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BPAT2015-0055" -- r D 4vVOICE (760) 777-7125 � � 78-495 CALLE TAMPICO FAX (760) 777-7011 LA gUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 8/20/2015 Application Number: BPAT2015-0055 Owner: Property Address: 79875 CASTILLE DR VICTOR WILLIAMS APN: 609630026 Property Zoning: Application Valuation: $3,000.00 -:� n D C7 � C__ D Applicant: Contractor: O o„ tVl VALLEY PATIOS INC DBA VALLEY C VALLEY PATIOS INC DB EYE 37897 CHESTERFIELD STREET 37897 CHESTERFIELDo c 0 INDIO, CA 92203 INDIO, CA 92203 $ tr n M (760)534-4634 M Llc. No.: 937811 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 Dae . Contractor Ei 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 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 ) 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 Address: WORKER'S COMPENSATION DECLARATION hereby affirm under penalty of perjury one of the following declarations: iX f 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 Df 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. ___,o Date: , 49 r Z 1 Applicant 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 propertiy for inspection purposes. Date: 8' `op,'1 Signature (Applicant or Agen . FINANCIAL INFORMATION 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 forBUILDING 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 forPATIO 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 forSTRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00 TOTALS:00 Permit Details PERMIT NUMBER City of La Quinta BPAT20150055 Description: WILLIAMS / PATIO COVER AT BACKYARD Type: PATIO COVER Subtype: Status: APPROVED -CONDITIONS Applied: 8/20/2015 SKH Approved: 8/20/2015 SKH Parcel No: 609630026 Site Address: 79875 CASTILLE DR LA QUINTA,CA 92253 Subdivision: TR 29323-4 Block: Lot: 26 Issued: Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $3,000.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: 222SF TRELLIS PATIO COVER AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING CODES. Printed: Thursday, August 20, 2015 10:30:13 AM 1 of 3 ON�srsTEMS ADDITIONAL CHRONOLOGY CONDITIONS CONDITION TYPE CONTACT DATE ADDED DATE REQUIRED DATE SATISFIED STATUS REMARKS NOTES READY TO ISSUE CHECKLIST 8/20/2015 PENDING SEE NOTE PLAN ALONG WITH BLANK CHECK WAS FOUND IN A CASH DRAWER, WHEN CONTRACTOR ARRIVES, PLEASE GET CHECK FROM ANGELICA'S CASH DRAWER FOR PAYMENT. CONTACTS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT VALLEY PATIOS INC DBA VALLEY C 37897 CHESTERFIELD STREET INDIO CA 92203 CONTRACTOR VALLEY PATIOS INC DBA VALLEY C 37897 CHESTERFIELD STREET INDIO CA 92203 Printed: Thursday, August 20, 2015 10:30:13 AM 1 of 3 ON�srsTEMS INSPECTIONS SEQID INSPECTION TYPE INSPECTOR SCHEDULED COMPLETED DATE DATE 1 FINANCIAL •' 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 forBUILDING 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 forSTRONG MOTION INSTRUMENTATION SM! $0.50 $0.00 TOTALS:00 INSPECTIONS SEQID INSPECTION TYPE INSPECTOR SCHEDULED COMPLETED DATE DATE RESULT REMARKS NOTES FINAL** BLD Printed: Thursday, August 20, 2015 10:30:13 AM 2 of 3 V19SY57EM5 Esplanade c/o Desert Resort Management, Inc. 42635 Melanie Place Palm Desert; CA 92211 Customer Care: 760-346-1161 Fax: 760-346-9918 Website: www.drmintemet.com / - Date: July 22, 2015 Project Ref: [67076319] 79875 Castille Dr "1 Victor J. Williams X893 Castillo Drive La Quinta CA 92253 Dear Victor J. Williams, For the listed project item(s): Patio Cover I am pleased to inform you that the Esplanade Architectural Committee has approved your application with the following stipulations: Homeowner obtains a building permit from the city of La Quinta. The approval is contingent upon compliance with the specifications set forth in the approved application. if your change or addition requires a county, city or state permit, it is the responsibility of the homeowner to obtain this before starting construction. Please retain this letter in your files. If you have any questions regarding this matter, please contact Customer Care at 760-346-1161 or e-mail us at Sincerely, Jennifer Ze' Community Association Manager izeivel@drminternet.com Esplanade } 4 Driveway Casita Williams Residence 79875 Castille Dr. La Quinta, CA 92253 Proposed Alumawood Patio Cover 12' 18'-6"� F2 Solid 1Cover , -11 c:: Pool 12' PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS. INC. GENERAL NOTES: DESIGN REQUIREMENTS: 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. <2012. INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND CODES, ASCE/SEI 7 -10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010 LEVEL 25, 30, 40 & 50 psf) ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND ACI318-11 FOR 20,25 AND 30 ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. 25, 30, 40 & 50 psf) DRAWING NOTES: 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, 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, 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. 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. 12. MINIMUM COVER PROJECTION IS 10'. 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 ASCEISEI 7. 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES; IN ACCORDANCE WITH ASCE/SEI 7. 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: 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. 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. WIND SPEED CONVERSION TABLE: 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 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 SLIDING, PER ASCE.7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. 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: S8= 1.50, S, = 0.6, SD, = 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 SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE'ONLY THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS LAPMO-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). C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN TABLES. i 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 I DESCRIPTION t WIND SPEED CONVERSION TABLE: 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 � T�(ENG/NEER/NG STRUCTURAL ENGINEERING 109 EAST ESCALONES PHONE: (949) 388.9333 T-0..................TITLE SHEET! DESIGN LOADS, GENERAL NOTES SAN CLEMENTE, CA 92672 FAX: (949)388-3773 SH -1 .............SOLID PANECSTRUCTURES srRucluRaL ENGINEER SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: SH - 3-4 ........PANEL SPANS TRI -V, W -PANEL & FLAT PAN POINT OF CONTACT: SH -5 ...........MINIMUM FASTENERS SH -6 ...........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS SH -7 ............HEADER BEAM TYPES, COLUMN / POST TYPES SH -8 ............EXISTING EAVE CONNECTION DETAILS SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS SH - 10 .........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS 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 DUSTIN K. ROSEPINK, SE 5885 BRADLEY STEVENS 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 a wo C 0�o� ZO (n ZR° cl) m41 rxw p -n -" m :' C= ZOMz-I Ll W 0 W Cf) N oo uj MM ZO U W ¢z U) W W W M C'7 o U co Z Q M - U) ai C3) -fE551 558 5 OF CA% - 03 -03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS E111" DATE DESCRIPTION 4 STEL JOB # 15-1071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR TITLE SHEET, DESIGN LOADS, GENERAL NOTES T-0 0 OF 50 SHEETS I 0 2 0 3 0 c E 0 1 u C C SOLID PANEL STRUCTURES V n i ROOF ROOF OVERHANG, ATTACHMENT OVERHANG, ATTACHMENT OR WOOD, OR SEE DETAIL A, B & C, OR WOOD, OR ROOF PANEL SEE TABLES SEE DETAIL A, B & C. gNENGTIi OF CONCRETE ROOF PANEL SEE TABLES SHEET 8 ANONGTy pFS CONCRETE SHEET 4 FOR ROOF SHEET 8 SyA� STRUCT UR e WALL SEE SHEET 4 FOR ROOF SyA�� TRUCTU WALL SEE PANEL HANGER &BEAM. ATTACHMENT TOr/iE pR p FCT � TNSES SHEET 8 PANEL HANGER & WALL MIN. 0.25" SLOPE PER FT. %yE PRO E NS ��q/?/ES SHEET 8 O. SPAN 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—"/ B SEE DETAIL 11, SHEET 12� B FOR MANDATORY BEAM SPLICE SPLICE. p�Sp� BEAM - SEE TABLES FOR MAO BEAM SPL ANDATORY LI AT pp SPAN/ BEAM - SEE TABLES ~ EXTERIOR POSTS. SEE TAetESG ? EXTERIOR POSTS. SEE TgBS NG FOR POST SPACING = POSTS, SIZE VARIES OyA/pT POSTS, SIZE VARIESeNO kC TTp (cSEE SHT. 11 FOR MNIMUM NUMBER OF REQUIRED COLUMNS SEE SHT. 11 FOR MINIMUM2S/ OFgF MAEE� NUMBER OF REQUIRED COILUMNS A,,!eAM25' SpAN 3 1/2" SLAB ATTACHMENT MAY BE USED NOTE: NO SPLICE AT EX7ERIOR 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 �ENGTy ATTACHMENT TO OF STRUC SUPPORTING BEAM.--\O.H T URE VAR/ES "O.H." NOT TO EXCEED 25% OF ROOF PANEL i ALLOWABLE SPAN SEE DETAIL 11, SHEET 12 FOR MANDATORY SPLICE.' BM'Sp NO BEAM SPLICE AT j POSTSpgNEAM -SEE TABLES / B EXTERIOR POSTS. Z r.