The URL can be used to link to this page

BPAT2015-008678-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: BPAT2015-0086 Property Address: 53245 AVENIDA DIAZ APN: 774041023 Application Description: MARTINEZ RESIDENCE Property Zoning: Application Valuation: $2,600.00 Applicant: C & S PATIO COVERS 65269 ELAINE CIRCLE MECCA, CA 92254 c&ty 4 ZP Q"L COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT 11111111111111111111 38 VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 12/23/2015 Owner: RAYMOND HEADRICK 9625 1ST ST SIDNEY BC CANADA V8L, C8 92253 D A � Contractor: DEC Sr 3 2 115 C & S PATIO COVERS 65269 ELAINE CIRCLE CITY 6f LA QUINTA MECCA, CA 92254 COMMUNITY DEVELOPMENT DEPARTMENT (760)625-4225 LIc. No.: 1004320 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: D03 License No.:1004320 Date: I Contractor:��1/�f�fl� r OWNER -BUILDER DECLARATION 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 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 wo k for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Scion 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: Applicants WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above -mentioned property for inspection purposes. Dale: �� r' Signature (Applicant or Agent} C- DESCRIPTION FINANCIAL• ACCOUNT • QTY AMOUNT PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 12/23/15 PAID BY METHOD RECEIPT # CHECK # CLTD BY JONATHAN MARTINEZ DEBIT R11718 SGU Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $1.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PATIO COVER, STD, OPEN 101-0000-42404 0 $97.17 $97.17 12/23/15 PAID BY METHOD RECEIPT # CHECK # CLTD BY JONATHAN MARTINEZ DEBIT R11718 SGU DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PATIO COVER, STD, OPEN PC 101-0000-42600 0 $95.72 $95.72 12/23/15 PAID BY METHOD RECEIPT # CHECK # CLTD BY JONATHAN MARTINEZ DEBIT R11718 SGU Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $192.89 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $0.50 $0.50 12/23/15 PAID BY METHOD RECEIPT # CHECK # CLTD BY JONATHAN MARTINEZ DEBIT R11718 SGU Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.50 • Description: MARTINEZ RESIDENCE Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: APPROVED Applied: 12/23/2015 SGU ENGINEERED - OPEN Parcel No: 774041023 Site Address: 53245 AVENIDA DIAZ LA QUINTA,CA 92253 Approved: 12/23/2015 SGU Subdivision: SANTA CARMELITA VALE LA QUINTA Block: 178 • Lot: 12 Issued: UNIT 18 Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $2,600.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: 300SF LATTICE PATIO COVER IN THE BACKYARD (15' X 20' POST SPACING 9' OVERHANG 1') [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING CODES. I Applied to Approved ADDITIONAL CONDITIONS CONTACTS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT C & S PATIO COVERS 65269 ELAINE CIRCLE MECCA CA 92254 CONTRACTOR C & S PATIO COVERS 65269 ELAINE CIRCLE MECCA CA 92254 OWNER RAYMOND HEADRICK 9625 1ST ST SIDNEY BC C8 92253 CANADA V8L FINANCIAL INFORMATION DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY CLTD BY BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 12/23/15 R11718 