.: 937811 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. I have and will maintain workers' compensation insurance, as required by Section 3700 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 I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date * `6 C� 1� Applicant: h 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 -menti nedprroperty for inspection purposes. Dal e: //16 �gnatur"-" (A(Appl c` nt or Agent):111111111— Qi/6-11 DESCRIPTION ACCOUNT CITY 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 CITY 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 CITY AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $0.91 $0.00 PAID BY METHOD. RECEIPT # CHECK # CLTD BY Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.91 $0.00 SIM Wao em Description: LA QUINTA RESORTS / PATIO COVER / POOL S05 Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: APPROVED Applied: 6/9/2016 MFA ENGINEERED - OPEN Approved: 6/9/2016 MFA Parcel No: 658190011 Site Address: 49499 EISENHOWER DR LA QUINTA,CA 92253 Subdivision: TR 28545-3 Block: Lot: 30 Issued: Lot Scl Ft: 0 Building Scl Ft: 0 Zoning: Finaled: Valuation: $7,000.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: 504 SF ALUMAWOOD PATIO COVER AT POOL 505. PATIO SHALL BE BONDED WITHIN 5 FT FROM POOL. HORIZONALLY OF THE INSIDE POOL WALL. PER 2013 CALIFORNIA BUILDING CODE. ADDITIONAL CHRONOLOGY CONDITIONS CONTACTS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT VALLEY PATIOS INC DBA VALLEY 37897 CHESTERFIELD INDIO CA 92203 andy@valleypatios.co CONCRETE & STREET m CONTRACTOR VALLEY PATIOS INC DBA VALLEY 37897 CHESTERFIELD INDIO CA 92203 andy@valleypatios.co CONCRETE & STREET m OWNER KSL DESERT RESORT 1 POST OFFICE SQ STE BOSTON MA 92253 3100 FINANCIAL•• • Printed: Thursday, June 09, 2016 3:58:50 PM 1 of 2 srsTeMs PARENT PROJECTS ATTACHMENTS Printed: Thursday, June 09, 2016 3:58:50 PM 2 of 2 SYSTEMS CL 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 1 101-0000-20308 0 $0.91 $0.00 1-7 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.91 $0.00 TOTALS::0 $0.00 PARENT PROJECTS ATTACHMENTS Printed: Thursday, June 09, 2016 3:58:50 PM 2 of 2 SYSTEMS RIM *a ■ --zly AAA �';` 1 �^W - i i �� - !i ,, ,..;.:• :stir �'',''1 , i.. ;K, .. C_ too l,� rth ..moi! .. �`: • , .�wr rf �. . . w` Iain # 0ty of LQ Quin to Building 8Z' Safety Division Permit # V.-78-495 Calle Tampico �(,,,v La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Project Address: 19/ Owner's Name: la Ou r&4,7- A. P. Number: Address: (Ci- K q Q G` $•en hovv— Legal Description: City, ST, Zip: L6 QV 1vi..4 , Contractor: (I 0760 Telephone: - Z O3 N 3 3 Address: '701q o Q �j �r,,�r<dRt7/ ,.Ol_ Project Description: '41V t al,✓00d '440 cdle-11 City, ST, Zip: Oel- ' yJ i` OvAaS -7 Z2,03 Telephone: ne . ? D-S 53q b 3H State Lie. # : Cj?j7 g l City Lie #: Arch., Engr., Designer: Address: City., ST, Zip: Telephone: h one: tr n Cons ucti Type: e: Occupancy: Y . P Statei Lc.# raJe ct hPa (circle le one • Ne dd'n w Alter Repairai r Demo Name of Contact Perso .: ors: # Units:q. Telephone # of Contact Person: —5-34 —W34 Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person - Plan Check Balance Title 24 Cales. Plans picked up Construction Flood plain plan Plans resubmittedN--,, Mechanical Grading plan 2nd Review, ready for corrections/issue Electrical Subcdntactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN ROUSE:- ?"' Review, ready for corrections/issue. Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees, Total Permit Fees k Hotel Suites (e- 1 Pool 505 CITY OF LA QUIIVTA BUILDING & SAFETY DEPT. APPROVED. FOR CONSTR CTION ,,TEBY Hotel Suites He PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. 11. WIND SPEED CONVERSION TABLE: GENERAL NOTES: :�.- DESIGN REQUIREMENTS: sTHE,DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE 20,12/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ° AND THE 2015 ALUMINUM DESIGN MANUAL - ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCI AND ACI 318-14 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, 2 ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. 3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, 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 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. 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 ° 17. THE RATIO (WP), 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, o EXCEPTION 2. WIND SPEED CONVERSION TABLE: THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. FOR USE WITH THE CRCIIRC, 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 0 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 B SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER I. I ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf) COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf) ADDITIONAL DESIGN REQUIREMENTS: 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. 2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11. 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. 5. SEISMIC DESIGN PARAMETERS: SITE CLASS: D SEISMIC DESIGN CATEGORY: D MAPPED SPECTRAL RESPONSE COEFFICIENTS: S5= 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: EACH PROJECT AMITTED 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. B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). TABLES. D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE SITE-SPECIFIC DESIGN LOADS. E. APPROPRIATE STRUCTURAL DETAILS. F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION. SHEETINDEX: SHEET # SHEET TITLE / DESCRIPTION CBC / IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED 110 MPH 85 MPH 120 MPH 93 MPH 130 MPH. 101 MPH SEE CONVERSION METHOD, THIS PAGE, FOR APPLICATION AND USE. SITE DESIGN PARAMETERS: SITE ADDRESS: WIND SPEED & EXPOSURE: ROOF / SNOW LOAD: STRUCTURAL ENGINEERING FIRM STRUCTURAL ENGINEERING SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 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 L.L, 110-130 MPH SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH SH - 39-40 .....LATTICE COVERS 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 z _c:) W C rn N co u') Z LLImM rn O ui �LU w> QZL O _O O ' CV cl 0' FESS IC)•yyl C o S5885 OF cp, 03-09-16 DURALUM IAPMO 0195 AHJAPPROVAL UINTA EV DEPT. ED UCTICN REVISIONS MARK DATE DESCWTION 4 STEL JOB # 16.1071 DATE 03-09.16 DRAWN BY AT CHECKED GM TITLE SHEET, DESIGN LOADS, GENERAL NOTES T-0 0 OF 50 SHEETS 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 SH -2 PANEL STRUCTURES STRUCTURAL ENGINEER LATTICE STRUCTURES OF RECORD: //1�'' F L DUSTIN K. R SEPI K;E 8 ............OPEN SH -3 .............PANEL SPANS TRI -V, W -PANEL & FLAT PAN POINT OF CONTACT: - ANTHONY N BUILDING & `- T� SH -4 ............ MINIMUM FASTENERS SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS APPrn SH -7 ............HEADER BEAM TYPES, COLUMN / POST TYPES FQP7 COI's` SH -8 ............EXISTING EAVF_ CONNECTION DETAILS SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS SH -10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS C;p:TE SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS L -----`- �� SH - 12 ..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS - SH - 13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH - 14 ..