� SFE{,Tga -S NG FOR POST SPACING = POSTS, SIZE VARIES04 NpT Tp N 03 MAY BE USED 's � ACCO �Cegp" TO CONSTRAIN FOOTING, SEE • f ` TABLES - '- FOOTINGS SEE TABLES f NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "CE FREESTANDING W/ CANTILEVER OPTION 3 1/2" SLAB ATTACHMENT—' W " MAY BE USED WHERE PERMITTED. SEE TABLES NOTE: EACH COMPONENT IS INTER - FOOTING WHERE REQUIRED—j/ EQUIRED CHANGEABLE WITH ANY OTHER SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION ROOF PANEL SEE TABLES MIN. 0.25" SLOPE SHEET 4 FOR ROOF PANEL PER FT ATTACHMENT TO SUPPORTING BEAM. "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN J� SEE DETAIL 11, SHEET 12✓ BSM FOR MANDATORY SPLICE. Sp T NO BEAM SPLICE AT SpAC^ SEF TAS.AC EXTERIOR POSTS. POSTS, SIZE VARIES 3 1/2" SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES BEAM - SEE TABLES FOR POST SPACING � O H. NOT T�II OF BFgM ACCO AeteSPA/V W FOOTINGS ✓ W SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION Zco W N o M Z O U W ¢ �� ucow� W ui WM M o U rn Z co co Q M Q�FESS I(�� o S5885. OF CFiI �F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS MAK I DATE DESCRIPTION 4 STEL JOB # 15.1071-1 DATE 3W2015 DRAWN BY MAP CHECKED DKR SOLID PANEL STRUCTURES SH -1 1 OF 50 SHEETS L a. A u o M o t o F SOLID PANELS SPANS FOR COMMERCIAL &-PATIOS - 110/120/130 MPH - EXP. B & C. 24" TRI -"V" PAN 2I SI 12"x 3 112"W PANEL 6' / B" x 2N FLAT PAN N4O .40 35• .40 R=.117' �� 09R (I.S. .77' 5' 180' I •77' .67' .40' '75' .43' •45" L' CALL UNMARKED RADII .06R) T= (SEE TABLE 3. 0' BELOV) .65' T= (SEE TABLE .70' 25' LI 5' BELOV) .282' 38' 2. 7• 2. 1.01 25• Z " r• T= (SEE TABLE BELOW .40' 45' I .35' .7 ' b5• TYP. W ,50' .50'-+--x.50' 40• .50 3.00' 40, .433' 43' L3'- .433' \ 1.92' L25' X75' 4.00' 120' ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL off TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE ROOF LIVE/SNOW LOAD, psf 10 2025 30 40 50 24" TRI -"V' PAN - 0.83 0.75 0.80 24"x2}4"x0.018" 0.85 0.65 - Eti 24"x2}4"x0.024" PANELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL (IN.) EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 BPH EXP.B EXPA EXP.0 EXP.B EXP.0 T.020 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 11'-2" .018 .020 9'-11" 14'-7" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 8'-6" 8'-7" 8" 1" 8'-2" 7'-5" 9'-0" V2'-3" 12,_3" 12'-3" 12'-3" 12'-3" 12,_3, 10 oza 12'-0' 11'-1" 10 13'-r 13'-7" 13'-7" 17'-7" 17'-7" 9,_9,9,_9.9,_2, 5'-10" 5'-102"'- 9._3. B,7.14'-3" 024 14'-3" 14'-3" 14'-3" 14'-3" 1.4'-9" .032 14'-0" 14'-1" 13'-3" 19'-7" 19'-r 19'-r 19'-7" 19'-7' 12'-1" 12'-1" 11'-2' 11'-3" 10'$" 10'-1" 10 8'4" 8'4" 8'4" 8'4• 8'4" 8'4" 16' 018 15'-9" 16'-0" 15'-0" 15'-7" 15'-7" 11,_3, 11,_3. ,,,_3, 7'-9' 7'-5" 7'-5' 7'-2" 7'-2" 6'-10" 10,_," 10,_,, 10,_,. 10,_,. 10,_," 101_1" 20 .024 9'-0" 9'-1" 12' 6" 12'-0" 12'-0• 12'-0" 12'-0" 12'-0" 13'-1" 13'-4" .024 12'x" 12'-0" 12,_," 12,_,' 121_1, 12,_,. ,2,_,, 12,_1. 10'-9" .032 10'-3" 10'4" 9'-10" 20 17'-7" 14'$" 14'-B" 14'-8' 14'$" 10,_3" 10,4, 9,_B, 9,_9. 032 7'-3" 7'-3" 7'-3" T-3" 7'-3" 7'-3' 13'-3' .018 12'-9" 124" 12'-4" 11'-7" 16'-3" 16' 3" 16'_3" 7' 8" 7'4" 7'4" 7'-1" 7'-1" 6'-10" 13' 4" B,_9, B,_9. 81_9. B,_9. B,_9„ B,_9, 25 .024 14'-7" 13'$" 14'-i" 10'-2" 10-2" 10-2" 10-2" 8'-8" 8'4' 8'-5" 8'-1" 8'-1" 7'-9" 1S4" .020 9,_10, 9,_3, 9,_5, B,_,,, 9,_0" 8 6" 12'-0" 12'-0" 12'-0" 10'-2" 10'2" 97" 98" 926'-7" T-11" r9'-8'9,-8,9,$,9,$,9,$,9,$,.032 10'-10" 6'-7" 6'-7" 6'-7" 6'-r016 9'-5" 10'-r 10'-0" 10'-2' 10'-3" 9'-9" 25 11'4" 13,_2• 13'2" 13'2' 7'-0" 7'-0" 6'-9' 6'-10" 6,_r8'-3"�838'B'3" .032 024 8'3" 63" 30 .0248'-3" .024 14'-2" 14'-2" 14'-2" 8'-0 1�2"l15'-0' 9'-9" 9'-3" 9'-5" 6'-11" 20 9'-1' 9'-1' 9'-1" 9'-1" 9'-1" 9'-1" 10'-7' 032 144" 14'2" 13'-7" "IT -O" 13'-0' 10'-6" 9'-10" 9'-6" 9'-6" 9'-1" 9'-2" TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE ROOF LIVE/SNOW LOAD, psf 10 2025 30 40 50 12"x3}4"x0.020" - 0.83 0.75 0.80 24"x2}4"x0.018" 0.85 0.65 - Eti 24"x2}4"x0.024" 0.90 0.6524"x2}4"x0.032" 130 MPH SPAN 0.90 (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN IN TABLE 1 ABOVE. NOTE: PANEL FASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING 2 WCIO- 02 W04LLJ pp rn M ZO U W aLLI u U)w� LLI LU C7 C7 M U C? 00 Q M U) (3) Q )FESSI � . S5 85 OF CAL 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS MARK b1TE DESCRIPTION 4 STEL JOB 9 15-1071-1 DATE 3/3/2015 DRAWN BY MAP CHECKED DKR PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3OF50SHEETS 12"x 3 1/2" W PANEL 8' x 2 Yz" FLAT PAN LUSL PANELT (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 LUSL 13,_9, , 3,_9. , 3,_9. , 3,_9, 13'9" , 3,_9, SPANPHS .020(l ) PH SPAN EXP.B EXPC EXP.B �C EXP.B EXPC BPH EXP.B EXPA EXP.0 EXP.B EXP.0 T.020 12'-0" 12'-0" 12'x" 12'-0' 11'-1' 11'-2" 10'-r .020 9'-11" 14'-7" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 10'-10" 10'-1" .02a 9' 6" 9'-r 9'-0" 12'-8" 12'-0" 12'-0" 13'-2' 12'-T 12' 8" 11'-10 12'-0' 11'-1" 10 13'-r 13'-7" 13'-7" 17'-7" 17'-7" 17'-r 5'-10" 5'-102"'- .032 024 15'6" 1.4'-9" 14'-9" 14'-0" 14'-1" 13'-3" 19'-7" 19'-r 19'-r 19'-7" 19'-7' 19'-r 11-4" 11'-6" .040 10'-1" 10 4-2 "5'-10" 134 $12" 1T-7° 16' 15'-9" 16'-0" 15'-0" 15'-7" 15'-7" 11,_3, 11,_3. ,,,_3, 11,_3, 11,_3. 11,_3, 18'-0" .020(l) .032 10'-1' 9' 6" 9'-0' 9'-0" 9'-1" 12' 6" 12'-0" 12'-0• 12'-0" 12'-0" 12'-0" 13'-1" 13'-4" .024 12'x" 12'-0" 16'-2" 15'-8" 15'-9" 15'-0" 11'-2' 10'-9" 10'-9 10'-3" 10'4" 9'-10" 20 17'-7" 14'$" 14'-B" 14'-8' 14'$" 14'$' 14'-8" 19' 4" 19' 4" 032 .040 13'-3' 12'-9" 12'-9" 124" 12'-4" 11'-7" 16'-3" 16' 3" 16'_3" 16'_3" 16'_3" 16'_3" 14'-10' 14'-1" .040 13' 4" 17'-0" 16'-10" 17'-0" 16' 4" 16'-0" 15'-1' 14'-7" 14'-7" 13'$" 14'-i" 10'-2" 10-2" 10-2" 10-2" 12 1" 12-1" 12-1" 12 1" .020(l) 1S4" .020 9,_10, 9,_3, 9,_5, B,_,,, 9,_0" 8 6" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 8'4" .024 T-11" 10'-10" 10'4" 10'-3" 9'-9" 9'-10" 9'-5" 10'-r 10'-0" 10'-2' 10'-3" 9'-9" 25 11'4" 13,_2• 13'2" 13'2' 13'-2" 13'-2' 13' 2' 13'-3" .032 024 .024 14'-2" 14'-2" 14'-2" 14'-2" 1�2"l15'-0' 9'-9" 9'-3" 9'-5" 6'-11" 20 12'-2" 11'-8" 11'-8" 11'-2" 11'-3" 10'-7' 144" 14'2" 13'-7" "IT -O" 13'-0' 10'-6" 10' 6" 10' 6" 10'-6" 10' '" 10'-6 020 (1) .032 9'-2" 8'-9" 8'-11" 8'-5" 8'-6" 8'-2" 11'-3" ,,,_3, ,,,_3' ,,,_3. 11,_3, 11,_3, 11'-0" 11'-0" .024 14'-2" 13'-9" 13'-7" 13'-0" 13'-1" 12' 8' 10'-0" 10'-1' 10'-2" 9'-7" 9'-9" 9'-2" 30 040 12'-6" 12'-6" 12'-6" 12' 6" 12'-0" 12' 8" .032 13' 6" 12'-10" 13'-0" 124" 12'-0" 11'-10" 12'-6' 12'-1" 11'-10" 11'x" 11'-8" 14'-10" 13'4" 13'4" 13'4" 13'4" 13'4" 13'4" 9'-9" 9'-9" .040 10'4" 10'4" 1 D'4" 10'4' 10'-4" 10'4" 14'-2' 13'-6" 13'-0" 13'-0" 9-1" 9-1" 9 1" 9 1" 9.1. 91• 020(1) 8'-11" 8'-8" 8' 8" 8'-3" 8'-3" 7'-10" 8'-3" 8'-1" 8'-1" T 10" 7'-10" 7'-6" 9'-9" 10'_3" 10''3" 10,_3, 10'-3" 10'-3" 10'-3" 10'4" 10'4" .024 11'_1" 17'_1" 11'_1" 11'_1 11'_1" 11'_1" 9'-5" 9'-1" 9'-1" 8'-10" 8'-10° 8'-r 40 11'4" 11'4" 11'4" 11'4" 11'-4" 11'4" .032 9'-11" 9'-7" 9'-7" 9'-2" 9'-3" 8'-10" 25 11'-3" 11'-1" 11'-0" 10'-7" 10'-8" 10'-3" 10'-6" 12,_2, 12'-2" 12'-2' 12'-2" 12'-2" 12'-2" 040 12'-1 12'-1" 12'_1" 12'_1" 12'_1"032 12'-8" 12'4" 12'4" 11' 8" 13'2" - 8 -2' 8 -2" 8 -2" 8' -2" 8 -2" .020(l) 10'-10" 10'4" 7'-1" 7'-1" 13'-7" 13'$" 13'-1" 12'4' 9'2" 9'-2"'- 9'-2' 9'-2" 9'-2" 9'-2' 12,_3, .024 13,_,, 13,_,, 13,_,. ,3,_,. t3,_,. .040 7 7'-10" 7'-6* so 10'-7" 10'-r 10'-r 10'-r 10'-7" 10'-r .032 13'-3" 12'-9' 12'-9" 12'-3" 12'4" 11'-9" 9'-7" 9'-7" 9'-r 9'-3' 9'-5' 8'-11" 11,_3, ,,,_3. ,,. 3. ,,,_3, ,,,_3, g-3" 9'-3" .04011'-0' 9,_9. 9,_9. 9,_9. 9,_9" 9,_9. PlT04] 10'10" 10'-10" 10'-7" 10-B" 2 WCIO- 02 W04LLJ pp rn M ZO U W aLLI u U)w� LLI LU C7 C7 M U C? 00 Q M U) (3) Q )FESSI � . S5 85 OF CAL 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS MARK b1TE DESCRIPTION 4 STEL JOB 9 15-1071-1 DATE 3/3/2015 DRAWN BY MAP CHECKED DKR PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3OF50SHEETS 8' x 2 Yz" FLAT PAN 6" x 2 Yz" FLAT PAN LUSL PN)LT I ilomHSPAN 1 120 PH SPAN PHSPAN LUSL P N) (I SPANPHS PH SPAN EXP.B EXPC EXP.B �C EXP.B EXPC BPH EXP.B EXPA EXP.0 EXP.B EXP.0 T.020 12'-0" 12'-0" 12'x" 12'-6"' 12'-0" 12' 6" .020 14'-r 14'-7" 14'-r 14'-r 14'-7" 14'-r - 10'-10" 10'-1" 10'-3" 9' 6" 9'-r 9'-0" 12'-8" 12'-0" 12'-0" 114" 11'-6' 10'-9" 13'7"' 13'-7" 13'-7" 13'-r 13'-7" 13'-7" 15'-10" 5'-10" 5'-10" 5'-102"'- 024 024 r" ,p - 11-4" 11'-6" -910-10 10'" 10'-1" 10 4-2 "5'-10" 134 $12" 9'5'-10" 15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 15'-r 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" .032 .032 14'-1" 13'-1" 13'-4" 12' 4" 12'x" 12'-0" 16'-2" 15'-8" 15'-9" 15'-0" 15'-1" 14'-3" 17'-r 17'-7" 17'-7" 17'-r 17'-7" 17'-r 19'4' 19'4" 19' 4' 19'-4" 19' 4" 19' 4" .040 .040 15'-7" 14'-10 14'-10' 14'-1" 14'-2" 13' 4" 17'-0" 16'-10" 17'-0" 16' 4" 16'-0" 16'-0" 10-2" 10-2" 10'-2" 10-2" 10-2" 10-2" 12 1" 12-1" 12-1" 12 1" 12 1" 1S4" .020 .020 9'-1' 8'-9" 8'-9" 8'4" 8'-6" T-11" 10'-10" 10'4" 10'-3" 9'-9" 9'-10" 9'-5" 11'4" 11'4" 11'•4" 11'-4" 11'-4" 11'4" 13,_3, 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 024 .024 20 10'-1" 9'-8" 9'-9" 9'-3" 9'-5" 6'-11" 20 12'-2" 11'-8" 11'-8" 11'-2" 11'-3" 10'-7' 13'-0" 13'-0" 13'-0" "IT -O" 13'-0" 13'-0' 15'.8" 15'-6" 15'-0" 15'-0' 15'-6" 15'-6" .032 .032 11'-10" 11' 4" 11'-6" 11'-0" 11'-0" 10' 6" 14'-2" 13'-9" 13'-7" 13'-0" 13'-1" 12' 8' 040 14' '" 14'-0" 14' 6" 14' 6" 14' 6" 14'-6" 040 16'-8" 16'-8" 16'-8" 16'-8" 16'-8" 13' 6" 12'-10" 13'-0" 124" 12'-0" 11'-10" 15-6" 15'-2" 15'-2" 14'-10 14'-10" 14'-3' 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 10'4" 10'4" 1 D'4" 10'4' 10'-4" 10'4" .020 .020 8'-11" 8'-8" 8' 8" 8'-3" 8'-3" 7'-10" 10' 8" 10'-1" 10'-3" 9'-8" 9'-9" 9'4" 10'4" 10'4" 10'4" 10'4 10'4" 10'4" 11'_1" 17'_1" 11'_1" 11'_1 11'_1" 11'_1" 024 .024 25 9'-11" 9'-7" 9'-7" 9'-2" 9'-3" 8'-10" 25 12'-0" 11'-0" 11'-7" 10'-10 11'-0" 10'-6" 11'4" 11'4" 1�1'4"l11'4"11'4" 12'-1" 12'-1 12'-1" 12'_1" 12'_1" 12'_1"032 .03211'-10113" 10'-10" 10'4" 14'-7" 13'-7" 13'$" 13'-1" 13'-2" 12'4' 1 12,_3. 