DEBIT JONATHAN MARTINEZ SGU Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $1.00 BSA: Printed: Wednesday, December 23, 2015 10:44:30 AM 1 of 2 RwSYS7EMS DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY LTD CBY BY + PATIO COVER, STD, OPEN 101-0000-42404 0 $97.17 $97.17 12/23/15 R11718 DEBIT JONATHAN MARTINEZ SGU PATIO COVER, STD, OPEN PC 101-0000-42600 0 $95.72 $95.72 12/23/15 R11718 DEBIT JONATHAN MARTINEZ SGU Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $192.89 SMI -RESIDENTIAL 101-0000-20308 0 $0.50 $0.50 1 12/23/15 I R11718 DEBIT JONATHAN MARTINEZ SGU Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.50 TOTALS:9•$194.39 INSPECTIONS PARENT PROJECTS BOND INFORMATION ATTACHMENTS Printed: Wednesday, December 23, 2015 10:44:30 AM 2 of 2 .. sYSTE1v1S Bin ## Permit # Project Address:,] 32 T J j .04ty of La Q uln to Building 8r Safety Division . - 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet ° Z Owner's Name: (%014 4,14 Ary 1111aY , 1-Z A. P_ Number: Address: 5 Legal Description: City, ST, Zip: �(,�r C14 f Contractor: S p�-� t -V Telephone: O ` . f ;-: •:r ;; Address: 52(Q� LCl [ Project Description: ( eeo rcl V City, ST, Zip: Limo,- C—A q',02 Te 760 625 2 2 5 y S x 2 State Lic. # : l©0 ?j � 20 city Lic. #; Q 5 5 o'C L Arch., i ngr., Designer: V /j _J Address: City, ST, Zip: Telephone: p State Lic.pro'ect '`':c: •>.:;:::•::-:::>:;:>::; = .�. ---:;- :< z e Construction Type: Occupancy: r Repair DemoF., type (circle one): New Add'n Alter Name of Contact Person: r.s 'fin Sq. Ft.: Z005fIF/# Stories: # Units: Telephone # of Contact Person 6 Q ^ &p25' 4 2, 2 5 Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rcc'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Cales. 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 resubmitted Mechanical Grading plan 2"d Review, ready for corrections/issue Electrical Subeontaclor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. Ii.O.A. Approval Plans resubmitted Grading IN HOUSE:- ''d Review, ready for correctionstissue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P, Pub. Wks. Appr Date of permit issue School Fees, Total Per Fccs r- pc>5� sp-b r\O) I ave,r ko, v\-Y fro)-e c- ioN �S i w c ZX'; � CITY OF LA QUINTA B LDING & SAFETY DEPT. PP M-r)VED FOR CONSTRUCTION 2 Iy PATIO COVER SYSTEM AS MFG. BY: DURAL11M PPnnl i GOVERNING CODES : 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE 2012 INTERNATIONAL BUILDINGAND RESIDENTLAL CODES, 2013 CALIFORNIA BUILDING AND RE SiDENTIAL CODES, 17- EIS 7-10-MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTU R Es AND THE 2010 ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2O12 IRC AN 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND ACI318-11 FOR 20, 25 AND 30 psf RES IDENTIAL AND COM MERC LAL CON STRUCTION. 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. TI4E 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 a 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. B. ATTACHED COVERS MAY 8E SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 1121INC HES 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: 1/41NCH 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 ASCEISEI 7. 