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 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 L.L, 110-130 MPH SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH SH - 39-40 .....LATTICE COVERS 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 z _c:) W C rn N co u') Z LLImM rn O ui �LU w> QZL O _O O ' CV cl 0' FESS IC)•yyl C o S5885 OF cp, 03-09-16 DURALUM IAPMO 0195 AHJAPPROVAL UINTA EV DEPT. ED UCTICN REVISIONS MARK DATE DESCWTION 4 STEL JOB # 16.1071 DATE 03-09.16 DRAWN BY AT CHECKED GM TITLE SHEET, DESIGN LOADS, GENERAL NOTES T-0 0 OF 50 SHEETS A 1 2 3 4 t u r SOLID PANEL STRUCTURES ROOF ATTACHMENT OVERHANG, ATTACHMENT ROOF PANEL SEE TABLES SEE DETAIL A, B & C, (E/V OR WOOD, OR SEE DETAIL A, B & C, Aly GTy OF CONCRETE ROOF PANEL SEE TABLES SHEET 8 4NENGTN OF SHEET 4 FOR ROOF SHEET 8 SNA( STRUCT WALL SEE SHEET 4 FOR ROOF SyA(( STRUCTU PANES HANGERN& BEAM. ATTACHMENT TOTyEPRO FCT S Ty ES PANEL SUPPORTING & BREAM. E pRO�E T NtesS /V HANGER SHEET 8 ATTACHMENT TO MIN. 0.25" SLOPE PER FT. Ty T g V O. gPAN O. "O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEED 25% OF ROOF.PANEL OF ROOF PANEL ALLOWABLE SPAN ALLOWABLE SPAN SEE DETAIL 11, SHEET 12,11/ SEE DETAIL 11, SHEET 12� FOR MANDATORY SPLICE. pOM SPLICE ATSr SPAN/ BEAM - SEE TABLES FOR MANDATORY SPLICE. poSM SPAN/ BEAM - SEE TABLES N EXTERIOR POSTS. SEE gB�FING = N EXTERIOR POSTS. M SPLICE AT SEF T4siES NG FOR POST SPACING Ebfs POSTS, SIZE VARIES O y NOT POSTS, SIZE VARIES Q NOT T SEE SHT. 11 FOR MINIMUM 25 o OF TOEkC iv SEE SHT. 11 FOR MINIMUM OCEED25� NUMBER OF REQUIRED COLUMNS eE4MAt EO NUMBER OF REQUIRED COLUMNS 4CCo�M " (OwAe(E SPAN Nate Sp 3 1/2" SLAB ATTACHMENT 3 1/2" SLAB ATTACHMENT MAY USED NOTE: NO SPLICE AT EX IOR POSTS MAY BE USED WHERE PERMITTED. WHERE PERMITTED. SEE TABLES SEE TABLES NOTE: EACH COMPONENT IS INTER- NOTE: EACH COMPONENT IS INTER - FOOTING CHANGEABLE WITH ANY OTHER FDOT RED CHANGEABLE WITH ANY OTHER SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. SEE TABLES COMPONTENT UNLESS OTHERWISE SH TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION 5 ROOF PANEL SEE TABLES OF ST RUCTURE SHEET 4 FOR ROOF PANEL SHEET 4 FOR ROOF PANELATTACHMENT VARIES (ENGT TO yOFSTRUCTUREVARIES SUPPORTING BEAM. O.H O.H. SPA 0 O.H SPAN SPAN "O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN 1 6 SEE DETAIL 11, SHEET 12 ALLOWABLE SPAN J� FOR MANDATORY SPLICE. B SP POST BEAM - SEE TABLES NO BEAM SPLICE AT SPAN/ lNG FOR POST SPACING EXTERIOR POSTS.SEE TyB�� o POSTS, SIZE VARIES S X Q SEE NOT TO g MAY BE USED EXTERIOR PICE OSTS. OF Bjz_,w „ N ACCOIyAeCEsp AN TO CONSTRAIN POSTS, SIZE VARIES 7 FOOTING, SEE TABLES 11 FOOTINGS SEE TABLES OF BEAM ACCOB,�Cesp� o NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER MAY BE USED COMPONTENT UNLESS OTHERWISE SHOWN. 8 TYPE "C" FREESTANDING W/ CANTILEVER OPTION OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 ROOF PANEL SEE TABLES MIN. 0.25" SLOPE OF ST RUCTURE SHEET 4 FOR ROOF PANEL PER FT O.H VARIES ATTACHMENT TO SUPPORTING BEAM. O.H. SPA SPAN "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN J� SEE DETAIL 11, SHEET 12✓ FOR MANDATORY SPLICE. pSM SPAN/ BEAM - SEE TABLES N AT SEE FOR POST SPACING = EXTERIOR PICE OSTS. TggCEC�/yG POSTS, SIZE VARIES s OH. NO /VT T 11 OF BEAM ACCOB,�Cesp� MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES FOOTINGS SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION 2 04 W o0.)N. f -DLO Z ui rn m CT W ]co — Q z O — � o Q�pFESS ►! S5885 OF Cp,O. 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS K -M DATE DESCRPfIDN 4 STEL JOB & 16.1071 DATE 03-0416 DRAWN BY AT CHECKED GM SOLID PANEL STRUCTURES SH -1 1 OF 50 SHEETS 1 OPEN LATTICE STRUCTURES N p CO Lo RAFTER, SEE TABLES Q U -zt WALL LEDGER OR ROOF RA N& /yG@u/(O/NG DETAIL C O o Q WALL LEDGER OR (O/iyG ROOF OVERHANG, SHEET 8. O LL! LL MAX O.H. SEE DETAIL A,B & C, 259; OF RAFTER O.H. 9 SHEET 8. r " �jJ U 2 r O ALLOWABLE RAFTER, SEE TABLE z Lo q�OOF�EE�yq SPAN 2 Spm MAX. O.H. M� 25% OF RAFTER O.H p c— m. co 7S° �'C ALLOWABLE 10-16,o,O SPAN �R� sTspgNc (p � - q�,yc \ rn MANDATORY BEAM SPICE - SEE o DETAIL 11, SHEET 12 �G� G• NO BEAM SPLICE AT �060' 2a EXTERIOR POSTS @�`� Qui M= N w Q FESS IQ�� R LENGTH OF STRUCTURE VARIES ANO N = MANDATORY BEAM SPICE- SEE _ 3 POST WITH SIDE PLAT S' @ DETAIL 11, SHEET 12 ��G60.,. NO BEAM SPLICE AT 30F 2a M EXTERIOR POSTS q "7 2� SEE SHT, 11 FOR MINIM M NUMBER F REQUI 0� r yq/VG S 5885 SF� pSpvVi COLUMNS LENGTH OF STRUCTURE VARIES FS VW 31/2' SLAB ATTACHMENT @FF -- MAY BE USED WHERE pOS @F� a �'M POST WITH SIDE LATES S STS Spm SEE SHT. 11 FOR MINIMUM - ' ° Sp NOTE: EACH COMPONENT IS INTER- SF Saq qN� PERMITTED. FTgQ(CiIC I\ SEE FFT qNUMBER OF REQUIRED q@(FSG OF TABLES CHANGEABLE WITH ANY OTHER FS COLUMNS CAL�F� COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE REQUIRED, SEE TABLES NOTE: EACH COMPONENT IS INTER- a s�Nsp 3 1/2' SLAB ATTACHMENT 03-11-16 NOTE: THIS OPEN LATTICE -TYPE STRUCTURE CHANGEABLE WITH ANY OTHER S Sp qh i MAY BE USED WHERE FFT qPERMITTEM MAN�L= D_ GOMPONTENT UNLESS OTHERWISE SHOWN. A -C/ 4 F NOTE: THIS OPEN LATTICE -TYPE STRUCTURESEE TABLES MAY NUT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES w D U RALU M TYPE "E" LATTICE STRUCTURE IAPMO 0195 AHJAPPROVAL 5 RAFTER,TABLE S P SPACING AND SPACING ` 1 - d LA + NIT MAX. O.H. 25%OF RAFTER L) H. RAFTER, SEE TABLE FOR SIZE €'UILDING h & SAFETY DEPT ALLOWABLE HOST VFQ SPAN AND SPACING O H G�r®, �ea q O SogCHq�C Yc 25% OF RAFTER z ° y ALLOWABLE S'0 SPAN A�" R 9 i 2 E3p t, FOR CONSTRUCTION ' pOVF osT aygNc gQ�Nc -F 6 BY RER+IS10 �C O w - N wwc DATE DESCRFN iM Fl6 2q f v �„A uj 0V M = o LENGTH OF STRUCTURE VARIES ��0 b' yqN G G• � 60 8 MANDATORY BEAM SPICE -SEE SOP 0� Mqx DETAIL 11, SHEET 12 C8i NO BEAM SPLICE AT OST CROSS-SECTIyqA EXTERIOR POSTS 'OOS SEE POST DETAI SFFTSa 9 LENGTH OF STRUCTURE VARIES G MANDATORY BEAM SPICE-SEElip 4STEL JOB # 161071 Tq@(F3 NC DETAIL 11, SHEET 12 TION, 03-0B 16 7 3 1/2" SLAB MAY BE p0 SEE POST DETAIL,POSTCR NO BEN, SPLICE AT sFFTgspgc,DATE Q y USED NOTE: EACH COMPONENT IS INTER- A TO CONSTRAIN 2 EXTERIOR POSTS Q(FS �G 8 CHANGEABLE WITH ANY OTHERSFF TSp FOOTING, SEE £ 3 112• SLAB DRAWN BY AT COMPONTENT UNLESS OTHERWISE SHOWN. rq@(FS,Nc \ TABLES• p MAY BE USED O CONSTRAIN o a NOTE: THIS OPEN LATTICE -TYPE STRUCTURE 1 MAYNOT BE COVERED. FOOTING SEE TABLES NOTE: EACH COMPONENT IS INTER- QST FOOTING, SEE S CHANGEABLE WITH ANY OTHER FFT spgo� I TABLES COMPONTENT UNLESS OTHERWISE SHOWN. CHECKED GM _ NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY NOT BE COVERED. OPEN LATTICE a J STRUCTURES B TYPE "G":F_REESTANDING SINGLE SPAN LATTICE STRUCTURE TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE a SH -2 2 OF 50 SHEETS I O 2 0 3 0 4 e 5 0 6 SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C 24" TRI -"V" PAN 2 I2, I 12"x 3 1/2" W PANEL 6"/ 8'x 2Y2" FLAT PAN 50' • .40• ao• R=.117 09R U.S. .35' 67• .67' �40'r .75' J.77' .1 5' 180' .45' T= CSEE T) .43' CALL UNMARKED RADII .06R>HELOV) 3' U'65' T® (SEE TAHLE .70' 25�1.1 5' HELOV) •282jt 2 , r.36• T= (SEE TABLE BELOW} 127- R LB• LO' 25' 45• TYP. TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE --10---r20 ROOF LIVEISNOW LOAD, psf 25 30 40 50 12"x3Y"x0.020° - ALUM. ALLOY 3004-H36 OR EQUAL 24"x2Y2"x0.018" 0.85 0.80 0.65 0.65 - - 24"x2y"x0.024" 0.90 0.88 0.70 0.65 24"x2Y2"x0.032" 0.90 0.88 - - .020.020 ALUM. ALLOY 3004-H36 OR EQUAL 8'4" 8'4" 8'4" .ozo 9'-0• ALUM. ALLOY 3004-H36 OR EQUAL 9'-0" 9'-0° 9'-0" APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN 24" TRI -"V" PAN 9'_2^ 8'-9" 8'-11" 8'-5" 8'-6" 8'-2" 12'x 3 1/2"W PANEL 8'-5" 8'-1" B'-1" 8" x 2 Y2" FLAT PAN 7' 6" 6" x 2 Yi FLAT PAN 9'-7" LUSL PANELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN 11'-3" PANELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN 9'-9" PANELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PANELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN 10'-7" (IN.) 10'-2" LUSL (IN.) 9'-2' LUSL (IN.) (IN.) 