12,_3. 12,_3, 12,_3" 12,_3" 12,_3, 13,_,, 13,_,, 13,_,, 13,_,. ,3,_,. t3,_,. .040 .040 t 13'-3" 12'-9' 12'-9" 12'-3" 12'4" 11'-9" 15'4" 15'-1" 15'-7" 14' 8" 14'-9" 14'-1" 020 9,_3, 9,_3, 9,_3, 9,_3„ g-3" 9'-3" 020 9,_9. 9,_9. 9,_9. 9,_9" 9,_9. 9,_9„ 9'-11' 9'-r 9'-7" 9'-2" 9'.4 8'-11' 024 9, 9• 9, 9„ 9,_9, 9,_9. 9,_9. 9'-9" .024 10'4" 10'4" 10'4" 10'4" 10'4" 10'4" 30 t 9 6" 9'-1" 9'-2" 8'-10" 8'-11" 8'4" 30 11'4" 10'-9" 17'-0" 10'4" 10'-6" 9'-11" 032 10-9" 10-9" 10-9" 10-9" 10 9" 10 9" 032 11'4" 11'4' 11'4" 11'4" 11'4" 11'4' [ 11'-1" 10' 8" 10'-9• 10'4" 10'-0" 13'-2" 12'-8" 13'-0" 12'-6" 12'-r 11'-10" d 040 11'-7" 11'-7" 11'-7" 11'-r 11,_7" 11'-7" .040 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" I 12'-7" 12'-2" 12'-2" 11' 8" 11'-9" 11'-3" 14'-9" 14'-6" 14'-7" 14'-1" 14'-1" 13'-7" I 8'4" 8'4" B'4' 8'4" 8'4" 8'-4" 9'-0" 9'-0" 9'-0" 9'-0" 9'-0• 9'-0" .020 .020 7'-B" 7'-6" T-6" 7'-3" 7'-2" 6'-11" 9'-1" 8'-10" 8'-10" 8'-7" 8'-0" 8'-1" I .024 g._0. 9,-0, 9,-0, 9,-0, 9,-0, 9,-0. .024 9,-0. 9,-0. 9,-0. 40 8 $" B'-3" 8'-3' 8'-0" 8'-1" 7'-10" 40 10'-2" 9'-10" 9'-7" 9'-0" 9'-3" g 9. g 9" g 9" g 9" g g. g 9" 12'-1" 12'-9" 12'4" 12'-6" 12'-1"10'-2" 032 032 V12'.9;" 9'-10" 9-10 9-7 9-r 9-3 10'-3"10'-1"9'-10" 9'-10" 9' 8"10'-r .040 10'-7" 10'-7" 10'7" 10'-7' 10'-r 040 11'.2" 11'-2• 11'-2" 11'-2" 11'-2" I 11'-0" 11-2 11-2 10'$"10'-10" 1 0'-0"1-9" 13 6" 13'-0" 13'-1" .020 T.5" 7 -5" 7 -5" 7 5" 7 -5" T-5° .020 8'-3" 8'-3" 8'-3" 8'-3• 8'-3" 8'-3" 6'-5" 6'-5" 6'-5" 6'-3" 6'-3" 6'-1" 7'-8" T -r 7'-8" 7'-5" 7'-6" 7'-2" 024 8 -3• 8 -3" 8 -3" 8 -3° 0248'-9"8'-9"8'-9'B'-9'8'-9'8'-9" 50 T-3" 7'-1" T-0" 6'-11' S0 8 9" 8 r 8 r 8 5" 84" 8 1" 032 W3' 9-1" 9 1"9 1"9-1•032g,$•g$"gra"9,$• 9,$" W-8- 8'-6" 8'-5" B'4" 8'-3" 10'4" 10'-3" 70'-3"1o'1" 10'1" 9'-9" 040 g' -g" 91.9" 9'-9• 9' g" 04010'4" 104 104 10'4" 10'4"' 10'4" 9'-9" 9'-5" 9'-r 9'-2' 11' 6" 11'-2" 2 WCIO- 02 W04LLJ pp rn M ZO U W aLLI u U)w� LLI LU C7 C7 M U C? 00 Q M U) (3) Q )FESSI � . S5 85 OF CAL 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS MARK b1TE DESCRIPTION 4 STEL JOB 9 15-1071-1 DATE 3/3/2015 DRAWN BY MAP CHECKED DKR PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3OF50SHEETS n 1 0 OPEN LATTICE STRUCTURES RAFTER, SEE TABLES ��p`cOG• RAFTER, SEE TABLE e�Sr/NGQU/�O/^, NO BEAM SPLICE AT FOR SIZE G� WALL LEDGER OR ROOF OVERHANG, MAX. O.H. O.H POST CROSSSECTION, SEE DETAIL A.138 C, M 25% RAFTER pfi6 SHEET 8. ALL LL OWABLE ALLOWABLE EXTERIOR POSTS SPAN q44okk Ot" SPAN OSTSc'yG e MAY BE USED ge�FS a0 E9q� ANG POST WI�IITI�IH SIDEL TES ES sqq FF q G TAB TABLES SEE SHT. 11 FOR MINIMUM MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 G� G - 60 FOOTING SEE TABLES NO BEAM SPLICE AT �i'� ?q 6 EXTERIOR POSTS LENGTH OF STRUCTURE VARIES G POST WITH SIDE PLATE S SEE SHT. 11 FOR MINIM M BOOS 5-,D NUMBER OF REQUI SFFr 4/v" COLUMNS SFS 3 1/2' SLAB ATTACHMENT 49, qy MAY BE USED WHERE NOTE: EACH COMPONENT IS INTER- SF rsaq °qry� PERMITTED - CHANGEABLE WITH ANY OTHER RTgeC�SG SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE REQUIRED, NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE TABLES MAY NOT BE COVERED. 4 TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE D 5 ��p`cOG• RAFTER, SEE TABLE MANDATORY BEAM SPICE - SEE NO BEAM SPLICE AT FOR SIZE DETAIL 11, SHEET 12 AND SPACING POST CROSSSECTION, MAX. O.H. ?S% 25% OF RAFTER O.H pfi6 SEE POST DETAIL, EXTERIOR POSTS gsAgC/ e�FS NG ALLOWABLE EXTERIOR POSTS Ot" SPAN OSTSc'yG LENGTH OF STRUCTURE VARIES MAY BE USED HG a0 E9q� TO CONSTRAIN SEE POST WI�IITI�IH SIDEL TES ES sqq FF q G TAB TABLES SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED FOOTING SEE TABLES COLUMNS 6 �M sTS Saq 3 1/2' SLAB ATTACHMENT CHANGEABLE WITH ANY OTHER S �FlgB<F USED WHERE COMPONTENT UNLESS OTHERWISE SHOWN. �� PPIEERMII NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE CSi3o O D LENGTH OF STRUCTURE VARIES H,,. G MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 NO BEAM SPLICE AT OST CROSSSECTI EXTERIOR POSTS SF S7'Sp SEE POST DETAI sT'99 qO/N 7 SFS G 3 1/2' SLAB MAY BE USED NOTE: EACH COMPONENT IS INTER- pp TO CONSTRAIN CHANGEABLE WITH ANY OTHER sF STSA FT9sC�S�G FOOTING, SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE D MAY NOT BE COVERED. FOOTING SEE TABLES TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE B `WALL LEDGER OR ROOF SSEE HEET DETAIL B 8 C RAFTER, SEE MAX. O.H. 25% OF RAFTER ALLOWABLE SPAN MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 ��p`cOG• / MANDATORY BEAM SPICE - SEE NO BEAM SPLICE AT DETAIL 11, SHEET 12 �4 VIVI POST CROSSSECTION, NO BEAM SPLICE AT pOS SFF pfi6 SEE POST DETAIL, EXTERIOR POSTS gsAgC/ e�FS NG EXTERIOR POSTS p� LENGTH OF STRUCTURE VARIES MAY BE USED HG a0 E9q� TO CONSTRAIN SEE POST WI�IITI�IH SIDEL TES ES sqq FF q TAB TABLES SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED FOOTING SEE TABLES COLUMNS NOTE: EACH COMPONENT IS INTER-po �M sTS Saq 3 1/2' SLAB ATTACHMENT CHANGEABLE WITH ANY OTHER S �FlgB<F USED WHERE COMPONTENT UNLESS OTHERWISE SHOWN. �� PPIEERMII NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE RAFTER, SEE TABLE FOR SIZE AND SPACING— MAX. O.H. O H 25% OF RAFTER ALLOWABLE SPAN LENGTH OF STRUCTURE VARIES I�II�IIIIG / MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 POST CROSSSECTION, NO BEAM SPLICE AT pOS SFF SEE POST DETAIL, EXTERIOR POSTS gsAgC/ e�FS NG 3 1/2' SLAB MAY BE USED NOTE: EACH COMPONENT IS INTER- posT sFFl TO CONSTRAIN SEE CHANGEABLE WITH ANY OTHER spq �CFS�G TAB TABLES COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY NOT BE COVERED. TYPE "H".FREESTANDING MULTISPAN LATTICE STRUCTURE Ae Ll cn 2 I� W `l W U)N"oo M w < 5 co L1J W LL.I C'7 o U � \ z 00 M Nt �FESSI� 558.8.5. OF CAI,FOQ 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS MART( DATE DESCRPTwn 4 STEL JOB # 15-1071-1 DATE 313@015 DRAWN BY MAP CHECKED DKR OPEN LATTICE STRUCTURES SH -2 2 OF 50 SHEETS 1 2 0 3 6.5" ROLLFORM GUTTER FASCIA MAG BEAM A ALUM. ALLOY B ALUM. ALLOY 3004-H36 6063-T6 MAX. (-,-)DBL- UM. ALL 2"x6.5"x0.042" ALOY 3004-1-136 OR EQUAL J DBL.2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL DBL. 3"x8"x0.042" BEAM O W/ DBL. 14 GA. STL. INSERT ALUM. ALLOY 3004-H36 OR EQUAL DBL. 3'W'x0.042" BEAM P W/ DBL. 12 GA. STL. INSERT ALUM. 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. HEADER BEAM TYPES GUTTER EXT. CLIP TYP, SPLICE WHERE 4" I-BEAMI �r,�4.5" MAG GUTTER M. C ALUALLOY V ALUM. ALLOY 6063-T6 6063-T6 K 3"x8"x0.042" BEAM ALUM. ALLOY 3004-1-136 OR EQUAL ,032' 3, , ALUM 1 B 3" SQ. ALUM POST ALUM. ALLOY 3004-1-136 HEIGHT LIMITED TO - - 10'-0" MAXIMUM. 0.375' T=12 GA. INSERT TW.125' ASTM A653 SS WHERE ALUM. GRADE 50 G60 3.0' OCCURS ALLOY 6063-T6 .032' ALUUMM , 6,6 6' 7, ' 0,110' TYP. ,0'--I 3" SQ.0.032" ALUM. BEAM 0.375' W/ 12 GA. STL. "U" CHANNEL ASTM A653 SS GRADE 50 G60 1,75' ,0• r1l ��7" I-BEAM25'. rALUM. ALLOY 6063-T6W/ 1 "C" INSERT G ALUM. ALLOY 6063-T6 Ir 14 -- GA. ` W/ 2 "C" INSERTS nSTM `� H ALUM. ALLOY 6063-T6 7,8 $' A653 SS ' GRADE 50 G60 1 ; NOTE: WHERE'C' INSERT OCCURS AS SHOWN IN SPAN TABLES, IT SHALL BE INSTALLED THE j FULL LENGTH OF THE 7"i -BEAM. 0.625' jf NOTE: 875' EACH HEADER BEAM TOP AND BOTTOM FLANGES SHALL BE CUT AT l� 3"x8x0.042" BEAM EACH INTERIOR COLUMN WHERE 3 —3 I I M W/ 14 A. STL. INSERT OR MORE COLUMS OCCUR. DO NOT 4,0• --I-- �I CUT FLANGES AT END COLUMNS. MAX, 3A' ASTM A653 GRADE 50 G60/J DBL. 3"x8"x0.042" BEAM .3"x8"x0.042" BEAM'(_ L ALUM. ALLOY 3004-1-136 _ W/ 12 GA. STL.'INSERT OR EQUAL ;ASTM N A653 GRADE 50 G60 i 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 --�l,00•r- 040' ALUM ,048' STEEL 3 ,28' 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 3"'SQ. STEEL POST F ASTM A653 -GRADE 50-CP60 l LASTIC PLUGS 'I } N10 SM; e 24",[ � EA SID j� I :`�3" SQ. ALUM: POST WITHSIDEPLATES D ALUM. ALLOY 3004-H36 OR EQUAL 0,075' 3, TYP. I�3.01 @-- MAG POST ALUM. ALLOY - 6063 -T6 =3"SQ.xt=0.188" SPLIC =3"SQ.xt=0.250" IH WHER SPLICE,� =4"SQ.xt=0,188" OCCUF WHERE r ICCURS I I 010 0,075' 1 I� 3, ' TYP. I. !I Tl 6.5" ROLLFORM GUTTER FASCIA MAG BEAM A ALUM. ALLOY B ALUM. ALLOY 3004-H36 6063-T6 MAX. (-,-)DBL- UM. ALL 2"x6.5"x0.042" ALOY 3004-1-136 OR EQUAL J DBL.2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL DBL. 3"x8"x0.042" BEAM O W/ DBL. 14 GA. STL. INSERT ALUM. ALLOY 3004-H36 OR EQUAL DBL. 3'W'x0.042" BEAM P W/ DBL. 12 GA. STL. INSERT ALUM. 