17. THE RATIO (HIP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONE (1). 18. THE RATIO (LIP), 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 GREATERYEILD AND ULTIMATE STRENGTHS. 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNOS PER SQUARE INCH_ 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 5D0 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING ❑EPTH. (EpUALS 1DO PSFIFT x2 PER TABLE 1B06.2 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 CRCIIRC, 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 -1.8, IS REQUIRED, SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. DESIGN REQUIREMENTS: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H. CBC AND IBC CHAPTER 16, CSC & IBC APPENDIX CHAPTER I. ROOF LIVE AND SNOW LOADS: 10, 20. 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 3D, 40 & 50 psq - COMMERCIALAPPLICATIONS - 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 RECIL11REMeNTS- 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: 11. 11, 4. SEISMIC BASE SHEAR. 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. 5. SEISMIC DESIGN PARAMETERS: SITE CLASS: ❑ SEISMIC DESIGN CATEGORY- 1) MAPPED SPECTRAL RESPONSE COEFFICIENTS: S5= 1.50, S, = 0.6, Ste= 1.0, % 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 GF MAIN STRUCURE; 30' C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10' A NOTE TO THE LOCAL AUTHORITY-...JC+ JURISDICTION: EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY THE PERTINENT SITE -SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT. AT MINIMUM, SUBMISSION FORA BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THiS EVALUATIO N. R EPORT: A. TITLE SHEET AND GENERAL NOTES. B. STRUCTURAL CONFIGURATION (l.e-. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). C. BASED ON THE REQUIRED DESIGN LOADS, SITE -SPECIFIC RAFTER AND/OR PANEL SPAN 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 i irl5ol 51hs WIND SPEED CONVERSION TABLE: CBC / IBC EQUIVALENT CRC / IRC WIND SPEED 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: STRUCTURAL ENGINEERING FIRM �T� E/YCIIV��i4'IMG STRUCTURAL. ENGINEERING T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES E,-, S109EAST ESCALONES PHONE: (749)388-9333 AN SH-1 ............. SOLID PANEL STRUCTURES CLEMENTE, CA 9267z FAX: (949)388.3773 SH-2 ............OPEN LATTICE STRUCTURES STRUCTURAL ENGINEER SH - 3-4 ........PANEL SPANS TRI-V, W-PANEL & FLAT OF RECORD: DUSTIN K. ROSEPINK, SE SUS SH-5 ...........MINIMUM PAN FASTENERS POINT OF CONTACT: BRADLEY STEVENS SH-6 ...........RAFTER SH - 7 ............HEADER SH-8 ............EXISTING SPANS FOR OPEN LATTICE COMMERCIAL &PATIOS BEAM TYPES, COLUMN / POST TYPES EAVE CON- CITY ©� t L ��y ��I�� TION DETAILS SH-9 ............HANGER CHANNELS AND MOUNTING BRACKETS EUiLDI�NlG & SAFF E-Y CEPT. SH - 10 .........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT D SH 11 q / ILS a 0 9 - ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLIJMNs SH - 12 ..