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.B EXP.0 EXP.B EXP.0 8'-10' EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 11'-0" 10'4" 10'-3" 10'-3" 10'-3' 10'-0" 10'-3" 10'-3" 9'-11" 12'-2" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 12'-2" 10'-9" 10'-9' 10'-9" 10'-9" 10'-9" 10'-9' 12'-6"�176",12'-6" 12'-6" 12'-6" 12'-0" 11' 4° 11'4" 11'4° 11' 4' 11' 4" 11' 4" 14'-7" 14'-7" 14'-7" 14'-7' 14'-7" 14'-7".018 032 12'-6" 12'-1" 11'-10" 11'-6" 11' 6" 11'-1" 11'-2" 11'-2" 032 .020(1) 10' 8" 10'-9" 10'4" 10'4" 10'-0" 040 13'-2" .020 13'-0" 12' 6" 12'-7" 11'-10 13'4" 13'4" .0209'-0' 13'4" 13'4" 13'4" 10'-0" 11 _7" 11 _7. 11 _7" 11 _7„ 11 _7• 8'-6" 8'-7" 8'-1' 8'-2" 7'-5" 12'_3• 12.3" 12 _3" 12'-0" 11'-1" 11'-2" 10'-7" 10'-7" 9'-11" 7 5" .040 14'-2" 10'- 13'-0' 10'-3" 9'-6" 9'-7" 9'-0" 8'-3" .040 12'-8" 12'-0' 12'-0" 11' 4" 11'-0" 10'-9" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 14'-0" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 14'-1" 14'-1° 13'-7" 13'-7" 13'-7" 13'-7" 13'-7' 13'-7" 5'-10" 5'-10" 5'-10" 5'-10" 5'-10" 5'-10" 10 .024 6'-3" 6'-3" 6'-1" 7'-8" 7'-7" T-8" 024 7'-6" T -2 - .024 9 2" 8'-0" 9 2" T_10• 9 2" 7_10" 9 2" 7' 8' 9-2" 7-W 024 .024 8-3" 7'4' 8 3" 7'-3' 8 3 7•_3" 8-3" 7_t" 8-3" 7_0" B-3" 6.11" 024 8'-9" 8' 9" 8'-9" 8'-7" B'-9° B'-7° 6'-9' 6'-5' 8'-9° 8'4" 8'-9" 8'-1" ATTACHED ATTACHED FIGURE INDICATES FREESTANDING 50 10'4" 9'-9" 9'-9" 9'-2' 9'-3" 8'-7" 10'-7" 10'-7" 10'-7" 13'-2" , 2'-7" 12'-8" 11'-10" 12'-0' 11'-1" 9-1" 10 12'-1' 11' 4" 11' 6" 10'-9" 10'-10" 10'-1" 10 14'-2" 13' 4' 13 4" 12' 8" 12'-9" 12'-1" 14'-0" 14'-3" 14'-3" 14'-3" 14'-3" 14'-3" 10 17'-7" 17'-7" 17'-7" 17'-7" 17'-7" 17'-7" 15'-7" 15'-7" 15'-7" 15'-7" 15'-7' 15'-7" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 032 032 032 9'-7" 9'-3' 9'-5° 032 8'-9' 8'-7" 8'-6" 8'-5' 032 8'-3" 10'4' 10'-3" 10'-3" 10'-1" 10'-1° 12' 8" 12'-1" 12'_1' 11'-2' 11'-3" 10' 8" 11'-3" 11'-3' 15' 6" 14'-9' 14'-9" 14'-0" 14'-1" 13'-3' 10'4' 10'4" 14'-1" 13'-1" 13'-4° 12'4" 12'-6" 12'-W 16'-2° 15' W 15'-9" 15'-0" 15'-1" 14'-3" 8'4" 8'4" 8'4" 8'4" 8'4" 8'4" 19'-7" 19'-7" 19'-7" 19'-7" 19'-7" .040 17'-7" 17'-7" 1T-7" 1T-7" 17'-7" 17'-7" 19'-4" 19'-4" 19'-4' 19'-4' 19'-4' 19'4" .01a .040 040 .040 9'-9" 9'-5" 040 „'_, 0' 11'-7" 11'-9" „'-0" 11 6• 11,_2" 7'-9" T 5° 7' 5" 7' 2' 7'-2" 6'-10" 17'-7" 16'-8' 16'-9" 15'-9" 15'-0' 15'-7" 14'-10' 174 0" 14'-1' 14'-2" 13'4" 17' 6" 16'-10" 17'-0" 16'4" 16' 6" 16'-0" 10'-1" 10'-1" 10'-1' 10'-1" 10'-1" 10'-1" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3" J12'-6- 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 12'-t" 12'-1" 12'-1' 12'-1" 12'-1" 1S'4" 20 .024 ,020(1) .020 .020 8' 8' 8'4' 8'-5° 8'-1' 8'-1' 7'-9' 10'-1" 9'-6' 9' 6' 9'-0" 8'-8" 9'-1' 8'-9" 8'-9" 8'4' 8'-6" 7'-11' 10'-10 10'4" 10' 3" 9'-9" 9'-10" 9'-5" nil 12'-1° 12'-1° 12'-1' 12'-1" 12'-1" 12'-1" 12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 11'4" 11'4' 11' 4" 11'4" 11'4' 11' 4" 13'-3° 13'-3" 13'-3" 13'-3' 13'-3' 13'-3" 10'-3" 104° 9'-8' 9'-9" 9'-9" 20 11'-2" 10'-9" 10'-9" 10'-3' 10'4" W-10' 20 10'-1' 9'-8" 9'-9" 9'-3" 9'-5" 8'-11' 20 12'-2' 11' 8" 11' 8° 11'-2" 11'-3'---10'-7- 10'-7" 7' 3" 7' 3" 7'-3' 7' 3" 7'-3" 7-3- 7-3- 14'-8" 14' 8' 14'-8" 14'-8" 14'-8" 14'-8" 13'-0" 13'-0' 13'-0" IT -O" 13'-0' 13'-0" 15'-6" 15'-0" 15'-6^ 15'-6" 15'-6' 15' 6" .018 032 032 032 7'-8" 7'4° 7'4" 7'-1' 7'-1' 6'-10" 13'-3" 12'-9" 12'-9" 12'-4" 12'4" 11'-7" 11'-10" 11'-4" 11'-6" 11'-0" 11'-0" 10'-0' 14'-2" 13'-9" 13'-7" 8'-9" 8'-9" 8'-9" 8'-9" 8'-9" 8'-9" 1 6'-3" 16'-3" 16'-3" 16'-3" 16'-3" 16'-3" 14' 6" 14' 6" 14' 6" 14'-6" 14'-6' 14'-6" 16'-8" 16'-8" 16'-8^ 16'-8" 16' 8^ 16'-8" 25 .024 .040 .040 .040 n. 9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 9'-9" 9,_9" 9,_9" 9,_9• 9,_9" 9,_9" 10'-4" 10'4" 10'-4" 10'4" 10'4" 10'4" 11'_1„ 11,_1" 11,_1" 11,_1„ 11,_1" 11,_1" .032 .020(1) .020 .020 9'-8" 9'-2" 9'-10" 9'-3" 9'-5" 8'-11" 9'-0' 8'-6" 8'-11' 8' e" 8'-8" 8'-3" 8'-3" 7'-10" 10'-8" 10'-1" 10'-3' 9' 8' 9'-9" 9-4- '4" 6' 6'-7" 6'-7" 6'-7" 6'-7" 6'-7" 6'-7" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 10'4" 10'-4" 70'4" 10'•4" 10'4" 10'4" 11'-1' 11'-1" 11'-1° 11'-1" 11'-1' 11'-1" 018 024 024 024 7'-3" 7'-0" 7'-0" 6'-9' 6'-10" 6'-7' 1 V -O" 10'-7" 10' 8" 10'-2' 10'-3' 9'-9' 9'-11' 9'-7" 9'-7" 9'-2' 9'-3" 8'-10" 12'-0" 11' 6" 11'-7° 10'-10" 11'-0° 10'-6" 25 25 z5 8'-3" 8'-3" 8'-3-,,l8'-3" 8'-�9' 13'-2" 13'-2' 13'-2" 13'-2" 13'-2" 13'-2" 11'-4" 11'-4" 11'4" 11'4" 11'-4" 11'A. 12'-1" 12'-1" 12'-1' 12'-1" 12'-1" 12'-1" 30 .024 M7- 032 032 032 8'-3" 8'-0" V-0" 7' 9" 13 _1" 12'-7' 12'$° 12'-2" 12'-3' 11'-6" 11'-10" 71'-3" 11 _3• 10'-9" 10'-10" 10'4" 14'-1" 13'-7" 13' 8° 13'-1' 13'-2" 12'4" 9'-1" 9'-1' 9'-1' 9'-1° 9'-1" 9'-1" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2° 14'-2' 12'-3" 12'-3' 12'-3" 12'-3" 12'-3" 12'-3" 13'-1" 13'-1" 13'-1" 13'-1• 13'-1" 13'-1" 032 .040 .040 .040 9'-10" 9'-6" 9'-6" 9'-1' 9'-2" 8'-10" 15'-0" 14' 4" 14'-2' 13'-7" 13'-8' 13'-0' 13'-3" 12'-9" 12'-9" 12'-3' 12'4' 11'-9" 15' 4" 15'-1' 15'-1" 14'-8" 14'-9" 14'-1' 10'-6" 10'-6' 10'-0" 10'-6" 10'-6" 10'-0" 9'-3" 9'-3" 9'-3" 9'-3' 9'-3' 9'-3" 9'-9' 9'-9" 9'-9" 9'-9" 91-9" V-9' TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE --10---r20 ROOF LIVEISNOW LOAD, psf 25 30 40 50 12"x3Y"x0.020° - - 0.88 0.83 0.75 0.80 24"x2Y2"x0.018" 0.85 0.80 0.65 0.65 - - 24"x2y"x0.024" 0.90 0.88 0.70 0.65 24"x2Y2"x0.032" 0.90 0.88 - - 1 MULTI -SPAN REDUCTION FACTORS ARE ONLY o .020(l) ' 1" ;>8 9'-t" 9'-1" '-1" >7 9'-7' 9'-1" .020.020 8'4" 8'4" 8'4" 8'4" 8'4" 8'4" .ozo 9'-0• 9'-0" 9'_O 9'-0" 9'-0° 9'-0" APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN 9'_2^ 8'-9" 8'-11" 8'-5" 8'-6" 8'-2" 8'-5" 8'-1" B'-1" 7'-9" 7'-10" 7' 6" 9'-11" 9'-7" 9'-7" 9'-2" 9'4" 8'-11" IN TABLE 1 ABOVE. 11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 024 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-0„ T-8" 10'-4" 10'4" 10'4" 10'4" 101'.4- 10'4" 12'-1' 12'-9" 12'-9' 12'4' 12'-6" 12'-1" 7 NOTE : PANEL FASTENERS 032 11'-3" 30 .024 10'-7" ,0'-1" 10'-2" 9'-7" 9'-9' 9'-2' 10'-2° 30 .024 9-6" 9'-1" 9'-2" 8'-10' 8'-11" 6'4" 30 .024 11' 4" 10'-9" 11'-0" 10'4" 10'-6" 9'-11" 12'-2" 12'-6" 12' 6" 12' 6" 12' 6" 12' 6" 12' 6" 12'-2" 10'-9" 10'-9' 10'-9" 10'-9" 10'-9" 10'-9' r-;O- 11' 4° 11'4" 11'4° 11' 4' 11' 4" 11' 4" 10'-7" 10'-7" 032 12'-6" 12'-1" 11'-10" 11'-6" 11' 6" 11'-1" 11'-2" 11'-2" 032 11'-1" 10' 8" 10'-9" 10'4" 10'4" 10'-0" 040 13'-2" 12' 8" 13'-0" 12' 6" 12'-7" 11'-10 13'4" 13'4" 13'4" 13'4" 13'4" 13'4" 10'-0" 11 _7" 11 _7. 11 _7" 11 _7„ 11 _7• 11 _7• t.032 12 _3" 12'_3" 12'_3" 12'_3• 12.3" 12 _3" 8'.2- 8-2" 8-2" 020 7 5" 7 5" .040 14'-2" 13'-8" 13'-0' 13'-0" 13'-3" 12' 6" 8'-3" 8'-3" .040 12'-7" 12'-2" 12'-2" 11-8- 11'-9" 11'-3" 14'-9' 14'-0" 14'-7" 14'-1" 14'-1° 13'-7" 1 MULTI -SPAN REDUCTION FACTORS ARE ONLY o .020(1) ' 1" ;>8 9'-t" 9'-1" '-1" >7 9'-7' 9'-1" .020 8'4" 8'4" 8'4" 8'4" 8'4" 8'4" .ozo 9'-0• 9'-0" 9'_O 9'-0" 9'-0° 9'-0" APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN 8'-3" 8'-1° 8'-1' 7'-10" 7'-10' 7'-6• 7' 8" 7'-0" 7'-6" 7'-3" 7'-2" 6'-11" 9'-1" 6'-10" 8'-10" 8'-7' 8'-6" 8'-1" IN TABLE 1 ABOVE. 40 40 40 024 10-3" 10 3" 10'3" 10-3" 10'3" 10'-3" 9'-5" 9'-1" 9'-1" 8'-10" 8'-10" 8'-7' 024 0" 9.