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. HEADER BEAM TYPES GUTTER EXT. CLIP TYP, SPLICE WHERE 4" I-BEAMI �r,�4.5" MAG GUTTER M. C ALUALLOY V ALUM. ALLOY 6063-T6 6063-T6 K 3"x8"x0.042" BEAM ALUM. ALLOY 3004-1-136 OR EQUAL ,032' 3, , ALUM 1 B 3" SQ. ALUM POST ALUM. ALLOY 3004-1-136 HEIGHT LIMITED TO - - 10'-0" MAXIMUM. 0.375' T=12 GA. INSERT TW.125' ASTM A653 SS WHERE ALUM. GRADE 50 G60 3.0' OCCURS ALLOY 6063-T6 .032' ALUUMM , 6,6 6' 7, ' 0,110' TYP. ,0'--I 3" SQ.0.032" ALUM. BEAM 0.375' W/ 12 GA. STL. "U" CHANNEL ASTM A653 SS GRADE 50 G60 1,75' ,0• r1l ��7" I-BEAM25'. rALUM. ALLOY 6063-T6W/ 1 "C" INSERT G ALUM. ALLOY 6063-T6 Ir 14 -- GA. ` W/ 2 "C" INSERTS nSTM `� H ALUM. ALLOY 6063-T6 7,8 $' A653 SS ' GRADE 50 G60 1 ; NOTE: WHERE'C' INSERT OCCURS AS SHOWN IN SPAN TABLES, IT SHALL BE INSTALLED THE j FULL LENGTH OF THE 7"i -BEAM. 0.625' jf NOTE: 875' EACH HEADER BEAM TOP AND BOTTOM FLANGES SHALL BE CUT AT l� 3"x8x0.042" BEAM EACH INTERIOR COLUMN WHERE 3 —3 I I M W/ 14 A. STL. INSERT OR MORE COLUMS OCCUR. DO NOT 4,0• --I-- �I CUT FLANGES AT END COLUMNS. MAX, 3A' ASTM A653 GRADE 50 G60/J DBL. 3"x8"x0.042" BEAM .3"x8"x0.042" BEAM'(_ L ALUM. ALLOY 3004-1-136 _ W/ 12 GA. STL.'INSERT OR EQUAL ;ASTM N A653 GRADE 50 G60 i 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 --�l,00•r- 040' ALUM ,048' STEEL 3 ,28' 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 3"'SQ. STEEL POST F ASTM A653 -GRADE 50-CP60 l LASTIC PLUGS 'I } N10 SM; e 24",[ � EA SID j� I :`�3" SQ. ALUM: POST WITHSIDEPLATES D ALUM. ALLOY 3004-H36 OR EQUAL 0,075' 3, TYP. I�3.01 @-- MAG POST ALUM. ALLOY - 6063 -T6 --SQ. STEEL POST _ . _.. ASTM A500 GRADE B Ll cf) Z W C.0 06 W U)N0 0 Lu cl 2 O V rn W aLLIz ILL� Q Lu LJ WLLI c� M U rn 00 ZQ M rn �FEss Inc co S5885 1 OF CAL }F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS MARL( DATE DESCOMON 4 STEL JOB # 15-1071.1 DATE 31312015 DRAWN BY MAP CHECKED DKR HEADER BEAM TYPES, COLUMN / POST TYPES SH - 7 7 OF 50 SHEETS =3"SQ.xt=0.188" =3"SQ.xt=0.250" IH =3"SQ.xt=0.313" =4"SQ.xt=0,188" =4"SQ.xt=0.250" --SQ. STEEL POST _ . _.. ASTM A500 GRADE B Ll cf) Z W C.0 06 W U)N0 0 Lu cl 2 O V rn W aLLIz ILL� Q Lu LJ WLLI c� M U rn 00 ZQ M rn �FEss Inc co S5885 1 OF CAL }F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS MARL( DATE DESCOMON 4 STEL JOB # 15-1071.1 DATE 31312015 DRAWN BY MAP CHECKED DKR HEADER BEAM TYPES, COLUMN / POST TYPES SH - 7 7 OF 50 SHEETS J� y� �m v� u= n � nm p V I J RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C 3.024' 6. .024' 6. , 032' .032' .042 .042' 3.0 ".01-1_ MAX, �.O'—I * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-1-136 ALUM. ALLOY 30041-136 OR OR EQUAL EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING Ll co 2 W W U)0)M o�� W QW U) W W 2 W ch o U Z 00 00 Q M U) ai v rn FESS Iq�y� o S5885 1 OF CAL�F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS NARK DATE DESCRIVnON 4 STEL JOB # 15-1071-1 DATE 3!3!2015 DRAWN BY MAP CHECKED DKR RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS SH -6 6 OF 50 SHEETS pp z W a oz v, zo 2" X 6 1/2" RAFTER z W a v o DBL. 2"x 6 1/2" RAFTER LUSL "T' SIN) 110 MPH 120 MPH 130 MPH LUSL "T^ ��N) 110 MPH 120 MPH 130 MPH 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 .024 16" 9'-9" 3"0'-3"10'-3"0'-3" 9'-9" 9'-9" 9'-9" 9'-9" 10'-3" 9'-9" 10-3 024 16" 14'-6" 14'-8" 14'-6" 14'-8" 14'-0" 14'-8" 14'-6" 14'-8" 14'-6"24" T-6" 7'6" 7'6" T-6" 7'-6" 7'-6" 8-6" 8'-6" 8'-6" 24" r14'-8"14'-8" 11'-2" 11'-2" 11'-2" 11'-2" 116" 11'-2"8'-6" 30 .032 12'x" 13'-1" 12'-6" 13'-1" 12' 6" 13'-1" 12'-6" 13'-1" 12' 6" 13'-1" 12'-6" 13'-1" 30 .032 16"18'-7" 18'-4" 18-4- 18'-7" 18'-4" 18'-7" 18'-4" 18'-7" 18'-4" 18'-7" 18'-4" 24" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 24„ 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 10'-8" 10'-8" 10'-8" 10'-8" 10'-8" 10'-8" 15'-1" 15'-1" .042 16" 16'-0" 15'-9" 16'-0" 15'-9" 16'-0" 15'-9" 16'-0" 15'-9" 16'-0" 15'-9" 16'-0" 15'-9" .042 16" 22'-7" 22'-2" 22'-7" 22'-2"22'-2" 22'-7" 22'-7" 22'-2" 22'-7" 22'-2"22'-2" 22'-7" 24" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 24" 18'-6" 18'-6" 18'-6" 18'-6" 18'-6" 18'-6" 12'-10 12'-10 12'-10' 12'-10' 12'-10 12'-10 18'-2" 18'-2" 18'-2" 18'-2" 18'-2" 18'-2" 024 16" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 9'-1" 8'-0" 9'-1" 024 16" 2'-10" 12'-8" 2'-10" 12'-8" 2'-10" 12' 8" 2'-10" 12'-8" T-10" 12'-8" 2'-10" 12'-8" 24" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 7'-2" 7'-2" 7'-2" 7'-2" 7'-2" 7'-2" 24" 9'-10" 9'-10" 9'-10" 9'-10" 9'-10" 10'11" 10'-4" 10'-4" 10'x" 10'-4" 9'-10" 10'-4" 40 .032 16" 10'-10" 11'-6" 10'-10" 1 1'-6" 10'-10" 11'-6" 10'-10" 10'-10" 10'-10" 11'-0" 40 .032 16- 124" 16'-4" 16'13" 16'-4" 16'-4" 8.'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 24"12'-6" V6416'-4" 12' 6" 12'-0" 12'-6" 12'-6" 9'-4" 9'-4" 9' 4" 9'4" 9'-4" 9'-4" 13'-2" 13'-2" 13'-2" 13-2" 13'-2" 042 16" 13'-2" 13'-9" 13'-2" 13'-9" 13'-2" 13'-9" 13'-2" 13'-9" 13'-2" 13'-9" m 042 16" 19'x" 19'-9" 19'-9" 19'-9" 19'-9" 19'-9" 24" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 24" 16'-2" 16'-2" 16'-2" 16'-2" 16'-2" 15'-10' 15'-10" 15'-10' 15'-10' 15'-10' 16'-2" 15'-10" 024 16" T-3" 8'-2" T-3" 8'-2" T-3" 8'-2" 7'-3" 8'-2" T-3" 8'-2" T-3" 8'-2" 02411'-4" 16" 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 24" 5'-2" 5'-2" 5'-2" 5'-2" 5'-2" 5'-2" 5'-9" 5'-9" 5'-9" 5'-9" 5'-9" 24" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 9'-4" 9' 4" 9'-4" 9'-4" 9'�" 8'-3" 9'-4" .032 16" 9'-9" —10, _3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" .032 16" 14'-8" 14'-8" 14'-8" 14'-8" 14'-6" 14'-8" 1 4'-6" 14'-8" 50 50 24" 7 -0" T-0" T-0" T-0" T-0" 7'-0" 8'- 8'-4" 4" 8'-4" 8'-4" 8'-4" 8'-4" 24" 11'-3" 11'-10" 11'-3" 11'-10" 11'-3" 11'-10" 11'-3" 11'-10" 11'-3" 11'-10" 11'-3" 11-10" .042 16" 11'-9" 12'-6" 11'-9" 12'-6" 11'-9" 12'-6" 11'-9" 12'-6" 11'-9" 12'-6" 11'-9" 12'-6" .042 16" 17'-9" 17'-6" 17'-9" ' 17'-6" 17'-9" 17'-6" 17'-9" 17'-6" 17'-9" 17'-0" 17'-9" 17'-6" 24" 9'-0" 10'-2" 9'-0" 10'-2" 9'-0" 10'-2" 9'-0" 10'-2" 9'-0" 10'-2" 9'-0" 10'-2" 24" 13'-7" 14'-3" 13'-7" 14'-3" 13'-7" 14'-3" 13'-7" 14'-3" 13'-7" 14'-3"14'-3" 13'-7" 3.024' 6. .024' 6. , 032' .032' .042 .042' 3.0 ".01-1_ MAX, �.O'—I * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-1-136 ALUM. ALLOY 30041-136 OR OR EQUAL EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING Ll co 2 W W U)0)M o�� W QW U) W W 2 W ch o U Z 00 00 Q M U) ai v rn FESS Iq�y� o S5885 1 OF CAL�F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS NARK DATE DESCRIVnON 4 STEL JOB # 15-1071-1 DATE 3!3!2015 DRAWN BY MAP CHECKED DKR RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS SH -6 6 OF 50 SHEETS pp I 0 2 0 3 a 4 c , V O V EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS O A I TABLE 1 NOTE: WHERE COVER CONSTRUCTION INCLUDES DESIGN (E) WALL COVER t— 3/16• STEEL NOTES BRACKET CAN BE A34 FRAMING ANGLE DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS LOADS OPENING PROJECTION 8" 0 1/4.0 HOLES,TYR LOCATED ANYWHERE ON EAVE. SEE TABLE 2 FASTENERS, SEE TABLE 3 REQUIRED TO EXISTING ROOF REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING WHERE ONE OR MORE OF THE 10, 20 psf > 8' >1& 0 0 TYP. BRACKET NOTE: PROVIDE WATER PROTECTION. METAL FLASHING EXISTING FRAMING MEMBER AT ROOF OVERHANG MAXIMUM PROJECTION FOLLOWING CONDITIONS OCCUR: 30, 40 & 50 psf > 6' > 14' NUMBER AND TYPE OF FASTENERS AT EVERY 2x CAUCK JOINTS AND SLOPE R.F. OR EXT. HANGER 110,13 110,C 120,13 8' o TO DRAIN (OPTIONAL) CHANNEL, 2X OR 3X 10 ` >_10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. a = EXISTING EAVE ALLOWABLE PROJ. TO BEAM RAFTER BRACKET 26'-0" LEDGER OR WALL HANGER \� 25'-2" RHANG SEE TABLE 1 2" x 6" NOTCHED 26'-0" WITH FASTENERS PER TABLES 3 6 4 26'-0" (24 -MAX 11/4" 2x80R2.8LEDGER 21'-2" ALUM. PANEL 2X OR EXIST. RAFTERS AT I WIND SPEED (EXP. B & C) 2x WOOD STUD OR WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 3x ALUM. RAFTER yz• O SIMPSON STRONG -BOLT 2 SS AT 48' D.C. (n,b) 24" O.C. AT ROOF 1' MIN, 26'-0" CONCRETE WALL 26'-0" ER r(3)-1/2" W. EXIST. FASCIA BOARD 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 OVERHANG 3� 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) (A) (A) (A) FULL DEPTH S AT 8' D C. (Rb) STRONG -BOLT 2 (A) 6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 2O 2" x 4" FULL 26'-0" ALLOWABLE PROJ. EXISTING EAV WOOD SCAB, W 1' MIN, 20'-7" 7' (A) (A) (A) TO BEAM OVERHANG (A) (A) (A) WHERE OCCURS, (B) (B) (B) NOTE, PLACE 'SIKA FLEX SEE TABLE 1 (24" MAX.) 2" x 6" NOTCHED SEE TABLE 2 I 26'-0" 26'-0" MATERIAL BETWEEN BRACKET AND NOTE: BRACKET MAY BE 26'-0" 8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" COMP. SHINGLE ROOFING TO PROVIDE MOUNTEDBELOW RAFTER 26'-0" 26'-0" 9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 40 SEAL E EAVE CONNECTION 26'-0" WALL CONNECTION 26'-0" 26'-0" A 26'-0" B 11' ALTERNATE EAVE CONNECTION L EXISTING ROOF OVERHANG DESIGN LOADS, (A) (A) (A) NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2°x6' (AT 2"xsy' C' 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 30, 40, 6 50 psf \ OR KILN -DRY WOOD -FILLED 2"x6 )4" OR 3"x8" ALUMINUM SECTIONS. WITH A 10 psf MAXIMUM DESIGN LOAD. 2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS - — 25'-4" 20'-7" TABLE 1 TABLE 2 TYPE AND NUMBER OR RAFTER OF FASTENERS CONNECTED REQUIRED TO EXISTING ROOF AT ROOF PANEL OVERHANG TABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS WITH 6 -INCH MIN.THICKNESS COVER LUSL EXISTING FRAMING MEMBER AT ROOF OVERHANG MAXIMUM PROJECTION (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL COVER LUSL NUMBER AND TYPE OF FASTENERS WIND SPEED (MPH) AND EXPOSURE 110,13 110,C 120,13 120, C 130, B 130,C 10 SIMPSON STRONG -BOLT 2 SS AT 48' D.C. (n,b) >_10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. a = 0 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" 25'-7" 25'-4" 21'-2" jp m WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 20 yz• O SIMPSON STRONG -BOLT 2 SS AT 48' D.C. (n,b) 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2"x8" FULL OR5' 2"X10" 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) (A) (A) (A) 25 S AT 8' D C. (Rb) STRONG -BOLT 2 (A) 6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 2O 2" x 4" FULL 26'-0" 26-0" 26'-0" 25'-2" 264" 20'-7" 7' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 30 S ATS36 SOC.S QRb�G-BOLT 2 2" x 6" NOTCHED 26'-O" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 40 �' 0 SIMPSON STRONG -HOLT 2 SS AT 36' D.C. QL,b) 2"x8" FULL OR 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) 11' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) SO S SIMPSON C.nb) STRONG -BOLT 2 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" 12' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 255 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER AND ROOF PANEL RAIL TO FASCIA OR LEDGER TO EXISTING WOOD STUD WALL FRAMING TO TABLES 3 & 4: a, EMBED ANCHOR 3' MINIMUM INT❑ CONCRETE WALL AND INSTALL IN ACCORDANCE WITH ESR -3037 b. USE 3' S SHE STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL. C, WHERE ROOF PANEL RAIL OCCURS, USE Y2 DIAMETER LAG SCREW IN LIEU OF (2) Y'a DIAMETER LAG SCREWS, 2"x8" FULL ORFOOTNOTES 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 30 2" x 4" FULL 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" } a= jo m- �3 ( ) K' DIAMETERLAG SC WS (D) _ !� (E) - �'4' DIAMETER LAG SCREW 'I 2" x 6" NOTCHED 10'-10" 10'-10" 10'-10" 9'-2" 9'-3" - 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 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"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 40 2" x 4" FULL 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2"x 6" NOTCHED 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 2"x6" FULL OR 2"x8" NOTCHED 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) 6' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 2"x8" FULL OR 2"x10" NOTCHED 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) (D) 550 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) 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) 2"x6" FULL OR 2"x8" NOTCHED 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 10' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 11'. (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) .(E) (E) (E) (E) 2"x8" FULL OR 2"x10"NOTCHED 20-9" 20'-9" 20'-9" - 20'-9" 20'-9" 20'-9" 12' �(E) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) ) (E) (E) 2 ti W C,q N 00 j4ZI, w M C.? O < >5 U) W LL . wi- w — W W M M o Z 000 0 (Q Ch ol FESS 1( yl S58.85. OF CAL\EOQ 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS MARK DATF DESCRIMN 4 STEL JOB # 15-1071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR EXISTING EAVE CONNECTION DETAILS SH -8 8 OF 50 SHEETS 1 D 2 0 3 11111111112. 1111111112. A a t v HANGER CHANNELS AND MOUNTING BRACKETS FASTENERS, T=,060' TYP. 2.740" SEE TABLE 3, SHEET 4 FASTENERS, `.078 1.50" SEE TABLE 3 SHEET 8 300' T=.060" W ALUM. 3004-H36 .06m 63 • iv .25"R ,O5 FASTENERS O 1.50" 010"x90" 202" FASTENERS, SEE TABLE 3 SHEET 8 t= 0.04" (2) DIA SEE SHEET 4 O N m m .563" .281" .20 5' A C7 J ? JQ CONTINUOUS A- RAIL c Q FASTENERS ROOF PANEL 3 (WHERE OCCURS) p "' ri SHEET 8 SEE TABLE 3 .060.1 U) FASTENERS, w ALUM.ALLOY FASTENERS, SEE SHEET 4 6063-T6 1.880" SEE TABLE 3, SHEET 4 1.75" ALUM.ALLOY ALUM.ALLOY 6063-T6 ALUM.ALLOY 6063-T6 6063-T6 O ROLLFORMED O EXTRUDED HANGER/ CONNECTION OC I.R. HANGER "H" BRACKET NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED AT ROOF LOADS EXCEEDING 30 psf. L m (3) Y2'O LAG SCREWS 1 1/2" 10# L.L.=(2)#14 SMS EA. SIDE 209,25#,30# L.L.=(3)#14 SMS EA. SIDE BEAM SPLICE TO #14 SDS, 1 40#,50# L.L.=(4)#14 SMS EA. SIDE OCCUR DIRECTLY OVER 5/8" 0 PLASTIC 3 PER SIDE dlr_�z POST. NOT PERMITTED PLUG WHERE 1' 3/4" OR 1 1/2" 6 SCREWS @ 2 -POST UNITS i SCREW IS INSIDE —+ PER SIDE I Q 5" #14 SMS MAY 2" x 6 1/2" OR BE USE AS p I 5" MIN. 3"x 8" ALUM. 3.5" 3.5" AL NATE TO RAFTER 114"0 BOLTS 3.5" 3.5" —3"x8"ALUM. -- _ 3/4" OR 1 1/2" —-------- 8" BEAM X1, HEADER U -BRACKET ❑1 OR ❑2 I 5" I LU EXISTING WOOD STUD FRAMING SEE NOTES 3"X8" ALUM. (E) STUCCO BELOW I I 6 1/2" SIDEPLATE EA. (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 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 HEADER BRACKET 2 RAFTER TO STUD WALL CONNECTION 3 BEAM TO POST CONNECTION 8 1 1/2" OR 2"LATTICE #8 S.M.S. ALTERNATE 1/2" BOLT CONNECTION -_j 3"x 3"STL.POST (24•) o INSERT ATTACHED OR 3"x 3"STL.POST COLUMN FOR FREESTANDING DOUBLE RAFTER - PLAN 2 ALTERNATE: 4414 S.M.S. EACH RAFTER TO COL. CONNECT. (B -TOT.) } 4.5" 019 6' #8 S.M.S. EACH SIDE � LATTICE 1 1/2" OR 2" ALTERNATE: (2}24.5" OR _ \ (2)-3"x8"HEADER (2) -112 -BOLT 2"x 6.5" SIDEPLATE CONNECTOR CONNECTOR 2"x6.5" OR 3"x8" RAFTER ALTERNATE: 1/2" BOLT ALTERNATE: (2} #14 S.M.S. EACH RAFTER TO COLUMN CONNECTION (4 -TOTAL) ALTERNATE: (2} 2x6.5" OR (2)-3"x8" HEADER ALTERNATE: (1) - 1/2" BOLT OR (2)- #14 S.M.S. EACH RAFTER EXISTING ALUMINUM MEMBER WITH WOOD FILL OR NOMINAL LEDGER (NEW OR EXISTING) SEE NOTE, DETAIL B, SHEET 8 FASTNERS, SEE TABLE 3, SHEET 8 EXISTING 1" STUCCO OR EQUAL 2.5" PENE. INTO EACH WOOD STUD DBL. RAFTER / DBL. HEADER CONN. 4O I STUB COLUMN TO DOUBLE HEADER CONN. O5 I EXIST. STUCCO T CCOT DETAILLEDGER O DHL. 3'x8'x0,042 BEAM OR DBL, 2'x6.5'x0.032'/0,042' BEAM I `5/8' 0 ACCESS HOLES 3' SQ, POST INSTALL 6 — #14 X %'s' LONG SDS E EACH HEADER TO COLUMN (12 FASTENERS PER DOUBLE HEADER 7 COLUMN DETAIL Ll cy) 2 � W C'j W cp N M CO ULj ZO U rn w a� W LL ULl :E L1J LU m M O Z O00 O Q M rn MESS/ pyq o S5--85 1 OF CALF 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS MARK DATE DESCRIPTIO" 4 STEL JOB # 157071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR HANGER CHANNELS AND MOUNTING BRACKETS SH -9 9 OF 50 SHEETS POST COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS (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 SLAB CRACK TO COLUMN. (1%" MIN. EMBEDMENT) SLAB SHALL BE IN GOOD CONDITION FOR SIZE 31/2" MIN. SEE FOOTING4-::Z: IN BEAM SPAN TABLE EXISTING SLAB O ATTACHED COVERS ONLY O SEE TABLE 1 4 .Q DE TH d A a POURED CONCRETE FOOTING SEE TABLES QUARE POSTS TO CONC. FOOTING ATTACHED COVERS ONLY TABLE 1 TABLE 2 3114' ATTACHED ONLY ATTACHED AND -r BRACKET @3"SQ.POST ' FOOTING & ANCHOR BOLTS FREESTANDING W/ (4)-#14 SMS EA. SIDE OF POST OR 1/2" M.B. THROUGH POST ALUM "T"BRACKET USE WITH 31/4' ALTERNATE FTG. POST POST TYPE B,C,D, OR E. STEEL."T' BRACKET OR 9" SQ. FOOTING SIZE EMBED. SINGLE POSTS BOLTS CUBE SIZE SO. 18" DEEP • CUBE FTG. 18" 18' SQ. 12" CUBED (1) .