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION FORCONSTRUCTION SH -13 ..........HOW SH - 14 ..........BEAM DETAIL TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS TYPES FOR ATTACHED SH - 15-17 & FREESTANDING SOLID COVERS .....SOLID COVERS ATTACHED & FREESTANDING BEA DATC BY 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 co w z O J Q U (n W W m 0 M CN ti C7 L9 005 N CO M co a 0� U � W X ~' d W mi co W m .J U Z 00 °O Q O co m m PwFESSI S 5885 1 t DF CA,L1F`r 03-03-15 Y DURALUM IAPMO 0195 ASSUMPTION 777PROVAL REVISIONS DESMPTIM 4 STEL JOB # 0.- DATE - DRAWN BY CHECKED TITLE SHEET, DESIGN LOADS, GENERALNOTES T-0 C' OF 5� SHEETS 15-1071-1 3/3/2015 MAP DKR i. 1 on o■ an °1 41 ON ROOF PANEL SEE TABLES SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM. ° C ° ATTACHMENT SEE DETAIL A, B & C, SHEET 8 "O.H." NOT TO EXCEED 25% — OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11. SHEET 12` FOR MANDATORY SPLICE. NO BEAM SPLICE AT EXTERIOR POSTS. POSTS, SIZE VARIES SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS 3 1/2" SLAB ATTACHMENT - MAY BE USED WHERE PERMITTED. SEE TABLES FOOTING WHERE REQUIRED SEE TABLES SOLID PANEL STRUCTURES ROOF OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION ROOF PANEL SEE TABLES SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING BEAM. "O.H." NOT TO EXCEED 2.5To— OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12 - FOR MANDATORY SPLICE. NO BEAM SPLICE AT EXTERIOR POSTS. POSTS, SIZE VARIES 3 1/2" SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES FOOTINGS SEE TABLES LE�GrN OF SlRUOrU - RE VARIES ATTACHMENT OVERHANG, SEE DETAIL A, B & C, o OR WOOD, OR ROOF PANEL SEE TABLES SHEET 8 ANO�OTff OF STRWALL SEE E SHEET 4 FOR ROOF SN�L NO t1C7URE SHEET 8 PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT. r�E pR0 8 ELESS rvAR/ES SUPPORTING WALL CTION yAry HANGER & BEAM. "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12— FOR MANDATORY SPLICE. BEAAf p0 Sr SPANS BEAM - SEE TABLES F NO BEAM SPLICE AT SPACI NG SEE TABL FOR POST SPACING EXTERIOR POSTS. rS POSTS, SIZE VARIES F &()r ry N OF 25% SEE SHT. 11 FOR MINIMUM B ALL NUMBER OF REQUIRED COLUMNS w 3 1/2" SLAB ATTACHMENT' MAY BE USED WHERE PERMITTED. SEE TABLES NO EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER FOOTING WHERE REQUIRED COMPONTENT UNLESS OTHERWISE SHOWN. SEE TABLES "B" MULTISPAN W/ CANTILEVER OPTION TYPE ATTACHED NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "C" FREESTANDING W/ CANTILEVER OPTION ROOF PANEL SEE TABLES SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING BEAM. "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12— FOR MANDATORY SPLICE. NO BEAM SPLICE AT EXTERIOR POSTS. POSTS, SIZE VARIES 3 1/2" SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES MIN. 0.25" SLOPE PER FT. FOOTINGS SEE TABLES LENGrR OF Ti SrROCr(JRE VARIES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION ti co M L11 vy C"n M �C)� W W � W � W W co e� o U r Z co co Q co co cy; d' rn w S 5885 ar OF CAO' �J 03-03-15 DURALUM IAPMO 0195 ASSUMPTION APPROVAL I REVISIONS r MIRK DATE DESCRIPTION 4 STEL JOB # 15-1071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR SOLID PANEL STRUCTURES SH-1 1 OF 50 SHEETS ill 41 of 7 0 RAFTER, SEE TABLES MAX. O.H. �25% OF RAFTER ALLOWABLE .14�ps�l�Ry�- SPAN MANDATORY BEAM SPICE - SEE DETAIL SHEET 12 NO BEAM SPLICE AT EXTERIOR POSTS LENGTH OF STRUCTURE VARIES