-0. ° 9 " 9-0" ;18 9 0" ;>8 8' 8' 8'-3 8'-3" 6'-0" 8'1" T 10" 024 9'-8" 10'-2" 9'-6" 9'-10" 9'-6' 9'-10" 9'-6" 9'-7' 9'-0„ T-8" 9'-0" 9'-3" 11'4" 11'4' 11'4" 11'4" 11'4" 11'4" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9' 9'-9' 12'-1' 12'-9" 12'-9' 12'4' 12'-6" 12'-1" 7 NOTE : PANEL FASTENERS 032 11'-3" 11'-'V 11' 0' 10'-7" 10'-8" 10' 3" 032 10'-2° 9'-10" 9'-10" 9'-7" 9'-7° 9'-3" 032 10'-3" 10'-1' 10'-1" 9'-70" 9'-10" 9' 8" 12'-2" 12'-2" 12'-2" 12'-2" 12'-2" 12'-2" r-;O- 10'-7" 10'-7" 10'-7" 10'-7" 10'-7" 10'-7" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2" ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4 040 12'x" 124' 12'4" 12'-1" 12'-1' 11'x" 10'-8" 10'-10' 10'-0" 013'9' 134 IT-6" 13'-0" 13'-1" 12'7" 020(1) 8-2" 8-2" 8-2- 8'.2- 8-2" 8-2" 020 7 5" 7 5" T5" 7-5" 7 5" 7 5" 020 8'-3" 8'-3" 8'-3" 8'-3' 8'-3" 8'-3" FOOTNOTE:"SAMPLE" INDICATES 7'-1" 7'-1" 6'-11" 6'-11" 6'-9" 6'-5' 6'-5" 6'-5" 6'-3" 6'-3" 6'-1" 7'-8" 7'-7" T-8" 7'-5" 7'-6" T -2 - .024 9 2" 8'-0" 9 2" T_10• 9 2" 7_10" 9 2" 7' 8' 9-2" 7-W 9-2' 7' 6' .024 8-3" 7'4' 8 3" 7'-3' 8 3 7•_3" 8-3" 7_t" 8-3" 7_0" B-3" 6.11" .024 8'-9" 8' 9" 8'-9" 8'-7" B'-9° B'-7° 6'-9' 6'-5' 8'-9° 8'4" 8'-9" 8'-1" ATTACHED ATTACHED FIGURE INDICATES FREESTANDING 50 50 50 10'-7" 10'-7" 10'-7" 10'-7" 9-1" 9-1" 9.1. 9-1" 9-1" 9-1" 9'-8° 9'8" 9'$° 9'-8" 9, 8" 9'-8" 032 032 032 9'-7" 9'-3' 9'-5° 8'-11" 8'-9' 8'-7" 8'-6" 8'-5' 8'4" 8'-3" 10'4' 10'-3" 10'-3" 10'-1" 10'-1° 9'-9" 11'-3" 11'-3" 11'-3" 11'-3' 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 10'4' 10'4" 10'4' 10'4' 10'4" 10'4" .040 .040 .040 9'-9" 9'-5" „'_, 0' 11'-7" 11'-9" „'-0" 11 6• 11,_2" 4 2 N W O t N CO 11� 2 Ldm(') W `n v � ty uLU LL w>- Q Z CD Lo O O � O (/! O ' CV CID cl 0h O QRpFESS IC}yq! o S5885 - = 1 OF Cpl\F� 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL REVISIONS MARI( DATE DESCRFrIDN 4 STEL JOB # 16 1071 DATE 03- M16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHEETS A 10'-7" 10'-7" TYP. 10'-7" 10'-7" 8.0" 16" 26'-7" 024` 6.5' 0.024" 6.5" 0.032° 0.032" 11'-7" 0.042" 0.042" 11'-6" F--2.0°-- I F-2.0° I 0 T2.0°—I 25'-6" 8'-1" 8'-1" CRAFTER^SPANS'FOR OPEN -LATTICE-STRUCTURES * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 30041436 OR ALUM. ALLOY 3004-H36 110/120/130 -MPH - -EXP.-B-&-C EQUAL 21'-10" 21'-10" 21'-9" 9'-6" 9'-6" 9'-6" 9'-6" 9'-6" 91- 14'-4" 14'-4" 14'-4" 14'-4" 14'-4" 14'4" 16" 15'-10" 15'-10" 15'-10" 15'A o" 16" 14'-9" 14'-9" 14'-9" o W 16'-2" 3" x 8" RAFTER 11'-1" 11'-1" 11'-1" •� W 11'-1" L2" X 6 1/2"'RAFTEF2: - - 24" a W DBL. 2" x 6 1/2" RAFTER 11'-10" 12'-0" 11'-7" -3 9'" 17'-4" "T" ZZ 0 ZZ, aLu ZZ aLu 17'-4" 110 MPH 120 MPH 130 MPH f -"T"- 110 MPH `120.MPHJ 130 MPH 17'-9" "T" 110 MPH 120 MPH 130 MPH 17'-1" WSL (IN) �o LUSS (IN•) moo- LUSL IN. to 20' 6" EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B 'EXP.'C) B EXP.0 EXP. B EXP.0 EXP. BTEXP.CEXP.B EXP.0 16'-7" 16'-7" 16'-7" 16'-7" 16-7" 16'-7" FOOTNOTE: "SAMPLE" 24" FIGURE INDICATES EXP. FIGURE INDICATES FREESTANDING 17'-0" 17'-0" 17'-0" 16'-8" 16'-9" 16'-3" °29'-8" 24'-6" 24'-6" 24'-6" 24'-6" 29'-6" 29'-8" 28'-9" 29'-3" 26'-3" 16'-0" 15'-10" 16'-0" 15'-0" 15'-9" 13'-8" 25'-1" 25'-1" 25'-1" 22'-6" 22'-4" 22'-6" .042 19'-2" 20'-0" 20'-0" 20'-0" 20'-0" 1611 26'-3" 26'-3" 26'-3" 26'-3" 26'-3" 25'-7" 16 14'-2" 14'-2" 14'-2" 14'-2"' 14'-2" 13'-9" 20'-6" 20'-6" 16 19'-10" 19'-10" 19'-10"0"10 .042 24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6" 13'-1" 13'-0" 13-1" 12'-3' 12'-10" 11-2 "24 18'-4" 18'-3" 18'-4" 15'-8" _.0241 •024 21'-6" 21'-6" 21'-6" 21'-6" 21'-6" 21'-0" 24"' 11'-7" 11'-7" 11'-7" '11'-7; 11'-7" 11'-3" 24" 16'-3" 16'-3" 16'-3"-3" 23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9" 20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2" 28'-7" 28'-6" 28'-7" 27'-9" 28'-3" 25'-7" 2 16„ 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 16" 18'-0" 18'-0" 18'-0" 17'-7" 16" 25'-3" 25'-3" 25'-3" 25'-3" 25'-3" 20 .042 10 032 10 032 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 16'-7" 16'-6" 16'-7" 16'-1" 16'-4" 14'-10" 23'-4" 23'-3" 23'-4" 22'-8" 23'-1" -101, 20'-10" - 2411 241 2411 17'-10" 17'-10" 17'-10" 17'-10" 17'-10" 17'-10" 14'-8" 14'-8" 14'-8" 14'-8" 14'-8" 14'-4" 20'-8" 20'-8" 20'-8" 20'-8" 20'-8" 20'-2" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2" 34'-7" 34'-4" 34'-7" 33'-7" 34'-2" 32'-8" 1611 21'-6" 21'-6" —i1'-6" 21'-2" 21'-3" 20'-8" 1611 21'-9" 21'-9" 21'-9" 21'-9" 21'-9" 21'-2" 16" 30'-8" 30'-8" 30'-8" 30'-8" 30'-8" 29'-10" 25 .042 042 042 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0" 28'-2" 28'-1" 28'-2" 27'-4" 27'-10" 26'-8" 24" 241 24" 17'-7" 17'-7" 17'-7" 17'-4" 17'-6" 16'-10" 17'-9" 17'-9" 17'-9" 17'-9" 17'-9" 17'-3" 25'-1" 25'-1" 25'-1" 25'-1" 25'-1" 24'-4" 3 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 12'-4" 12'-4" 12'•4" 12'-4" 12'-4" 12'-4" 17'-4" 17'-4" 17'-4" 17'-4" 17'-4" 17'-3" 16" 16" 16" 19'-1" 19'-1" 19'-1" 19'-1" 19'-1" 19'-1" 11'-9" 11'-9" 11'-9" 11'-9" 11'-9" 11'-9" 1 16'-7" 16'-7" 16'-7" 16'-7" 30 .042 024 024 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 24"15'- 24" 241 7" 1 5'-7" 15'-7" 15'-7" 1 5'-7" 15'-7" 9'-8" 9'-8" 9-8" ' 9'-8" 9'-8" 9'-8" 7" 13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10' 15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 22'-1" 22'-1" 22'-1" 22'-1" 22'-1" 22'-0" 0 161 16'-8" 16'-8" 16'-8" 16'-8" 16'-8" 16'-8" 16" 16„ 21'-1" 21'-1" 21'-1" 21'-1" 21'-1" 21'-1" 40 .042 20 20 ,,, 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" ,,„ 12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-9" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 18'-0" .032 .032 4 16" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 50 .042 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'• 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3- 24" ° * NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT 32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED 24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED. 5 6 7 8 16" 19'-0" 19'-0' 1 19'-0" 19'-0" 19'-0" 18'-10" .042 24" .024 25 1 .032 0.042" 10'-7" 10'-7" TYP. 10'-7" 10'-7" 8.0" 16" 26'-7" 024` 6.5' 0.024" 6.5" 0.032° 0.032" 11'-7" 0.042" 0.042" 11'-6" F--2.0°-- I F-2.0° I 0 T2.0°—I 25'-6" 8'-1" 8'-1" * 3"x8" RAFTER * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 30041436 OR ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR EQUAL OR EQUAL EQUAL 042 0 Z N W c> rn N to V) Z LLJmcr) W �v0') O CT uw>- hQZLo M O L6 ,C:, U) C=) rn QRpFESS ICwy! S5885 - OFCA10F 03-11-16 DURALUM IAPMO 0195 AHJ APPROVAL REVISIONS MRK DATE DESCRPTNIN 4 STEL JOB # i 6 1071 DATE 03-09-16 DRAWN BY AT CHECKED GM MINIMUM FASTENERS SH -5 5 OF 50 SHEETS 10'-7" 10'-7" 10'-7" 10'-7" 10'-7" 10'-7" 16" 26'-7" 11'-7" 11'-7" 11'-7" 11'-6" 11'-6" 11'-2" 25'-6" 8'-1" 8'-1" 25'-6" 25'-6" 25'-6" 24" L24"' 21'-10" 21'-10" 21'-10" 21'-9" 9'-6" 9'-6" 9'-6" 9'-6" 9'-6" 91- 14'-4" 14'-4" 14'-4" 14'-4" 14'-4" 14'4" 16" 15'-10" 15'-10" 15'-10" 15'A o" 16" 14'-9" 14'-9" 14'-9" 14'-6" 16'-2" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 24" 12'-9" 24" 12'-1 " 12'-1 "-i 12'-1" 11'-10" 12'-0" 11'-7" -3 9'" 17'-4" 17'-4" 17'-0" 17'-4" 17'-4" 17'-4" 16" 20'-2" 20'-2" -2" 20'-2" 20'-2" 20'-2" 17'-9" 17'-9" 17'-9" 17'-7" 17'-8" 17'-1" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 24„ 20' 6" 20'-7" 19'-10' 25 .032 16'-7" 16'-7" 16'-7" 16'-7" 16-7" 16'-7" FOOTNOTE: "SAMPLE" 24" FIGURE INDICATES ATTACHED r" FIGURE INDICATES FREESTANDING 0 Z N W c> rn N to V) Z LLJmcr) W �v0') O CT uw>- hQZLo M O L6 ,C:, U) C=) rn QRpFESS ICwy! S5885 - OFCA10F 03-11-16 DURALUM IAPMO 0195 AHJ APPROVAL REVISIONS MRK DATE DESCRPTNIN 4 STEL JOB # i 6 1071 DATE 03-09-16 DRAWN BY AT CHECKED GM MINIMUM FASTENERS SH -5 5 OF 50 SHEETS 26'-8" 26'-8" 2�25-6 6'-8" 26'-8" 26'-7" 25'-6" 25'-6" 25'-6" 25'-6" 25'-6" 042 L24"' 21'-10" 21'-10" 21'-10" 21'-9" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'A o" 16" 16'-3" 16'-3" 16'-3" 16'-1" 16'-2" 15'-8" .024 13'-4" 13'-4" 13'-4" 13'-2" 13'-3" 12'-9" 24" -3 9'" 9'-3" 9'-3" 9'-3" 9'-3"9'-3" 20'-2" 20'-2" -2" 20'-2" 20'-2" 20'-2" 16" P2-.'