(2)3/8"0 1 7/8" 20" 21" SO. 12" BASE PLATE USE WITH1r-22' POST TYPE B,C,D,E,F,G,H,J OR K. (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 SLAB CRACK TO COLUMN. (1%" MIN. EMBEDMENT) SLAB SHALL BE IN GOOD CONDITION FOR SIZE 31/2" MIN. SEE FOOTING4-::Z: IN BEAM SPAN TABLE EXISTING SLAB O ATTACHED COVERS ONLY O SEE TABLE 1 4 .Q DE TH d A a POURED CONCRETE FOOTING SEE TABLES QUARE POSTS TO CONC. FOOTING ATTACHED COVERS ONLY 23" s 24" CUBED (1) (z}tyre 3114' 22" 25" SO. 16' 24' 28" SQ. 20' 25-- 30" CUBED (2) (4}tlre 31/4' 26". 32' SO. 23' 31--34" CUBED (2) (4}5/8'0 4' 28" 35" SO. 25" 30" 39" SO. 28' '. 35" - 39- CUBED (2) (4}3/4'0 4 3/4' 32" 43" SO. 30" 34" 47" SQ. 32' a0' -42" CUBED (2) (4}314'0 4 ala' 38" 51' SO. 3`(" 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. 2) REQUIRES USE OF ALTERNATE FREESTANDING BASE PLATE. 38" 55' SQ. 37" 4D" 60" SQ. 39" 42" 64" SO. 41" 44" 69" SO. 43' CUBE FOOTING WI 3112' SLAB a- . ALUM. ALLOY 3.00" OR 6063-T6 2.40"— o" � 1.375" 0 75.. 0,. o 1.60" 1.5 .090" TYP. INSTALL 1Y2" x 1y" x Y" HDG ' WASHER PLATE AT ANCHORS FOR 130 MPH NOTE: CONCRETE SLAB ANCHORS SHALL BE %e" DIAMETER SIMPSON STRONG -BOLT 2 SS s (ICC -ES ESR -3037) ALUM "T" BRACKET C q 7/16"0 HOI FOR 3/8" N ASTM A500 GRADE B INSTALL 1Y2" x 1Y2" x Y8" HDG WASHER PLATE AT ANCHORS 157"-- TYP- USE FOR 3" OR 4" STEEL POSTS 0 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 q 1-7/16"0 HOLE & 2-3/8" HOLES TYP. EA. SIDE I i (3}3/4"0 B FOR POST TYPE F, G, H, I, (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) I 3" OR 4" SQ. INSERT x 0.188" ASTM A500 GRADE B STEEL WELDED STEEL BASE PLATE 1 Q ALTERNATE FREESTANDING BASE PLATE ANCHOR Cri ti W co W �Noo 2 L W W M ch o U rn z Co Q M QpQFESS I �l 55.88.5. OF CAL \F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS MART( DATE - DESCR P" 4 STEL JOB # 15-1071-1 DATE 3IY2015 DRAWN BY MAP CHECKED DKR COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH -10 10 OF 50 SHEETS r STEEL POST ONLY: i USE POST TYPE 1 .112 DEPTH OF I I FOOTING OR j }I X12" MIN. EMBD.mm I I M2 LL '. U) i I a- . (1}1/2"OM.B. •' F < x9" LONG, 1' IL FROM END '� O UJ `OF POST �•.; Z POURED SQUARE, SEE FTG. CONCRETE ,SCHEDULE IN BEAM FOOTINGS PAN TABLES POST EMBED. OSQUARE INTO FOOTING (3}3/4"0 B FOR POST TYPE F, G, H, I, (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) I 3" OR 4" SQ. INSERT x 0.188" ASTM A500 GRADE B STEEL WELDED STEEL BASE PLATE 1 Q ALTERNATE FREESTANDING BASE PLATE ANCHOR Cri ti W co W �Noo 2 L W W M ch o U rn z Co Q M QpQFESS I �l 55.88.5. OF CAL \F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS MART( DATE - DESCR P" 4 STEL JOB # 15-1071-1 DATE 3IY2015 DRAWN BY MAP CHECKED DKR COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH -10 10 OF 50 SHEETS r LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS co 3 2"X6.5"X0.032" SIDE PLATES 110 MPH 120 MPH 130 MPH EXP. B 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 13' 4 5 5 6 6 7 <= �0 m 3 2"X6.5"X0.042" SIDE PLATES 110 MPH 120 MPH 130 MPH EXP. B EXP. C EXP. B EXP. C 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' R 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. 0 ■ vI ROL INSULATED WALL HANGER CC )BEAM SPLICE TO 1/ OCCUR DIRECTLY OVER 5/8"0 PLASTIC POST. NOT PERMITTED PLUG WHERE @ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE PER SIDE I AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES POST SCHEDULE 1❑ 3" SQ. x .032" + (2)-2" x 6 1/2" x 0.032" 3" SQ. x .032" + (2y2" x 6 1/2" x 0.042" . W/ (6)-#14 S.M.S. EACH SIDE. ❑2 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, "EET 4 ROLL—FORMED *14 SMS @ 32' D.C. MAX. OR IRP (4 MIN. PER PANEL INTERLOCK) OLL—FORMED PANEL SEE SHEET 4 ROOF HANGER #14 SMS @ 32' D.C. 4 MIN. PER EP^" '^"'T ALUMINUM SI TOP & BOTT. 0.024' P ROLL -FORMED PANEL INSULATED ROOF PANEL (2) INTERLOCKING SEAM INTERLOCKING JOINT 2 W 06 W U) N M 0 w ¢LLJ U) Lu W Lu M W M o U rn `-Za0O UQ M FESS Ifit S�' Q S5885. OF CAV OFA 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS M4RK MTF DESCRFMON 4 STEL JOB # 15-1071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ.. COLUMNS-. SH - 11 11 OF 50 SHEETS 5" #14 SMS MAY BE USE AS 3.5" 3.5" ALTERNATE TO 1/4"0 BOLTS 8" BEAM .5" ❑1 0R E I SEE NOTES BELOW I I 6 1/2" SIDEPLATE EA. SIDE SEE POST SCHED. #14 SMS EA. SIDE TOP MID HEIGHT AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES POST SCHEDULE 1❑ 3" SQ. x .032" + (2)-2" x 6 1/2" x 0.032" 3" SQ. x .032" + (2y2" x 6 1/2" x 0.042" . W/ (6)-#14 S.M.S. EACH SIDE. ❑2 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, "EET 4 ROLL—FORMED *14 SMS @ 32' D.C. MAX. OR IRP (4 MIN. PER PANEL INTERLOCK) OLL—FORMED PANEL SEE SHEET 4 ROOF HANGER #14 SMS @ 32' D.C. 4 MIN. PER EP^" '^"'T ALUMINUM SI TOP & BOTT. 0.024' P ROLL -FORMED PANEL INSULATED ROOF PANEL (2) INTERLOCKING SEAM INTERLOCKING JOINT 2 W 06 W U) N M 0 w ¢LLJ U) Lu W Lu M W M o U rn `-Za0O UQ M FESS Ifit S�' Q S5885. OF CAV OFA 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS M4RK MTF DESCRFMON 4 STEL JOB # 15-1071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ.. COLUMNS-. SH - 11 11 OF 50 SHEETS A o B 0 C 0 BEAM TO I SPLICE DETAILS 1' SIMPLE SPLICE 1 .. 9; ,, z" , .#- D 0 ` E o F; o G e H o I OST & LATTICE TUBE TO RAFTER CONNECTION DETAILS BEAM TO POST DETAILS 12 BEAM TO POST DETAILS FULL MOMENT 24" OPTIONAL DECORATIVE FASCIA 8" (WOOD, ALUM. OR HARDBORD ) I l i l I: (z)#10 s.Ms.@Ela #'10 S.MS. VALLEY, TYP. (12) - #14 x 1/2' S.MS. EACH SIDE OF 3' II #12 S.M.S. SO. POST &TOTAL (B 7oT. TYP THICKNESS =.035' (24 TOT TYP. THICKN IMSS = 035" � EA SIALTEDE OF 3' SO. POST /WASHER NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12- SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. (6061-T6) ALTERNATE 3"I STL_ C -BEAM TOTAL= (6}1!2'0 BOLTS ' SQ. POST I II II SPLICE WHERE 4e OCCURS 070" TYP. 4 ALUM. ALLOY 6063.76 4" I -BEAM D 5 0 6 0 nm MOMENTCSPUCE NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED. 4" ------- I I I SPLICE WH OCCU ALUM. ALLOY 6063-T6 7" I -BEAM 1 Y2" SQ. OR 2" LATTICE TUBE ALUM. ALLOY 3105-1-125 1■, 1. .28" -- L 2" 2 2° 018 MOMENT CSPUCE 1 I 2"x3" LATTICE TUBE P2. ALUM. ALLOY 3105-1-125 -L 3" 2" ' 1 O -- f i IFNOTCH 1 -BEAM FLANGE AS NEEDED TO CLEAR SQ. POST,CONNECT WEB TO POST W/ (2) - 5/8" 0 THRU-BOLTS @ 4- [-BEAM. AND (3) - 5/8' 0 THRU BOLTS @ r I -BEAMS H - BRACKET TO POST 3" x 8" x .042" BEAM, FT 3" SQ. STEEL OR MAG BEAM. 1 1 01 I " 3' SO. POST 4414 x VT S.M.S. EACH SIDE OF 3' SO. POST (B -TOTAL) ALTERNATE 1/4.0 BOLT W/ WASHER EA SIDE OF 3' SO. POST GUTTER FASCIA ORar 3 SO. POST MAG BEAM 3'SO. STL BEAM RAFTER "TAIL" TO GUTTER 15 NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf .ROOF LIVE AND SNOW LOADSy "L" FASTENERS 6.38' 4-#14 SDS 2'-0" ' T-0" 12 - #14 SDS + + + Vq ROOF PANEL oo FASTENER g 1�o ALUM. ALLOY 3004 H36ALUM. oGROUP ALLOY 3004-H36 W OR 6063-T5 FOR EXTRUDED NZ7RUDED GUTTER OR 6063-T5 FOR EXTRUDED 3"X 3" ALUM. OR NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS 2" 1' -L-. SEE TABLE SPLICES - ROLLFORMED & EXTRUDED FASCIAS 1-SEAMALUM ALLOY NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12- SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. (6061-T6) ALTERNATE 3"I STL_ C -BEAM TOTAL= (6}1!2'0 BOLTS ' SQ. POST I II II SPLICE WHERE 4e OCCURS 070" TYP. 4 ALUM. ALLOY 6063.76 4" I -BEAM D 5 0 6 0 nm MOMENTCSPUCE NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED. 4" ------- I I I SPLICE WH OCCU ALUM. ALLOY 6063-T6 7" I -BEAM 1 Y2" SQ. OR 2" LATTICE TUBE ALUM. ALLOY 3105-1-125 1■, 1. .28" -- L 2" 2 2° 018 MOMENT CSPUCE 1 I 2"x3" LATTICE TUBE P2. ALUM. ALLOY 3105-1-125 -L 3" 2" ' 1 O -- f i IFNOTCH 1 -BEAM FLANGE AS NEEDED TO CLEAR SQ. POST,CONNECT WEB TO POST W/ (2) - 5/8" 0 THRU-BOLTS @ 4- [-BEAM. AND (3) - 5/8' 0 THRU BOLTS @ r I -BEAMS H - BRACKET TO POST 3" x 8" x .042" BEAM, FT 3" SQ. STEEL OR MAG BEAM. 1 1 01 I " 3' SO. POST 4414 x VT S.M.S. EACH SIDE OF 3' SO. POST (B -TOTAL) ALTERNATE 1/4.0 BOLT W/ WASHER EA SIDE OF 3' SO. POST GUTTER FASCIA ORar 3 SO. POST MAG BEAM 3'SO. STL BEAM RAFTER "TAIL" TO GUTTER 15 NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf .ROOF LIVE AND SNOW LOADSy "L" FASTENERS V-0" 4-#14 SDS 2'-0" 6 - #14 SDS T-0" 12 - #14 SDS FASTENER SPACING= l 1 FASTENER TO FASCIA - SEE TABLE FASTENER TO RAFTER TAILS - SEE TABLE OPTIONAL LATTICE TUBES 3 AT OVERHANG -I- (6) - #14x Y4' TEK SCREWS BRACKET TO RAFTER (6) -#14x Y4" TEK SCREWS BRACKET TO BEAM '2' MI o r• A FA ti cy) Q211714 ti cOc6 W U)Nco Z w�'�'' W QF u�W� Ww c'7 c') a o U ' `—Zorn Q M U) of �i- rn Ess ►fit S5885 OF CA 11L. 03-03-15 DURALUM IAPMO.0195 ASSUMPTION AHI APPROVAL REVISIONS DATE DESUMM 4 STEL JOB # 15.1071-1 DATE 3.=15 DRAWN BY MAP CHECKM DIOL BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION .. - -DETAILS -- SH - 12 12 OF 50 SHEETS #14 x 1/2" S.M.S. TOP (6)-#14 SDS @ EA. SIDE & BOTT. (2}TOT. TOP & BOTT. TOT.=24 Vq ROOF PANEL oo FASTENER g 1�o oGROUP ROUFORMED OR O O I NZ7RUDED GUTTER f ALUM. BRACKET X /r 3"X 3" ALUM. OR #14 S.M.S. @12.O.C. STEEL POST 6 1/2"x2'x 024' 2" 1' -L-. SEE TABLE "U" BRACKET!- RAFTER TO BEAM _ RAFTER '. LATTICE TUBE TO RAFTER 16 "U" BRACKET - RAFTER TO BEAM 'M 3.125" FOR 3 x RAFTER I 2.125' FOR 2 x RAFTER 1 112" SQ., 2" SQ., OR 2"x3- LATTICE "SMS, t = -040"6063-T6 @ #8 x 2 21/2" @ 3" O.C. MIN. 1 1/2" OR 3 1/2", TYP. ) r-- UP TO 6-O.C. MAX. -I- (6) - #14x Y4' TEK SCREWS BRACKET TO RAFTER (6) -#14x Y4" TEK SCREWS BRACKET TO BEAM '2' MI o r• A FA ti cy) Q211714 ti cOc6 W U)Nco Z w�'�'' W QF u�W� Ww c'7 c') a o U ' `—Zorn Q M U) of �i- rn Ess ►fit S5885 OF CA 11L. 03-03-15 DURALUM IAPMO.0195 ASSUMPTION AHI APPROVAL REVISIONS DATE DESUMM 4 STEL JOB # 15.1071-1 DATE 3.=15 DRAWN BY MAP CHECKM DIOL BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION .. - -DETAILS -- SH - 12 12 OF 50 SHEETS 1 0 2 0 3 0 4 0 5 a 6 a 7 e f X oy c r V A I HOW TO DETERMINE TRIBUTARY WIDTH TO WALL HANGERS, LEDGERS AND SUPPORTING BEAMS 11111111:1149 MWAVAIJUDIMMICTAT-IM NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED CLEAR SPAN I O.H. TRIBUTARY TRIBUTARY= h I WIDTH 1 1/2 SPAN + O.H. W NOTE: TRIBUTARY ON MULTIPLE SPANS IS EQUAL TO CENTER SPAN TO CENTER SPAN FAN BEAM FAN BEAM (19'-0" MAX SPAN) FAN BEAM FAN BEAM J J HEADER C-1 C-1 z CEILING FAN AND/ OR LIGHT FIXTURE R ( MAX. 30 lbs. ) W f FAN BEAM ALUM. ALLOY 6063-T6 `— #14 x 3 1/2" S.D.S. SCREW AT BEAM ATTACHMENT AT HEADER #12 S.D.S. SCREW AT HANGER CHANNEL ATTACHMENT AT HANGER CHANNEL Ll Z I� W `6 2 w�C M OZU rn w aLj� Lu LL �Lu w Lu m ch M U rn Z 00 �Q C'7 v rn FESS 1(� 1 OF Cf 0L 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS MARK DATE DESCRUMON 4 STEL JOB # 157071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH -13 13 OF 50 SHEETS CLEAR SPAN (FT.) O.H. 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 0 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 1' 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 12 2' 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 NP 3' - 7 7 8 8 9 9 10 10 11 11 12 12 NP NP NP 4' - - - 9 9 10 10 11 11 12 12 NP NP NP NP NP 5' - - - - - 11 11 12 12 NP NP NP NP NP NP NP NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED CLEAR SPAN I O.H. TRIBUTARY TRIBUTARY= h I WIDTH 1 1/2 SPAN + O.H. W NOTE: TRIBUTARY ON MULTIPLE SPANS IS EQUAL TO CENTER SPAN TO CENTER SPAN FAN BEAM FAN BEAM (19'-0" MAX SPAN) FAN BEAM FAN BEAM J J HEADER C-1 C-1 z CEILING FAN AND/ OR LIGHT FIXTURE R ( MAX. 30 lbs. ) W f FAN BEAM ALUM. ALLOY 6063-T6 `— #14 x 3 1/2" S.D.S. SCREW AT BEAM ATTACHMENT AT HEADER #12 S.D.S. SCREW AT HANGER CHANNEL ATTACHMENT AT HANGER CHANNEL Ll Z I� W `6 2 w�C M OZU rn w aLj� Lu LL �Lu w Lu m ch M U rn Z 00 �Q C'7 v rn FESS 1(� 1 OF Cf 0L 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS MARK DATE DESCRUMON 4 STEL JOB # 157071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH -13 13 OF 50 SHEETS A o B a C e D o o Fo G o H o I o J cy) 00 .E ILl ( ATTACHED &FREESTANDING SOLID COVERS - 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C 3"x8"x0.042" BEAM 3"x8"0.042" BEAM, DBL. 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM L DBL. 3"x8"x0.042" BEAM M W/ 14 GA. STL. INSERT N W/ 12 GA. STL. INSERT O W/ DBL. 14 GA. STL. INSERT P W/ DBL. 12 GA. STL. INSERT ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID -MMAX Po FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN, MAX.COL. F jp ^^ I..L SPACING ON SLAB � 3 SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING IN.) ( POST SPACING (IN.) POST SPACING IN.) ( POST SPACING (IN.) POST m (2).(3) r (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE 7" 5' 19'-3" 21 C 19'-3" 30 G 18'x" 21 C 18'-4" 30 G 20'-1" 21 C 20'-1" 30 G 25'-1 23 E 25'-1 32 H 28'x" 24 E 27'-8" 35 J 5, O 13' 16'-1" 23 17'-8" 31 18'-4" 23 17'-8" 31 20'-1" 24 19'-4" 32 26 4'-10' 34 28'x" 27 27'-0" 37 6' 17'-7" 22 C 17'-7" 29 G 16'-9" 21 C 16'-9" 29 G 18'-4" 22 C 18'-4" 30 G 23'-8" 24 E 23'-8" 32 H 25'-1 25 E 25'-1 34 J 6' 16'-6" 24 16'-9" 24 16'-2" 31 18'-4" 25 17'-8" 31 23'-8" 27 22'-9" 33 25'-10" 27 24'-10" 36 i 9,_8„ 7, 16'-15 224 C 16'- � 230 G 15'- � 224 C 15'-1"5 230 G 17'-117,-1" 225 E 17'-116 331 G 22' 227 E 22'- 333 H 24' 228 E 24'- 23,-1" 335 J 7 5'-0" 5'-7" 0" 22'-0" 21'-1" 24'-0" J 8'-6" 8' 15'-3" 23 E 15'-3" 30 G 14'-7" 22 E 14'-7" 29 G 16'-0" 23 E 16'-0" 30 G 20'-7" 25 E 20'-7" 32 H 22'-6" 26 E 22'-6" 34 J 8, 14� 25 " 14'-0" 29 14'-7" 25 14'-1" 29 16'-0" 26 15'-4" 30 20'-7" 28 19'-9" 32 22'-6" 29 21'-7" 34 7'-7" 9' 14'-4" 23 E 14'x" 30 G 13'-9" 23 E 13'-9" 30 G 15'-1" 23 E 15'-1" 21 G 19'-4" 25 E 19'-4" 33 H 21'-2" 26 E 21'-2" 35 J 9' 13-7 25 13'-2" 30 13'-9" 26 13'-3" 30 15'-1" 26 14'-0" 30 19'-4" 29 18'-7" 32 21'-2" 29 20'x" 35 � , 13'-8" 24 E 13'-8" 31 G 13'-1" 23 E 13'-1" 30 G 14' 3" 24 E 14'-3" 21 G 18'-4" 26 E 18'-4" 33 H 20'-1" 27 E 20'-1" 35 J 10' 6'-9 10 2'-10" 26 12'-7" 30 13'-1" 26 12'-7" 30 14'-3" 27 13'-9" 31 18' 4" 29 17'-8" 33 20'-1" 30 19'-4"' 35 6'-2" 11' 13'-1" 24 E 13'-1" 31 G 12'-6" 24 E 12'-6" 31 G 13'-8" 24 E 13'-8" 31 G 17'-7" 26 E 34 H 19'-2" 27 E 19'-2" 36 � 11' O 12=3 26 12'-0" 30 12'-6" 26 12'-0" 30 13'-8" 27 13'-1" 31 17'-7" 30 6'-10' 33 19'-2" 30 18'-6" 35 � 12'-6" 24 E 12'-6" 31 G 12'-0" 24 E 12'-0" 31 G 13'-1" 25 E 13'-1" 32 G 16'-9" 27 E L17-7" " 34 H 18'-4" 28 E 18'-4" 36 J 12' 5'-8" 12' 11'-9" 27 31 12'-0" 27 11'-6" 31 13'-1" 28 12'-7" 32 16'-9" 30 16'-2" 34 1 18'x" 31 36 ' } _ ATTACHED SOLID FREESTANDING SOLID. ATTACHEDSOLID FREESTANDING SOLID , ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID � <_ MAX•POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.COL. SPACING � o j o ON SLAB m � SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST DD 3 (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1)' TYPE (SPAN) (t) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE 2E (2),(3) I 5' 19'-3" 22 C 19'-3" 32 G 18'-4" 22 C 18' 4" 31 G 20'-1" 22 C 20'-1" 32 G 25'-1 24 E 25'-1 34 H 28' 4" 25 E 27'-8" 35 I 5, O 13'-7" 16'-6" 24 B 16'-1" 32 24 17'-0" 33 H 19'-0" 25 18'-6" 33 H 24'-4" 27 3'-10' 36 K 26'-8" 28 26'-1" 37 K CN g' 17 -7 23 C 17'-7" 31 G 16'-9" 22 C 16'-9" 31 G 18'-4" 23 C, 18'-4" 31 G 23'-8" 25 E 23'-8" 33 H 25'-1 26 E 25'-1 34 H , 6 15'-1" 25 25 15'-6" 32 X17'-4" 26 17'-0" 33 H 22'-3" 28 21'-9" 35 I 24'x" 29 23'-9" 36 J � 9,_8„ �, 16'-3" 23 C 16'-3" 30 G 23 C 15'-7" 30 G 17'-1" 23 E 17'-1" 31 G 22'-0" 26 E 22'-0" 33 H 24'-0" 26 E 24'-0" 34 H 7, 14'-0" 25 13'-8" 31 26 14'-4" 31 26 15'-8" 32 20'-8" 29 20'-2" 34 22'-7" 29 22'-1" 35 J 8'-6" 8' 15'-3" 24 E 15'-3" 30 G 14'-7" 23 E 14'--1'3" 29 G 16'-0" 24 E 16'-0" ' 30 G 20'-7". 26 E 20'-7" 32 H 22'-6" 27 E 22'-6" 33 H 8, 13-1 26 C " 12'-9" 30 13'-9" 26 -6" 31 15'-1" 27 14'-8" 32 19-4" 29 8'-10' 34 21'-2' 30 20'-8" 34 I (n 7,_7„ 9' 14'-4" 24 E 14'-4" 30 G 13'-9" 24 E 13'-9" 30 G 15'-1" 25 E 15'-l", 31 G 19'-4" 27 --30 E 19'-4" 32 H 27 E 9' ILL 12-4 26 12'-1" 30 13'-0" 27 12'-8" 30 14'-2" 27 13-10" 31 H 18'-3" 7'-10 33 20'-0" 31 Cf) 6,_9„ 10, ; 227 E 13'-8"1,-6" 330 (j 13'-12-4" 227 E 13'-12 330 G 14 - 13'-6" 228 E 14'-313,-2" 331 H 18'-4"7 23p E 3 18'-4" 33 �-{ 20'-1� 231 E 10 - �-8" -1" H �" 33 9,-0" I 11, 227 E 13'-11'-0" 330 H 12'-6"1 228 E 418'4`35 O 6,_2„ �-9" 25E2'-0" [12'-6"1-6"330GH13�2'-10"228E13'-82_7,.3H17'-1'8-7"231E17'-�62333�",19'-218-1"232E5'-8" 31 �„i 13'-1" 26 E 13'-1" ! 32 H 16'-9" 28 E H 18'-4" 29 E 12' 12'25EEi12'-0" 2711'-3"2811'-1"3012'x" 293232 I ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID ATTACHEDSOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN, MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.COL. � o ~ ~ SPACING ON SLAB DD � SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m3 (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (i) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE F 5' 18'-4" 23 C 18'-3" 33 I,,,' 18'x" 23 C 18'-0" 33 H 20'-1" 24 C 19'-8"' 34 H 25'-1 26 E 25'-3" 36 J 28' 26 E 27'-3" 37 K 5' O 13'-7" 15-1 24 B 33 16'-0" 25 B 15'-7" 34 17'-4" 26 17'-1" 35 I 22'x" 28 1'-10' 37 K 24'-6" 29 24'-0" 38 r6, 225C16'9"3G16'-9'4,-7"226C16'-6'4,-3"333GH185'-10'22C18'0'334 H23'-20,-6"229 E23'-20,-1"336IK2522'-4"230E25'-1'-10"337JK6, 9,_8„7,226C15' g9" -62'-7"332G15'13'-0"226(;15' 1"3-2"332G17'-114,-9"227E16'-84'-6333GH22'0'9,-0"229E21'-6'8,-7"335H12420'-9"230E23'-20'-3"336IK�, E 14'-6" 31G14'-12�"227EC14'-;2�"332G16'3-10'22815'�"3-6"332H20'17'-9"230E20335H(22-696,.231E22'0'9,-0"335�8 8'-6"8,25 26 C 11'-9" 31 ,_ „ � 9 13'-9" 25 13'-8" 30 H 13'-9" 25 E 13'-6" 30 H 15'-1" 26 E 14' 31 19'-4" 28 E 19'-0" 33 H 21'-2" 29 E 20'-8" 34 H 9' 333 � 18'-45'-10 333 E 7 7 12' 27 E 11'-1" 31 G 12'-0" 27 11'-8" 31 G 13'-1" 28 12'-9" 32 H 16'-9" 31 16'-4" 34 18' 4" 32 18'-0" 35 I 10' 13'- 227 E 13'-0 330 H 13 228 E 12'-9"1,-7" 30 J H 14'-312 229 E 14'-0"2 331 18'-4'6 231 E 18'-0 3 H 20'-117'x" 332 E 19'-8 335 H 10, 6'-9" 0 -9" 0'-7" G 1"1'-4" 4" -1" -0" 5'-7" 34 17--l"' I 11' 12'-6" 26 12'-6" 31 12'-6" 26 E 12'-2" 31 H 13'-8" 27 E 13'-4" 31 17'-7" 29 E 17'-2" 33 Fi 19'-2" 0 E 18'-9" 34 O 6'-2" 10-3 -2 8 E 10'-1" 31 fi 0'-10 28 10'-7" 31 11'-10 29 1.1'-7" 31 H 15'-2" 32 0 33 -32-- 16'-7" 33 16'-3" 34 r 12'-9'-10" 228 1'-19'-8" 331 H 12'-00'-4" 229 E 11'-8"0,-1" 331 fi 13'-111-4 230 E 12'-91.1-1" 331 5'-8" 12' E H -NM ti Wco W cn N rn ao I� waLLLLI u�w� WW M C7 o U a! Z 00 Q M rn FESSI� S 5885 � 1 OF Cpl \F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS MARK DATE DESCW7TION 4 STEL J08 # 15.1071-1 DATE 31312015 DRAWN BY MAP E 333 � 18'-45'-10 333 E 18'-05,-7" 334 � 12' CHECKED DKR SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH -17 17 OF 50 SHEETS A o B a C o D o E o F o G o H o I o J ATTACHED 8� FREESTANDING SOLID COVERS - 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C 7" I -BEAM ��W/ (1) C" INSERT 7" 1 -BEAM (-u-\.W/.