-9- 20'-9" 20'-9" 20' 6" 20'-7" 19'-10' 25 .032 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" .042 r24" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-6" 20'-6" 20'-6" 20'-6" 20'-6" 20'-6" 0 Z N W c> rn N to V) Z LLJmcr) W �v0') O CT uw>- hQZLo M O L6 ,C:, U) C=) rn QRpFESS ICwy! S5885 - OFCA10F 03-11-16 DURALUM IAPMO 0195 AHJ APPROVAL REVISIONS MRK DATE DESCRPTNIN 4 STEL JOB # i 6 1071 DATE 03-09-16 DRAWN BY AT CHECKED GM MINIMUM FASTENERS SH -5 5 OF 50 SHEETS H e o L' 0 u 0e r n o i a HEADER BEAM TYPES 1.52" GUTTER 1 ExT. CUP 0.375 SPLICE I T�.125" WHERE I T=12 GA INSERT SPLICE ASTM A653 60 WHERE ALUM. OCCURS I GRADE 50 G60� 3.O" OCCURS ALLOY WHERE � 6063-T6 SPLICE OCCURS 032" 6.5" 2.57° WHERE I I I 6.656" 7.0" "OCCURS 4.6ALUM. " 0.73 I I II 4.0° 1 0.075" I j� 3.0" O'07P0" 0.065" I I TYp. M. 1 I--3.0' NP• II II I 2 .038' 2.0 8" I I 2F I I 1 L__________jj 3" SQ.x0.032" ALUM. BEAM TIF W/ 12 GA. STL. "U" CHANNEL 2.93" 3.0" 3.0" 00" E ASTM A653 SS GRADE 50 G60 6.5" ROLLFORM „ GUTTER FASCIA B MAG BEAM C 4" I -BEAM D 4.5" MAG GUTTER _ 1. 71'1 -BEAM _ ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY 3004-H36 6063-T6 6063-T6 6063-T6 25� F ALUM. ALLOY 6063-T6 3 � G W/ 1 "C" INSERT ALUM. ALLOY 6063-T6 T=12 OR W/ (2) "C" INSERTS 14 GA. 7. 875" ASTM ALUM. ALLOY 6063-T6 A653 SS 1 o GRADE SO .042"/ 6.5" `1 G60 NOTE: 0.032° WHERE 'C' INSERT OCCURS AS SHOWN IN TYP 8.0" 8.0" SPAN TABLES, IT SHALL BE INSTALLED THE 942„ FULL LENGTH OF THE 7" I -BEAM. 4 TV?. 1T1P. 0.625" L" 3.0 �n n JUNOTE: " 2.875EACH HEADER BEAM TOP AND " C- AT MAX. . I X X . ALUM. ALLOY 3004-H36 OR EQUAL DBL.2"x6.5"x0.032" s v ALUM. ALLOY 3004-H36 OR EQUAL 6 7 0 B ,T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 .042" Ifia DBL. 3"x8x0.042" BEAM @��ALUM. L.14 GA. STL.INSERT ALLOY 3004-H36 OR EQUAL DBL. 3"x8"x0.042" BEAM @D-�Al_ L.12 GA. STL.INSERTUM. ALLOY 3004-H36 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. _81x0.042" �� ' ROTTnM FLANGES SHALL BE I? W/ 14 GA. STL. INSERT OR MORE COLUMS OCCUR. DO NOT I �3.0°-• { 3.0' 4.0" 3.0' �M CUT FLANGES AT END COLUMNS. ASTM A653 GRADE 50 G60 3"x8"x0.042" BEAM . 3"x8"x0.042" BEAM s3"x8'`x0.042" BEAM n ALUM. ALLOY 3004-H36 &DRBL ALUM. ALLOY 3004-H36 i�W/ 12 GA. STL. INSERT. OR EQUAL 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 .032" ALUM. 0 3" SQ. ALUM POST ^ 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 HEIGHT LIMITED TO 3" SQ. STEEL POST 10'-0" MAXIMUM. F ASTM A653 GRADE 50 CP60 0.032' PLUGS #10 SMS @24'0. EA, SIDE 0.075" 3.0" TYP. ALUM. POST n-) WITH SIDEPLATES, ALUM. ALLOY 3004-H36 OR EQUAL 1 E MAG POST ALUM.ALLOY 6063-T6 _ _ter "•' G=3"SQ.xt=0.1881 H=3"SQ.xt=0.250" =3"SQ.xt=0.313" =4"SQ.xt=0.188" K=4"SQ.xt=0.250" SQ. STEEL POST ASTM A500 GRADE B Z N N C.0 Lo 2 H m M 12 �U� W � W LL uw>- h QZLLo (h O L6 O C/) O N rn QRpFESS 1(� o S5885 ' - - 1 x. OF CAOFO� 03-11-16 DURALUM IAPMO 0195 fmJAPPROVAL REVISIONS wwx DATE DESCRror011 4 STEL JOB # 16-1071 DATE 03-09.16 DRAWN BY AT CHECKED GM HEADER BEAM TYPES, COLUMN / POST TYPES SH -7 7 OF 50 SHEETS 4 ° _u _ 2 N EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS W o _ C.0 Lo 1 NOTE: WHERE COVER CONSTRUCTION INCLUDES DESIGN (E) WALL COVER 3/16" STEEL NOTES BRACKET CAN BE W � O A34 FRAMING ANGLE DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS LOADS OPENING PROJECTION 8" 0 1/4"O HOLES,TYP. LOCATED ANYWHERE ON EAVE H Q O SEE TABLE 2 REQUIRED TO VERIFY ADEQUACY OF THE EXISTING 0 NOTE: PROVIDE WATER U 10.20 psf > 8' > 18' FASTENERS, SEE TABLE 3 STUD WALL FRAMING WHERE ONE OR MORE OF THE 0 TYP. BRACKET PROTECTION, METAL FLASHING FOLLOWING CONDITIONS OCCUR: 30, 40 & 50 psf >6 > 14' AT EVERY 2x CAUCK JOINTS AND SLOPE 0 ° R.F. OR EXT. HANGER 8' G TO DRAIN (OPTIONAL) I L1 f CHANNEL, 2X OR 3X EXISTING EAVE ALLOWABLE PROJ. TO BEAM RAFTER BRACKET LEDGER OR WALL HANGER OVERHANG SEE TABLE 1 V z O WITH FASTENERS 11/4" (24- MAX.) 2x8 OR 2.8 LEDGER Q Z Lo PER TABLES 3 & 4 O 2 ALUM. PANEL 2X OR EXIST. RAFTERS AT I 2x WOOD STUD OR co (n Lo 3x ALUM. RAFTER 24" O.C. AT ROOF 1" MIN. CONCRETE WALL RAFTER O Cn O EXIST. FASCIA BOARD \j_jOVERHANG W. N (7 2X FULL DEPTH 3_ O ALLOWABLE PROJ. EXISTING EAV WOOD SCAB, O TO BEAM OVERHANG 1" MIN. ° SEE TABLE 1 (24" MAX.) WHERE OCCURS, T— NOTES PLACE 'SIKA FLEX' OR SIMILAR NOTE: BRACKET MAYBE SEE TABLE 2 MATERIAL BETWEEN BRACKET AND COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER SEAL W/ SAME CONNECTION'S. FESS ( EAVE CONNECTION WALL CONNECTION Q7 L EXISTING R❑OF OVERHANG DESIGN LOADS �J NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6' (AT 2"x6y2^ C ALTERNATE EAVE CONNECTION RDL = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS) NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS 3 30, 40, L 50 psf OR KILN -DRY WOOD -FILLED 2"x6Y2" OR 3"xB" ALUMINUM SECTIONS. WITH A 10 psf MAXIMUM DESIGN LOAD. CD O 2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS S58 5 TABLE 1 TABLE 2 TABLE 4 a,b ANCHORS INSTALLED 1 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL INTO CONCRETE WALLS OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG WITH 6 -INCH MIN.THICKNESS EXISTING �. ° MAXIMUM PROJECTION OF Cpl\F FRAMING MEMBER (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS COVER NUMBER AND TYPE COVER AT ROOF WIND SPEED (MPH)AND EXPOSURE (B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING. SD9112 SCREWS WITH 2x FULL LUSL OF FASTENERS 03-11-16 LUSL OVERHANG 110, B 110, C 120, B 120, C 130, B 130, C DEPTH W❑❑D SCAB FULL LENGTH ❑F RAFTER TAIL 4 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" a= 10 PSF L.L. 20 PSF L.L. 25 PSF S.L:-I 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. SS AT 48' D.C.SCn b) 2" x 6" NOTCHED 26'-0" 26'-0" 26-0" 25'-7" 25'4" 21'-2" o WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED 2"x6" FULL OR " m 3 (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP- B & C) 20 S ATS48PSONC STRONG -BOLT 2 DURALUM 1 2"x8" NOTCHED 26-0" 26'-0' 26'-0" 26'-0" 26'-0" 26-0 I- 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 IAPMO 0195 ° 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 25 S ATSIMPSON M SO C ST Rb) G -BOLT 2 F8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) AHJAPPROVAL 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 30 Y2' 0 SIMPSON STRONG -BOLT 2 20 2"x6" FULL OR (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) SS AT 36' D.C. (a,b) 5 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" i f4 g E 2 x8 NOTCHED 9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) CITY I O F Lfii Q U 91 MITA 2"x8" FULL OR 40 S ATIMPSON 36' D.C.STRONG-BOLT 2 f 2"x10" NOTCHED 26-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 10' (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) B I DING & SAFETY DEPT. 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 11' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) }a' 0 SIMPSON STRONG -BOLT 2 APPROVED E ° 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'4- 26-0" 12' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 50 SS AT 24' O.C. (a,b) i FDR CONSTRUCTION 25 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26-0" 26'-0" 26'-0" 26-0" 264" TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER 2"x8" FULL OR AND ROOF PANEL RAIL TO FASCIA FOOTNOTES TO TABLES 3 & 4: ul'T' BY 8 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" OR LEDGER TO EXISTING WOOD STUD WALL FRAMING 2" x 4" FULL 16'-0" 16-0" 16'-0" 16-0" 16'-0" 16-0" (C) - (2) Ya' DIAMETER LAG SCEWS a. EMBED ANCHOR 3' MINIMUM REVISIONS ' INT❑ CONCRETE WALL AND 2" x 6" NOTCHED 10'-10" 10'-10" 10'-10" (D) - 9'-2" 9'-3" - V DIAMETER LAG SCREW INSTALL IN ACCORDANCE MARK DATE OESLRUMN (E) - 314' DIAMETER LAG SCREW WITH ESR -3037 a 30 2"x6" FULL OR 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" ° 2"x8" NOTCHED } b. USE 3' SQ,x/4' STAINLESS 2"x8" FULL OR of 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" F= STEEL WASHER WHEN WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED INSTALLING NEW WOOD Z) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 2"x4"FULL 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" E LEDGER AGAINST EXISTING 4STEL JOB 0 18-1071 7 2" x 6" NOTCHED 15'-6" 15-6" 15'-6" 15'-6" 15'-6" 15-6" ~ 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 CONCRETE WALL, 40 2"x6" FULL OR 5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) c. WHERE ROOF' PANEL RAIL DATE o3 -0s 1s 2"x8 NOTCHED 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" OCCURS, USE' DIAMETER DRAWN BY AT 6' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 2"x8" FULL OR 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 7' (C) (C) (C) (C) (C) (C) (C) (C) (C) ( ) (D) (D) (D) (D) (D) (D) (D) (D) LAG SCREW IN LIEU OF (2) CHECKED GM 2"x10" NOTCHED D K4 DIAMETER LAG SCREWS, ° 2" x 4" FULL 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) 3 2" x 6" NOTCHED 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 9' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) EXISTING EAVE 50 2"x8" NOTCHED xIS" FULL OR 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 10' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) 4(D)(D) D) (E) (E) (E) (E) (E) (E) CONNECTION DETAILS g B 2"x8" FULL OR 11' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)2"x10" NOTCHED 20'-9" 20'-9" 20'-9" 20'-9" 20'-9" 20'-9" 12' (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) D) (E) (E) (E) (E) (E) (E) SH -8 8 OF 50 SHEETS HANGER CHANNELS AND MOUNTING BRACKETSZ .N+ T V FASTENERS, T=.O6On TYP.�� W N N O 1 2.740 SEE TABLE 3, SHEET 4 Z m FASTENERS, �rn Q rn C i 1.50" SEE TABLE 3 SHEET 8 300" 078 T=.060' ca � W p ALUM. 3004-H36 .06 " .63 " iv 3 O o 1.5 " 25"R .OS 010"x90" 202" FASTENERS, DIA. SEE SHEET 0 " FASTENERS C) SEE TABLE 3 SHEET 8 1 6., 1 Lu W LL t= 0.04" _ (2) 0 U Z C) 2 r FASTENERS c' M 0 c�i r�i � .563" .281" J .200' —�5" ROOF PANEL (WHERE CONTINUOCCURS) OUS A- RAIL � O 3„ 1 1 < O � � 07 O C -0 M SHEET 8 SEE TABLE 3 3., rn .060" FASTENERS, w SEE SHEET ALUM.ALLOY FASTENERS, SEE TABLE 3, SHEET 4 0 1.75 6063-T6 ALUM.ALLOY 1.880° ALUM.ALLOY 6063-T6 ALUM.ALLOY 6063-T6 6063-T6 QRgFESS i pnq� c�� K2 O A ROLL FORMED B EXTRUDED HANGER /CONNECTION O C I.R. HANGER O "H" BRACKET HANGER o 3 �' S 5885 NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED AT ROOF LOADS EXCEEDING 30 psf. ° (3) Y2QJ " LAG SCREWS 10# L.L=(2)#14 SMS EA. SIDE 1 1/2" ` of CALIF 20#,25#,30# L.L.=(3)#14 SMS EA. SIDE BEAM SPLICE TO #14 SDS, 40#.50# L.L.=(4)#14 SMS EA. SIDE r, OCCUR DIRECTLY OVER 518"0 PLASTIC 3 PER SIDE I POST. NOT PERMITTED PLUG WHERE 03-11-16 — — — -- --- ---- CBEW @ 2 -POST UNITS 4 J Q 3 /M4 I, PER SIDE I 5„ #14 SMS MAY .•\" I 5" BE USE AS 3a 1 r DURALUM 042YV2'(E)STUCCO 5" MIN.t 3" x 8" ALMR 3.5"3.5" ALTERNATE TO RAFTER 1/4"0 BOLTSIAPMO 0195 3.5" 3.5"° 3" 3"x8"ALUM. 3/4" OR 1 1/2" - -- —-------- - 8" BEAM 5"5"W" HEADER U -BRACKET �1 OR i AHJAPPROVAL EXISTING WOOD STUD FRAMING SEE NOTES 013"x8" ALUM. (E) STUCCO 6 1/2" SIDEPLATE EA. \BELOW 2j, RAFTER 2 EACH 1/4"21 x 3-1/2" LAG SCREWS L.L: 10 psf SIDE SEE POST SCHED. PENETRATION BRACKET 2 EACH 1/2"0 x 3-1/2"LAG SCREWS L.L.=20,25 and 30 psf 2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf #14 SMS EA. SIDE TOP, MID HEIGHTNOTE: LENGTH OF LAG SCREW SHALL PROVIDE(2" MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. SQ. POST BETWEEN SIDE PLATES E o THREADED PORTION OF SHANK COMPLETE NOTE: USE LEDGER WHERE RAFTER SPACING PENETRATION INTO EXISTING CORNER STUD. EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8. SEE LATERAL'FORCE RESISTING SYSTEM, SHEET 11 a HEADER BRACKET 2 RAFTER TO STUD WALL CONNECTION 3 BEAM TO POST CONNECTION 8 6 1 1/2" OR 2"LATTICE #8 S.M.S. 8 $ 3 REVISIONS " u"rE oEscaw ALTERNATE 1/2"#8 RAFTER -EXISTING S.M.S. EACH SIDE ALUMINUM MEMBER WITH BOLT CONN ECTIO PLAN2E LATTICE 1 1/2" OR 2" SHEATHINGWOOD FILL OR DBL. 3'x8'x0,042 BEAM NOMINAL LEDGER OR DBL. 2'x6.5'x0.032'/0.042' e o ALTERNATE: 4414 S.M.S. EACH (NEW OR EXISTING) J BEAM RAFTER TO COL. �, SEE NOTE, DETAIL B, D2 SHEET 8 CONNECT. (8 -TOT.) 2"x6.5" OR 3"x8" RAFTER X w 0 I 4 STEL JOB # 161071 ALTERNATE: 1/2" BOLT F- i� N I o DATE 030116 7 r y 4.5" O 6' ALTERNATE: fn ` FASTNERS, SEE TABLE 3, c,; '' SHEET85/8' 0 ACCESS DRAWN BY AT 1. (2)- #14 S.M.S. EACH RAFTER , HOLES CHECKED GM TO COLUMN CONNECTION INSTALL 6 — #14 0 3"x 3"STL.POST (24") O ALTERNATE: (4 -TOTAL) X :y4' INSERT ATTACHED OR (2}2x6.5" OR ALTERNATE: A3'x N 3' SQ. POST—/LONG SDS @ EACH 3'STL.POST COLUMN (2)-3"x8"HEADER 3' x 3'STL.POST COLUMN (2)-3-xB'HEADER FOR FREESTANDING (2)- 2x6.5" OR (2)-3'x8" HEADER i EXISTING HEADER TO COLUMN HANGER CHANNELS AND (2)-1/2"BOLTALTERNATE: 1" STUCCO OR EQUAL ((1 FASTENERS MOUNTING BRACKETS 3"x3"x0.024"J/(1) - 1/2" BOLT OR 2.5" PENS. INTO EACH WOOD STUD R s B 2"x 6.5" SIDEPLATE CONNECTOR (2)- #14 S.M.S. EACH RAFTER CONNECTION) > a DBL. RAFTER / DBL. HEADER CONN. 4O STUB COLUMN TO DOUBLE HEADER CONN. O5 EXIST. STUCCO / LEDGER O DOUBLE HEADER TO O q -_F SH v g ATTACHMENT DETAIL COLUMN DETAIL 9 OF 50 SHEETS A o ,y V U Y C r " U m o J COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS 5 0 6 71 81 ALUM. ALLOY 3.00" OR 6063-T6 �2.40 j 0 1.375" 0 x;75" 1.60" 1.50 .090" TYP. INSTALL 1y" x 1y" x Ya" HDG WASHER PLATE AT ANCHORS FOR 130 MPH NOTE: CONCRETE SLAB ANCHORS SHALL BE %" DIAMETER SIMPSON STRONG -BOLT 2 SS (ICC -ES ESR -3037) ALUM "T" BRACKET n q 7/16"0 HO FOR 3/8" A ASTM A500 GRADE B INSTALL 1Y" x 1Y" x y" HDG WASHER PLATE AT ANCHORS .157" TYP. USE FOR 3" OR' 4" STEEL POSTS q 2- 5/16"0 NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. STEEL "T" BRACKET 2 FLANGES 2 1/8" APART BASE FLARES TO 3"WIDE EA. SIDE OF FLANGES FOR 3" POST, 4" WIDE FOR 4" POST 1-7/16"0 HOLE & 2-3/8" HOLES TYP. EA. SIDE POST ONLY: 1/2 DEPTH 0 OF LA QUINTA TABLE 1 TABLE 2 2 APPROVED ATTACHED ONLY ATTACHED AND 12" MIN "T"BRACKET @3"SQ.POST ' FOOTING &ANCHOR BOLTS FREESTANDING jE �D. W/ (4}#14 SMS EA. SIDE OF POST OR 1/2" M.B. THROUGH POST ALUM."T"BRACKET USE WITH ALTERNATE FTG. o POST POST POST TYPE B,C,D, OR E. STEEL."T" BRACKET OR 9" SQ. SINGLE POSTS FOOTING SIZE BOLTS EMBED. CUBE SIZE SQ. 18' DEEP "CUBE FTG. 18° 1 B" SQ. 12" 1r-22" CUBED (1) (2}3/8.0 17/8' 20" 21" SQ. 12" - BASE PLATE USE WITH POST TYPE B,C,D,E,F,G,H,J OR K. 23" & 24" CUBED (1) (2)•1/Y0 31/4' 22^ 25" SQ. 16" 3 (2}3/8"B STRONG -BOLT 2 SS SEE TABLE 1 EA. BRACKET TO SLAB. 9 1/2" MINIMUM DISTANCE TO EDGE OF SLAB. 24' 28" SQ. 20" 25- -30CUBED2 ( )" (4)-1rrO 31/4" 26" 32" SQ. 23" o "FOOTING 33" MINIMUM DISTANCE FROM SLAB CRACK TO COLUMN. d (1%" MIN. EMBEDMENT) _ .a DE G •• SLAB SHALL BE IN p POURED CONCRETE GOOD CONDITION SEE TABLES 31'-34" CUBED (2) (4}5/8"0 4" 28" 35" SQ. 25" 30' 39" SQ. 28" 35-- 39" CUBED (2) (4)-W4'0 4 3/4" 32" 43" SQ. 30" 34" 47" SQ. 32' 40" -42- CUBED (2) (4)- x4"0 4 3/4" 36' 51" SQ. 34' NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS (ICC -ES ESR -3037) 38" 55" SQ. 37" FOR SIZE A I g I -3 1/2" MIN. SEE FOOTING 40" 60" SQ. 39" 4 ALTERNATE FREESTANDING BASE PLATE. 