(2)."C" INSERTS I DBL. 2"x6.5"x0.042" -1DBL. 2"x6.5"x0.032" �� 3"x8"x0.042" BEAM � OR D } ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOL/D } = Q- C MAX.COL SPACING ON SLAB (2).(3) = �o co 3 F �o m MAx.POST FTG. SPACING (IN.) (SPAN) (1) MIN, POST TYPE MAX.POST FTG. MIN. MAx•POST FTG. SPACING (IN.) POST SPACING (IN.) (SPAN) (1) TYPE (SPAN) (1) MIN. POST TYPE MAx.POST FTG. MIN. MAx.POST FTG. SPACING (IN.) POST SPACING (IN.) (SPAN) (1) TYPE (SPAN) (1) MIN. POST TYPE MAx.POST FTG. SPACING (IN.) (SPAN) (1) MIN. POST TYPE MAX.POST MAX.POST FTG SPACING SPACING (IN.) 2"x65X003P" FBEAMB• (�) MIN. pOST TYPE MAX.POST MAX.POST FTG. SPACING SPACING (IN.) 2265x00.32 FBEAM B" (1) MIN. POST TYPE 2 G O 13'-7" 5' 26'-9" 26'-9" 23 26 E 24'-4" 23'-8" 32 34 G H 29'-6" 2g'-6" 24 27 E 26'-1 26'-2" 33 35 H I 16'-0' 16'-0" 20 22 B 16'-0" 15'-3" 29 30 G 13'-2" 12'-7" 13'-8" 2'-10" 19 21 B 13'-2" 12'-3" 13'-8" 12'-7" 27 29 G 5. r 11,-4„ g' 25'-3" 25'-3" 24 27 E 23'-0" 22'-4" 31 33 G H 27'-9" 27'-9" 25 28 E 25'-3" 24'-7" 32 34 G H 14'-7" 14'-7" 20 23 B 14'-7" 14'-0" 28 29 G 12'-1" 11'-6" 12'-6" 1'-9" 19 21 B 12'-1" 11'-2" 12'-6" 11'-6" —27 28 G 6, 9._8.. �. 24' 24'-0" 228 E 21'- 21 �-3" 333 G H 26 2g'�" 229 E 24'- 23-4" 32 �"{ 13'-6 13'-6'-231 2 C 13'-6'3.-0" 229 C7 11' 10'-8" 11'- 0'-10" 222 g 11'-1'0-4" 11 1 p'-8" 227 G 7' O � 8'-6" $' 23'-0" 23'-0" 26 29 E 20'-1 20'-3" 32 32 I -"I 25'-3" 25'-3" 27 30 E 23'-0" 22'-4" 33 33 H 12'-8" 12'-8" 21 24 C 12'-8" 12'-2" 28 28 G 10'-6" 10'-0" 10'-1 10'-2" 20 22 g 10'-6" 9'-9" 10'- 11 1 10'-0" 27 27 G 8' J 3 � O 7'-7" g' 22'-1" 27 22'-1" 30 E 20'-1" 33 24'-3" 27 19'-7" 33 H 24'-3" 31 E 22'-1" 34 H 12'-0" 22 21'-7" 34 I 12'-0" 24 C 12'-0" 29 11'-6" 29 G 9'-10" 10'-2" 21 9'�" 9'-8" 23 C B 27 9'-2" 9'-4" 27 G 9 6'-9,. 10, 21' 21' 4" E 19'8'-10 333 H 23' 23'-6" 232 E 21 20'-9" ---135 34 11'-4 1 �" 225 C 11'-4" -10" 229 G 9 4 9 -0" 9 -29'-2" 223 C 9 8 9" 9'-2 8' 6" 227 C7 10' 6'-2" 11 20'- 20,-8" p E 18'-98 -3 334 � 22'-9" 22'-9" 232 E 20' 20'-2" 335 I 10'-10,-10" 225 E 101- 10'-4" 329 G 9'0" '_7" 8!'-4" 8.x.. 223 C -08.�,. 8'-4- 9'-0" 7._8" 228 G 11' 5'-8" , 12' 20'-1" 20'-1" E18'-3"3522'-1" 128G12' 7'-9" 35 22'-1" 29E20'-1"10'-4" 33 19'-7" 35 10'x" 23E10' 26 -4"30G8'-7'-8"21 10'-0" 30 7'-8" 23 �' 8'7"T 8'-0" - 0 4 = C MAX.COL SPACING ON SLAB (2) (g) � � o f° 3 ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID ATTACHEDSOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID � j o m 3 F MAx•POST FTG. SPACING (IN.) (SPAN) (�) MIN, POST TYPE MAX.POST MIN. MAX.POST FTG. POST SPACING (IN.) TYPE (SPAN) (7) MIN. POST TYPE MAx.POST FTG. MFTG. SPACING (IN.) P(IN.) (SPAN) (1) T (1) MIN, POST TYPE MAx.POST FTG. SPACING (IN.) (SPAN) (1) MIN. POST TYPE MAX.POST MAX.POST FTG. MIN. SPACING SPACING (IN.) POST FOR DBL. FOR 3"x8" PE 2'26.5'x0.032' BEAM () MAX.POST MAX.POST FTG. SPACING SPACING (IN.) FOR DBL. FOR 3"x8" 2k6.5'x0.032" BEAM () MIN. POST TYPE 13'-7" 5' 26'-9" 26'-6" 24 28 E H I 29'-6" 29'-2" 25 29 E 26'-1 25'x" 35 36 I 20 22 B 16'-0" 14'-7" 30 31 G 13'-2" 12'-7" 13'-8" 1'-8" 20 21 B 13'-2" 12'-3" 13'-8" 11'-6" 29 30 G 5. G O 0 C14 6' 25'-34'-10' 22g E 23'-0" H I 27 27'-6" 230 E 25'-23'-10 336 H K 14'- 13'-8" 223 B 14'-;"3.�.. 231 (j 12._ 1..1 _6" 12'-60-8" 222 B 12._ 1..1 _2 12'-6"0,-6" 229 G 6' 9._8.. 7. 24'-02' 3'-8" 230 E 21'- 20.-8" 334 H I 26 26'-1" 231 E 24'- 2'2 -9" 335 H I 13'-612 -8" 223 C 13'-6"2'-4" 230 G 11'- �"0 -8" 11'-70 -0" 223 B 11' -?I"0 �" 11'-79 -8" 228 G 7' i s J 8'-6" 8' 23'-0" " 22-8 27 31 E 20'-1 19'-9" 32 34 H 25'-3" 25'-0" 28 32 E 23'-0" 21'-9" 33 35 H I 11'-10 21 24 C 12'-8" 11'-7" 28 30 G 10'-6" 10'-0" 10'-1 10'-1 9'-1" 27 28 G 8' 0 LL�6,_9..10'21'21'-1"232E19'-4$�"3H2323'-2"233E21�20'-2"34�11-40,-8"5C11'-4"0�"29G9119-0"g-28'-4" O 7�-7�� 9' 22 21'-9" 232 E 20'- �"� 24'- 4'-0" 233 E 22'- 21'-0" 335 H I 12'-0" 1 -2" 224 C, 12'-0'; �-0" 229 G 9'-109 �" 10'-28' -9" W229'-44", 8-7"228G9' 9'-2" 28 228 G 10' 6._2.. 11 � 20'8" 0'x" 233 E 18'-9; -9" 334 � 22 22'-6" 334 E 20'-89'-7" 335 I J 10 10'-2" 225 E 101- 9'-10" 329 G 9'-0 8'-7" 8'-4- -48'-0" 224 C 9'-o" 8.�" 8'� 7,-1" 229 G 11' 5'-8" 12' 20'-1" 9'-10 30 34 E 18'-3" 17'-3" 35 34 I 22'-1" 21'-10 31 35 E 20'-1" 19'-1" 36 35 J 10'-4" 9'-9" 23 26 E 10'-4" " 9'-6 30 G 22 24 C 8'-7" _ " 8._O_ 0 6'-7" 28 30 G 12' � 6 0 ^^ I..L MAX.COL SPACING ON SLAB r H � � m � � ATTACHED SOLO FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHEDSOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID '-'Q m 3 � MAX.POST FTG. SPACING (IN.) (SPAN) (1) MIN. POST TYPE MAX.POST FTG. MIN. MAX.POST FTG. SPACING (IN.) POST SPACING (IN.) (SPAN) (1) TYPE (SPAN) (7) MIN. POST TYPE MAX.POST FTG. MIN. MAX.POST FTG. SPACING (IN.) POST SPACING (IN.) (SPAN) (1) TYPE (SPAN) (1) MIN. POST TYPE MAX.POST FTG. SPACING (IN.) (SPAN) (1) MIN. POST TYPE MAX.POST MAX.POST FTG, SPACING SPACING FOR DBL. FOR 3"x8" (IN.) 2"4.5'x0.032" BEAM (�) MIN. POST TYPE MAX.POST MAX.POST FTG, SPACING SPACING FOR DBL. FOR 3"x8" LIN.) 2k6.5"x0.032 BEAM (1) MIN. POST TYPE Q 13'-7" 5' 26'-9" 25'-9" 26 29 E 24'-0" 22'-4" 35 37 I K 29'-6" 28'-6" 27 30 E 26'-4" 24'-8" 36 38 K 16'-0' 13'-8" 22 24 B 15'-7" 13'-4" 32 32 G 13'-2" 12'-7" 13'-1" 0'-9" 20 22 B 13'-2" 12'-3" 13'-0" 10'-7" 27 29 G 5, 6 25'-3" 4-3" 27 30 E 22'-7" 21'-1" 35 37 I K 27'-9" 28 E 24'-1 23'-3" 36 37 I K 14'-7" 12'-7" 22 24 g 14'-3" 12'-3" 31 32 G 12'-1" 12'-0" 21 B 12'-1" 9'-8" 27 28 G 6 � 9,_8., �� 24'- 23'-1" 231 E 21' 20'-1" 336 H K 26 25'-6" 232 E 23'- 22-1" 337 I K 13'-611 -8" 225 C 13._ 1..1'„4" 331 G 11'-1"0 11'-19'-2" 223 B 11' 11'-19' 0" 227 G 7' 8'-6" 8' 23'-0" " 22 -1 29 32 E 20'-7" 19'-2" 34 36 H I 25'-3" 24'-4" 30 33 E 22'-8" 21'-2" 35 37 I K 12'-8" 10'-10 24 26 C 12'-4" 10'-8" 30 30 G 10'-6" 10'-0" 10'-4" 22 -:::2— B 10'-6" 9'-9" 10'-4" 8'-4" 27 27 G 8' J 0 8 LL O 7._7.. 9' 22'-121 �-3" 233 E 19'-9 �8.-6" 335 H I 24 23'-6" 334 E 21'- 2'0.x.. 336 I K 12'-0' 0.-3" 226 C 11'-8"0'-1" 230 G 9 -109 �" 9 -98'-1" 224 C B 9'-109 -2" 9'-8''-10" 227 G 9' 6._9., 10' 21' 20'-7" 30-4 E 19'-17-10 335 H I 23'-6" 22'-8" 335 E 21'-19.-8" 336 I J 11 4 9'-9" 227 C 11'-19,-7" 230 G 9 9 -0" 9'-?:---- 7'-8" 225 C 9'-4" 8 �" 8 -9 7 _2D 227 G 10' 6'-2" 11' 20'-8" 31 9'-10' 35 E 18'-6" 34 I 22'-9" 32 17'-3" 35 J 22'-0" 36 E 20'-4" 35 I 10'-1 25 19'-1" 36 J --9'-4- 27 E 10'-7" 29 9'-2" 31 G 9'-0" 8'11" 23 8'-7" -4" 25 C 9'-0" 8'-0" 28 8'-0" 6'-7" 28 G 11' S'-8.. 335 E 18'-0'�6.-9" 334 I J 22 21'-3" 337 E 19'-9118 -6 335 J 10'-4'9.-0" 227 E 10'-28 -9" 331 H G 8'-7 8 -2" 225 C 8 -7 7'-4" 71; 6'-0" 228 G 12j CN 2 ti W N � VUco )w� L1J LJJ M M M U M �Zo�p coi Q M rn FESS I(� � S 5885 � OF CAOF� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS MART( DALE DESCRd'fION 4 STEL JOB q 15.1071.1 DATE 3!3!2015 DRAWN BY MAP CHECKED DKR SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH SH -16 16 OF 50 SHEETS OF 50 SHEETS M Bin # Permit City of La Quinta Building 8r Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Project Address: ' � j G U 1 l �O Owner's Name: 'V' t KC ; 1 ODM A. P. Number: Address: Legal Description: City, ST, Zip: LCIS U l 2 �3 ontrao ct r• C . 5 T eIP e hone: Address: Project Description: City, ST, Zip: Telephone: . State Lic. # : City Lic. Arch., Engr., Designer: Address: City., ST, Zip: Telephone: h one: .an truction Type: Occupancy:cY• State Lic. #: dProJect type (circle one): Ad'n Alter Repairair Demo Name of Contact Person: Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: stimated Value of Projec4: APPLICANT: DO NOT WRITE BELOW THIS LINE if 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 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2". Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"' 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 1