42" 64' SQ. 41' 44" 69" SQ. 43" SLAB POSTS TO CONC. FOOTING 2) REQUIRES USE OF ALTERNATE FREESTANDING •CUBE FOOTING W/312'SLAB OEXISTING ATTACHED COVERS ONLY O ATTACHED COVERS ONLY BASEPLATE. 5 0 6 71 81 ALUM. ALLOY 3.00" OR 6063-T6 �2.40 j 0 1.375" 0 x;75" 1.60" 1.50 .090" TYP. INSTALL 1y" x 1y" x Ya" HDG WASHER PLATE AT ANCHORS FOR 130 MPH NOTE: CONCRETE SLAB ANCHORS SHALL BE %" DIAMETER SIMPSON STRONG -BOLT 2 SS (ICC -ES ESR -3037) ALUM "T" BRACKET n q 7/16"0 HO FOR 3/8" A ASTM A500 GRADE B INSTALL 1Y" x 1Y" x y" HDG WASHER PLATE AT ANCHORS .157" TYP. USE FOR 3" OR' 4" STEEL POSTS q 2- 5/16"0 NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. STEEL "T" BRACKET 2 FLANGES 2 1/8" APART BASE FLARES TO 3"WIDE EA. SIDE OF FLANGES FOR 3" POST, 4" WIDE FOR 4" POST 1-7/16"0 HOLE & 2-3/8" HOLES TYP. EA. SIDE POST ONLY: 1/2 DEPTH 0 OF LA QUINTA B I DING & SAFETY DEPT. FOOTING OR APPROVED ' F DR CONSTRUCTION 12" MIN I I REVISIONS jE �D. EEL[. m U) a. �• "• (1}1/2"13M.B. x9" LONG, 1" g d Q FROM END 'Nb? '•,• O m �OF1POST Z (3)-3/4"0 B FOR POST TYPE F, G, H, I, EMBED. 'ING 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" INSERT --I`{ f, 9" SQ. X 5/8" THK. THK. BASE PLATE (ASTM A500 GRADE B STEEL) 1A 6Y2" X. WELDED STEEL BASE PLATE 1 Q ALTERNATE FREESTANDING BASE PLATE ANCHOR v Z N W om N co Lf) Z � m M 2 :D 0 W a) i do uW>- Z o 9�- oU) Ln 0 N rn QRpFESS IQ�� S5885 - 1 OF CA0 'J' 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL CITY OF LA QUINTA B I DING & SAFETY DEPT. APPROVED F DR CONSTRUCTION I DAT R REVISIONS i WM I DATE I UESCRPn N, 4 STEL JOB t/ 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 t 0 2 0 3 0 4 0 5 0 6 0 7 0 8 N tl V0 u e o r o V o n LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS ' )BEAM SPLICE TO Y OCCUR DIRECTLY OVER 5/8"0 PLASTIC POST. NOT PERMITTED PLUG WHERE @ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE PER SIDE 1 5" ,5^ #14 SMS MAY BE USE AS 3.5" ALTERNATE TO 1/4"0 BOLTS 3.5" 8" BEAM Q= m 2"X6.5"X0.032" SIDE PLATES 110 MPH 120 MPH 130 MPH EXP. Ell EXP. C EXP. B EXP. C EXP. B EXP. C 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 Q= m110 2"X6.5"X0.042" SIDE PLATES 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. 5 5" [ OR E2 SEE NOTES BELOW I I 6 112" SIDEPLATE EA. SIDE SEE POST SCHED. #14 SMS EA. SIDE TOP, MID HEIGHT AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES POST SCHEDULE 3" SQ. x .032" + (2y2" x 6 1/2" x 0.032" 3" SQ. x .032" + (2)-2" x 6 1/2" x 0.042" 1-1 W/ (6}#14 S.M.S. EACH SIDE. 1flW/ (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 (E) STRUCTURE ROLL -FORMED OR INSULATED ROOF PANEL ERLOCKING SEAMS, TYP. WALL HANGER cplcpR ��,yti F,p Q2FMjti ,� ROOF PLAN FASTENERS, '"T 4 LL -FORMED #14 SMS @ 32' D.C. MAX, IRP C4 MIN. PER PANEL INTERLOCK) OLL-FORMED PANEL SEE SHEET 4 ROOF HANGER N 1 3"40.0 02" / (2) 2"x6 5"x0 042" SID P SE AN N 2 PE SP N TTBLE ROOF PANEL ATTACHMENT #14 SMS 2 32' D.C. 4 MIN. PER ALUMINUM TOP 8 BOTT. 0.024' P 0 INTEROCKNGPSEAM ANEL InINT SULATED RLOCK NG JOINT PANELROOF 2 _ CD C4 V CD NcoLo Z AMM 2 �< '0% O i �W W > O Q Z co O O_ L6 QROFESS I� S 5885' 1 OF .CAO 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS wane DATE 1100 no" 4 STEL JOB N 16-1071 DATE 034&16 DRAWN BY AT CHECKED GM LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH -11 11 0E 50 SHEETS 0 0 2 SIMPLE SPLICE o l• o "u 0t BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS FULL MOMENT OPTIONAL DECORATIVE FASCIA 5 ( WOOD, ALUM. OR HARDBORD ) 1.1" " 8".111 (2)#10 S.M.S.@ EA. #10 S.M.S. _ VALLEY, TYP. SO POST (8 -TOTAL) •BCH SIDE OF 3' (8 TOT. II #12 S.M.S. II ALTERNATE• 1/4"0 BOLT W/ WASHER TYP. THICKNESS =.035 (24 TOT EA. SIDE OF 3' SQ. POST " 6.38• TYP. THICKNLASS=:035" --. II II o __ + ri + + ++ + + + + ++ W .5� ALUM. ALLOY 3004-H36ci + ALUM. ALLOY 3004-H36 OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED mE 1 10 75 I O NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR I I i + IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS 3• SQ. POST SPLICES - ROLLFORMED &P XTRUDED FASCIAS I NOTCH I -BEAM FLANGE 2.35" NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED. r— • 311 TOTAL= (8)-1/2"0 BOLTS I 3 SPLICE WHERE 4n OCCURS TYP. IL - 4 6063-T6 4" I -BEAM ° 5 SPLICE WHERE OCCURS 11" TYR 0 6 0 ALUM.ALLOY 6063-T6 7" I -BEAM 1 12" SQ. OR 2" LATTICE TUBE MOMENT C SPLICE AS NEEDED TO CLEAR 1.00 O � 2.00 +I O O O O STL. C -BEAM TO POST W/ (2) - 5/8"0 Lt7� 16" 1 " ;'_n" THRU-BOLTS @ 4" I -BEAM, 16" 1'. MOMENT C SPLICE ALUM. ALLOY 3105-H25 7 1.50" 1.50" .28" 2" y .018" B MOMENT C -SPLICE 2"x3" LATTICE TUBE ALUM. ALLOY 3105-H25 .28" �—► 3" 2" (. / — .018" I -BEAM ALUM ALLOY AS NEEDED TO CLEAR 1.j5' O 4,' O O 0 0 STL. C -BEAM TO POST W/ (2) - 5/8"0 Lt7� 16" 1 " ;'_n" ALUM. ALLOY 3105-H25 7 1.50" 1.50" .28" 2" y .018" B MOMENT C -SPLICE 2"x3" LATTICE TUBE ALUM. ALLOY 3105-H25 .28" �—► 3" 2" (. / — .018" I -BEAM ALUM ALLOY AS NEEDED TO CLEAR -(6061-T6) ALTERNATE I I SQ. POST,CONNECT WEB STL. C -BEAM TO POST W/ (2) - 5/8"0 12 - #14 SDS THRU-BOLTS @ 4" I -BEAM, SQ. POST AND (3) - 5/8" 0 THRU BOLTS z @ 7' I -BEAMS - Q / H - BRACKET TO POST 14 3-' X O_. X .U4z-' bt=A 3" SQ. STEEL OR MAG BEAM. (6)-#14 SDS @ EA. SIDE TOP & BOTT. TOT.=24 3"X 3" ALUM. OR STEEL POST LATTICE TUBE TO RAFTER M x2 "SMS, 2 1/2" 1'1/2VQ., 2" SQ., OR 2"x3"TTICE @ 3" O.C. MIN. ^ TO 6"O.C.MA 4414 x 1/2' S.M.S. EACH SIDE OF 3" SQ. POST (8 -TOTAL ALTERNATE: 1/4'0 OLT W/ WASHER EA SIDE OF W SQ. POST GUTTER FASCIA 3.00' 3' SQ. POSTMAG BEAM OR 240' 3•SQ. STL. BEAM RAFTER "TAIL" TO GUTTER NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf "L" FASTENERS 1'-0" 4 - #14 SDS 2'-0" 6 - #14 SDS T-0" 12 - #14 SDS FASTENER SPACING = 3/4" #14 x 1/2" S.M.S. TOP & BOTT. (2) -TOT. FASTENER TO FASCIA - SEE TABLE — FASTENER TO RAFTER TAILS - SEE TABLE �OPTIONAL LATTICE TUBES AT OVERHANG ROOF PANEL N 0 0 1 1/2" FASTENER 6 X12" — — -- --- 1/2' MIN, 0 o 0 GROUP V ROLLFORMED OR Q / 0 ;I 2.750' (6) - #14x-3/" TEK SCREWS I EXTRUDED GUTTER < th Olf0 ALUM. BRACKET #14 S.M.S. @12-O.C. FASCIA rn 6 1/2"x2"x.024 2" 1" "L" SEE TABLE RAFTER "U" BRACKET - RAFTER TO BEAM f,,-- 3.125" FOR 3 x RAFTER 1 2.125" FOR 2 x RAFTER V N nZ 1 1/2" t = .040" @ 606: (6) - #14x %4 TEK SCREWS BRACKET TO RAFTER 1/2' MIN, CD Lurncn 0 0 V Q / 2.750' (6) - #14x-3/" TEK SCREWS BRACKET TO BEAM V N nZ O 1� 0-) N C.0 Lf) CD Lurncn 'Z V u� W > < th Olf0 O C/) C:) N cl rn Q�ypFESS Icol Q o S5 85 03-11-16 DURALUM IAPMO 0195 -Y OF I A QU1NTA LDING & SAFETY DEPT. AOR CONSTRUCTION BY DESCIUMON 4 STEL JOB # 16-1071 DATE 03-09.16 y DRAWN BY AT } CHECKED GM r BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS Q SH - 12 12 OF 50 SHEETS Z N � NCD Lo Z wa)M Z c�nUrn W 0 �w� uw �Q0� �U)o • N5;�cl QRgFESS I(�� S 5885 - 1 OF Cpl\FOQ 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MAM DATE DESCRFnDN 4 STEL JOB # 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH -13 13 OF 50 SHEETS A 1 0 T=12 GA ASTM A653 SS GRADE 50 G60-\ 2 .032' ALUM. 0 3 4 0 5 C V U 3" SQ.4.032" ALUM. BEAM E W/ 12 GA. STL. "U" CHANNEL ASTM A653 SS GRADE 50 G60 T1P. 1 3.0- --t 3.0.1 SBL. 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL BEAM TYPES V "I ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C 3" SQ.x0.032" ALUM. BEAM DBL. 2"x6.5"x0.032" 3x8"x0.042" BEAM W/ 12 GA. STL. "U" CHANNEL I OR K ATTACHED FREESTANDING ATTACHED FREESTANDING .032" 6'S" MAX.COL. FQ H MAX.POST MAX.POST MAX.POST MAX.POST = SPACING o MAX•POST FTG. MIN. MAX.POST FTG. MIN. FTG• MIN. FTG. MIN. p 042 ^^ m SPACING IN.) POST SPACING (IN.) POST SPACING SPACING (IN. POST SPACING SPACING (IN.) POST m 8.0" I . - ON SLAB K ( FOR DBL. FOR 3"x8" ) FOR DBL. FOR 3"x8" C (2). (3) F (SPAN) (1) TYPE (SPAN) (1) TYPE 2'x6.5'x0.032' BEAM (1) TYPE 2'x6.5'x0.032' BEAM (1) TYPE F 0.042" G T� 13'-7" 5' 16'-9" 15 B 14'-7" 29 G 14'-1 " 15'-4" B 15 14'-1 15'-4" 28 G 5' I- O 16'-9" 17 14'-7" 31 H 4'-10" 15' 4' 17 14'-6" 15'-1" 30 +-�2.0" -I 11'-4" 6� 15'-3" 16 B 13'-3" 28 G 13'-7" 14'-1" B 15 13'-7" 14'-1" 28MAX. G 6, 15'-3" 18 13'-3" 30 H 13'-7' 14'-1" 17 13'-3" 13'-9" 29 (-,_�DBL. 2"x6.5"x0.032" - 14'-2" 16 12'-4" 28 12'-7" 13'-1" 15 12' 7" 13'-1" 28 , 1 ALUM. ALLOY 3004-H36 9'_9 14'-2" 18 B 12'-4" 30 G 12'-7' 13'-1" B 17 12'-3" 12'-9" 29 G 7 OR EQUAL 3.0" J 8'-6" 8' 13'-3" 16 B 11'-7" 29 G 11'-9" 12'-3" B 16 11'-9" 12'-3" 28 G 8' DBL. 2"x6.5"x0.042" 3"x8"x0.042" BEAM 13-3 19 11'-7" 29 11'-9" 12'-3" 18 11'-6" 12'-0" 28 `� ALUM OR QUA ALLOY 04-H36 K ALUM OR QUA H36 7,-7„ 9. 12'-7" 17 C 11'-0" 29 G 11'-2" 11'-7" B_16§_ --[l1'-2" 11'-7" 29- 9 G 9. 12'-7" 19 11'-0" 29 11'-2' 11'-7"18 10'-10' 11'-3" 28 6'-1 0" 10 12'-0" 17 10'-4" 30 10'-7" 11'-0" 16 10'-7" 11'-0" 29 25" � 12'-0" 19 C 10' 4" 30 G 10'-7' 11'-0" B 19 10'-3' 10'-8" 29 G 10' 6-2 11' 1114" 17 9'-10" 30 10'-1" 10'-6" 17 10'-1" 10'-6" 29 11 O 11' 4" 20 C 9'-10" 30 H 10'-1' 10'-6" B 19 9'-10' 10'-1" 29 G 1 r 5'-8" 12' 10'-1 " 18 C 9'-6" 30 H 9'-8" 9'-8" C 17 9'-8" 9'-8" 29 G 12' 14 G OR 0'-10" 20 g'-6" 30 9'-8" 9'-8" 19 9'-6" g'_2., 29 14 GA 7.875" ASTM A653 SS GRADE 0 FOOTNOTE: "SAMPLE" FIGURE INDICATES EXPOSURE B 6 EXPOSUREFIGURE ICATES WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. 7 0 'FOOTNOTES TO ALL SPAN TABLES:_ 1?FOOTING SHOWN REPRESENTS LENGTH OF-----`--., 1^EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB. ,WHERE SLAB OCCURS; CUBED FOOTING SIZE MAYBE REDUCED 6"'EACH SIDE'FOR FREESTANDING ONLY. 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. 3"x8x0.042" BEAM W/ 14 GA. STL. INSERT Ivl ASTM A653 GRADE 50 G60 3"x8"x0.042" 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 3"x8" BEAM. -T=12 OF 14 GA ASTM A653 SS GRADE 50 G60 .042" TYR DBL. Wx8x0.042" BEAM �0 W/ DBL. 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 DBL. 3"x8"x0.042" BEAM p W/ DBL. 12 GA. STL. INSERT r ASTM A653 GRADE 50 G60 B I I SEE ALTERNATE FOOTING TABLES I NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHT. 9 FOR ATTACHED COVERS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. 4 2 CV W o � N C.0U 2 Lu a) OM W C/) o i �w uw> - QZ LLC�p C-) O ) L o U) o rn QRgFEss I C O S5885 OF CAl\FOS 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL _Y OFF LA CSUINTA !_DING & SAFETY DEPT. APPROVED OR CONSTRUCTION BY REVISIONS MARK DATE DESCRFnom 4 STEL JOB # 16.1071 DATE 03-09-16 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 34 34 OF 50 SHEETS >_ ATTACHED FREESTANDING ATTACHED FREESTANDING >_ MAX.POST FTG. MAX.COL. SPACING F �o MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST MAX.POST FTG• MIN. MAX.POST MAX.POST FTG MIN. F �p ON SLAB a ON SLAB m SPACING (IN.) POST SPACING (IN.) POST SPACING FOR DBL. SPACING FOR 3'x8" (IN.) POST SPACING FOR DBL. SPACING FOR 3"x8" (IN.) POST T§ (SPAN) (1) (2). (3) H (SPAN) (1) TYPE (SPAN) (1) TYPE 2-x6.5'x0.032' BEAM (1) TYPE Yx6.5"x0.032' BEAM (1) TYPE f 17 B 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 34 J 16-4 18 14'-7" 33 J 14'-8" 15'-2" 18 14'-1" 14'-7" 31 18 B 13'-3" 31 11'-4" 6' 15'-3" 16 B 13'-3" 30 H 13'-7" 14'-1" B 16 13'-7" 14'-1" 9 G 6 34 r' 13'-1" 13'-7" 15'-0" 19 12'-6' 13'-3" 32 I-10' 91_91. 18 2'-10" 13'-4" 31 12' 4"2 333 H 12'-712,-2" 9,_9„ 7' 14'- 1 B 12' 4"2 231 G 12'-712 13'-12'-10' B 169 12'-712 13'-112 230 G 7' 3'-10" 19 4 ( -4 8' 13'-3" 18 -0" 4 30 H 11'-9" 12'-3" J 8'-6" $' 13'-3" 17 B 11'-7" 29 G 11'-9" 12'-3" B 17 11'-9" 12'-3" 28 G 8' 20 10'-10" 11'-3" 13'-0" 20 11'-7" 31 H 11'-8" 12'-1" B 19 11'-2" 11'-7" 30 11'-7" B cl J 7 -7 „ • 9 12'-7" 18 C 11'-0" 29 G 11'-2" 11'-7" B 17 11'-2" 11'-7" 29 G 9' 10'-3' ILL 30 12'-3" 20 6'-10" 11'-0" 30 H 11'-0" 11'-4" 332 20 10'-7" 11'-0" 29 121 10 -7119 B 230 6'-10" 10. 12'-0 121 C 10'-1'O,�„ 330 G 10'-710•-6" 11 -010,-9" B 120 10 -710•-1" 11 -0 229 G 10' 0 -8" 11' 11'-4" 19 C H 30 H 10'-1" 10'-6" B 0,-4" 10'-1" 10'-3" 29 G 11' O 10'-2" 22 9'-10" 32 I 9'-9" 9'-10` 21 9'-3" 9'-0" 31 6 -2 11' 11' 4" 18 C 9'-10" 30 H 10'-1" 10'-6" B 17 10'-1" 10'-6" 29 G 11' O 9" 9 11'-2" 21 9'-6" 9'-10" 30 9'-4" 10'-0" 10'-3" 20 9'-7" g _g 29 5'-8" 12' 10'-1 18 C 9'-6" 30 H 9'-8" 9'-8" C 18 9'-8" 9'-8" 29 G 12' C 10'-8" 21 9'-6" 31 9'-7" 9' 4" 21 9'-2" 8'-9" 30 , Dk7 4 2 CV W o � N C.0U 2 Lu a) OM W C/) o i �w uw> - QZ LLC�p C-) O ) L o U) o rn QRgFEss I C O S5885 OF CAl\FOS 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL _Y OFF LA CSUINTA !_DING & SAFETY DEPT. APPROVED OR CONSTRUCTION BY REVISIONS MARK DATE DESCRFnom 4 STEL JOB # 16.1071 DATE 03-09-16 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 34 34 OF 50 SHEETS >_ ATTACHED FREESTANDING ATTACHED FREESTANDING >_ MAX.POST FTG. MIN. MAX.POST FTG. MIN MAX.POST MAX.POST FTG, MIN. MAX.POST MAX.POST fir'' MIN. MAX.COL. SPACING F p o 9 � ] p Q� ON SLAB m SPACING (IN.) POST SPACING (IN.) SPACING POST FOR DBL. SPACING FOR 3"x8' (IN') POST SPACING FOR DBL. SPACING FOR 3"x8" (IN') POST m (2) (3) (SPAN) (1) TYPE (SPAN) (1) TYPE 2•x6.5"x0.032" BEAM (1) TYPE 2'x6.5'x0.032 BEAM (1) TYPE 13'-7" 5' 16'-9" 17 B 14'-7" 32 1 14'-1 15'-4" B 16 14'-1 15'-2" 31 G 5 O 15'-0" 19 14'-7" 34 J 14'-4" 14'-10' 19 13'-8" 14'-2" 33 H c'e) „ ll' -4" 6 15'-3" 18 B 13'-3" 31 1 13'-7" 14'-1" B 17 13'-7" 13'-10" 31 G , 6 r 13'-9" 20 13'-3" 34 J 13'-1" 13'-7" 19 12'-6' 13'-0" 32 91_91. 7' 14'-12'-9" 1 B 12' 4"2 333 H 12'-712,-2" 13-112'-7" B 120 12'-711 12--1 2'-1" 331 G 7' 20 4 J -7 J 8'-6" 8' 13'-3" 18 B 11'-7" 30 H 11'-9" 12'-3" B 18 11'-9" 12'-1" 29 G 8' 11 -10' 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' 10'-8" 30 6'-10" 10, 12'-00 121 C 10 332 H 10'-710,-2" 11 -010.-7" B 121 10 -7119 10 230 G 10' 8„ B 10-4 G -9" 9'-10" 6' 2" 11' 11'-4" 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" 9'-0" 31 5'-8.. 12, 10'-1 2 C 9'-6" 333 H 9'-B" 9'-8„ C 122 9'_8„ 9'x.'8 231 G 12' 9" 9 22 9'-6" J 9'-4" 9 -1 9,0" -0 _3 4 2 CV W o � N C.0U 2 Lu a) OM W C/) o i �w uw> - QZ LLC�p C-) O ) L o U) o rn QRgFEss I C O S5885 OF CAl\FOS 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL _Y OFF LA CSUINTA !_DING & SAFETY DEPT. APPROVED OR CONSTRUCTION BY REVISIONS MARK DATE DESCRFnom 4 STEL JOB # 16.1071 DATE 03-09-16 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 34 34 OF 50 SHEETS z C4 C:) rn N C.0 U-) 04 Z LU m m Z U m W O i �w V w>— Qo M Cn Lf) ' CD � O N cnN Nt Q�pFESS Iq�( o S 5885 " OF, CAI�F�� 03-11-16 DURALUM IAPM0 0195 AHJ APPROVAL REVISIONS rK4RK DATE OESC� 4 STEL JOB # 161071 DATE 03-M16 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH S H - 35 35 OF 50 SHEETS