e� ?Sr Si0 NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. OPEN LATTICE STRUCTURES F-i/Sr/ryGWALL LEDGER _ OR ROOF OVERHANG, SEE DETAIL A,B 8 C, SHEET B. W POST WITH SIDE PLATES SEE SHT. 11 FOR MINIM M NUMBER OF RFQUI COLUMNS 3 1/2" SLAB ATTACHMENT SY'F MAYBE USED WHERE S p� PERMITTED. SEETABLES FOOTING WHERE REQUIRED, SEE TABLES TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE RAFTER. SEE TABLE FOR SIZE . AND SPACING . MAX. O.H. 25% OF RAFTER I OLHUJ . ALLOWABLE -r--1 I LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 NO BEAM SPLICE AT EXTERIOR POSTS a0 S�� 7 NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. SEE 3 SLAB MALE USED C TO CONSTRAIN FOOTING, SEE TABLES FOOTING SEE TABLES TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE MANDATORY BEAM SPICE- SEE - DETAIL 11, SHEET 12 NO BEAM SPLICE AT EXTERIOR POSTS LENGTH OF STRUCTURE VARIES SEE SHT. l FOR MINIMUM CNUMBEROLUMNS F REQUIRED NOTE: EACH COMPONENT IS INTER- pQay CHANGEABLE WITH ANY OTHER Sp Sp 3 1/2" SLAB ATTACHMENT MAY BE USED COMPONTENT UNLESS OTHERWISE SHOWN. Ta91 SNi L ERMITT E. WHERE NOTE: THIS OPEN LA TT10E TYPE STRUCTURE MAY NET BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE SEE TABLE MAX. O.H. 25% OF RAFTER ALLOWABLE SPAN WALL LEDGER OR ROOF OVERHANG, SEE DETAIL A,B & C SHEET B. V� LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE -SEE DETAIL 11, SHEET 12 POSTCR SS -SECTION, NO BEAM SPLICE AT S r �fiTh`aC1 SEE POST DETAIL, EXTERIOR POSTS 9�E3 Mc 31/2" SLAB NOTE: EACH COMPONENT IS INTER- MAY BE USED TO CONSTRAIN CHANGEABLE WITH ANY OTHER sFFr pa SEE COMPONTENT UNLESS OTHERWISE SHOWN. TAB ESG, NOTE: THIS OPEN I.ATTICE-1)'PE STRUCTURE FOOTING SEE TABLES MAY NOT BE CGVERFD. TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE F- 0 Imo ti C4co ti ti M W � Cy oCoo M p U C70 W QWX U)w u � Lu w CM W c rn Z 00 �Q M CID �pFE55 f[}�C S 5885 �J 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS I ANRK DATE DESCRIPTION 4 STEL JOB # 15-1071-1 DATE 3r&M15 . DRAWN BY MAP CHECKED DKR OPEN LATTICE STRUCTURES SH - 2 2 OF 50 SHEETS MEN 21 31 01 mI 51 0 0 8 SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 24" TRI "V" PAN 67' T= (SEE TABLE Eii_ _1�1� /- BELOW) . 4.ml ALUM. ALLOY 3004-1136 OR EQUAL 24" TRI-"V" PAN PANEL-V 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LLISL (IN.) EXP.B P.13 EXP.0 EXP.B EXP.0 10'-3'• ' 10'-3' 10'-3" 10'-3' .018 '-7" 8'-7" B'-2' T 5"12' 3" " 12'-3" W141-3' 12'-3" 12-3"10 .024'-9" 9'-2" 9'3" B'-7"14'-3" 3" 14'-3' 14'-3" 14'-3- .032 11_12'�1" 1V-2' 1l'-3' 101-r .018 T-5" 7'-2" 71 6' 10'-1" i0'-1` 10'-1" 101•1" 20 J)24 12'-1" 12'-1" 12'-1" 12'-1" .032 9,9" 9-9' 7�T-8'7"-�l T-3" T-3- 7`-3" T-3" 018 T4" 7'-1" 25 .02403210'-r RT-3T 10'-2" 9'-7" S'-8" 9'-Z" 6'-7" U T' E'7" 6'-7".0187'-D' T'-D" s'-s' 8'-3" $'3" 8'3" 8'•3" 8'3° B' 3" 30 .024 6._Cm T-9" T 9" T-5' 9'-1" 9' 1" 9'-V 9'•1' .032 9-10 9'-6" 91-W 9 1" g'-2' TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE ROOF LIVEISNOW LOAD, psf 10 20 25 30 40 50 12"x3Yz"xO.020" - 0.88 0.83 0.75 0.80 24"x2}¢"x0.018" 0.85 0.80 0.65 0.65 24"x214"x0.024" 0.90 0.88 0.70 0.65 24"x2Y2"x0.032" 0.90 0.86 - - (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN IN TABLE 1 ABOVE. NOTE: PANEL FASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING 110/120/130 MPH EXP. B & C 6" 1 W x 2 & FLAT PAN ,09R (LS. I CALL UNMARKED RADII .06R) ZU, a ' r38 T= (SEE TABLE BELOW 45• 1 T1P. L92' .7 _112.73' I••'-L 2'� ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL 8" x 2 & FLAT PAN 6" x 2 X' FLAT PAN P(IN) PH SPAN PH MPH LL/SL P (IN )L� g PH EXp C PH �P MPHSPAN LL/SL EXP,B EXP C EXP.B EXP C E%P.6 EXP C EXP 8 EXP.0 EXP,13 EXPX 12'-6" i2'-G" 17-0' 12'-6" 12'-6" 12'ai" 14'-7" 14'-7" 14'-T' 14'-7" 1d'-T" 14'-7' .020 10'-10" 10'-1" 10'3' 9'-6" OW" 9'-0" ,020 12'-13" t2'-0" I2'-0" 11'-0" 11' 6' 10' 9' 13'-T' 13'_T' 13'-T" 13'-7" 1T T' 13'_r 5'-10" 5'-1D" 5'-t0 5-10" 5'-10" 5'-10' .024 12-1" 10'•10' 10'-1" .024 14L2' 13'4" 13'4" 12'-0" 17-9 72-1' 10 10 15'_T' 15'-T' 15.7' 15-7" IS" 7" 15'-7^ 18 -0" 1 B'-0 18'-0" 18'-0" 18'-0" 032 032 16'-2" 15-0" 15'-0" II T-7' 1 T 17'-7" 17'-7' 7" 17'-7 19 -4' 19'4" 19'4" I T-4 t 9'-4" I VA' D40 16._r 14'-10" 74'-10 14'-1"14'-2" PIT i3'4" .040 17' 6' fi'-10" iT' 0" 16'4" 164 4' 16' 0" 10'-2" 10'-r 10'-2" 10'-7' 10'-2" 12'-1" 72'-1' 12'-1" 12'-1" 12'-1" 18'4' 020 7'-S7' .020 10'-10" 1O'4" 10'-3" 9'-91 V4" 11-4" 1 V4' 1 t'4" 13-9' 13'3" 13'3" 13._3" 13'-3' IT7 02420 A13'-.0" 8-11" .024 12'-2' 11'-0` 11'-8' 11'-2" 11'-3" 10'-7" 3'-0" 13'-0" 13'-0" 20 15'{t' 15=6" 15'-'.0327'11-0 10'-6" .OffiV-s" 14'"2" I T-9" I V-7" I TAr I T-1 " 17-8" i4'-6" t4'$" 74' 16'$" 16'3" .040 13'-0" 12'-10' IY-V 12'4' 12'-F ii'-TD" D40 15'-E" 15'-2" 15'-2" 14'-10" 14'-10" 14'-3" g•_g" g'_g" g'.g• 9'-g" 9'-9" 9'-9' 10'4" 10'4" 10'4" W'4 10'4" VY4' .020 .020 M1O'-8" 10'-1" 70'-3" 9'-9" 9`4" 10'4` 10'4" 10'4" 10'4" 10'4" 1a'4' ' .02425 .024 i lgl'-4'iV4" 11'4" 1V4" 11'-4" 11'4" 25Hi''-10 ' 72'-1" 12'-1" .032'"10'-4" .032 -7"'-1" 01F_V15�-V CIE 13'•2'72'3" 173" 12'-3" i2-3" 12'-3" ' 13'-1" i3'_1"040 IT-9' 12'-9" 173" 12'4` 11-9 040 4'�" t4`-9" 3^ 9 _3- g .3 9 3 9 3 -9" 9'•9" 9'-9" 9-9" 9'902085 8'-1' 8'-1" T'-9" T-10" T-6" .0209 9'-1i' 9'-7" 9-9 9 9 9-9' 9 9" 9'S' 10'•4" 10'-4 10'-4" 70'4" 1p'4' 10'-4" .02a 9'-2" 8'-10"8'-4" .024 i1'4" 10'-9" 11'-0" 10'4' 10'3" 30 10'•9" 10'-9" 10'-T 10'�9" 10'•9" 30 S 1 �" 1 V-4" 11'4" 11 `-4" 11'4' 11'-4" .032 10' 6" 10' 9" 1 D'4" 10'4" 10' 0 032 13'-2' 12' 8" 13'-0" 12 6" 12'-T 11'-10" 17'-T' 11'-7" 11'-7" 11'-7 71'-7" 41'-7" 12 3' 12-3" 12-3" 12-3" 12'-3" 72'-3' 040 2" 1'V-r "I'-'X 11'-3" 040 14" 14'L ' 14'-7' 14'-1' 14'-1' 1T 7' B'4" 8'4" 8'4" W4" B. e'4" -0" -0" 9'-0" 9-0" 9'-0' 91_0., aza 7'-8" 7'-6' T-6" 7'-3" 7'-2" 6'-11" 020 W-1" 8'-10' B'-10" 8'-7' B'-6" 8'-1" 9'-D" 9'-0" 9'-V 9'"0` 9'-0" g'-a. 9,-0" g,�« y,�. 9,_6» 024 8'-3" S-_0 $'-1" 7'-10" 4U 024 10'-2' 9'-70" W-10"8 9-397 40 9-9'9-9 9'-9 9-9"g-g" 12'1" iZ'-9" 1Z-0" W 12'1, .032102" 9'-t0" 9i0" 9'7" 9'-3"10'-3" 032 10'-1" 10'-1"0"9-8" 104" 10'-7" 10,_T' 10'-7" 10'7" 1 D'--r 11'2' 11'-2' 11'•2" 11,2".D40 ' E" 11'-211'-2" 1a' 6" 10-10 10,-6" 13-9 13'4 131" 13-0 -1' 12'-7" 7'-5' 7'-5" 7' 15 T 5" 1 6' T 5' 83" 8' 3" B 3" 8-3" 84-31 9 3" 020 020 7' 8' T-7 7' 8' T-5" 7'3' T-2 8 -3" 8 -3 8 -3" 8 -3" 8.9" 8'_g 8'-9' 8'•9" 8' 9' 8'-9" .024 7'4" T_& T-3" 7'•1" 7'-0" 6'-1t" 024 8'-9" 8'-T' 8'-7" 8'$ 8'4" 8=1' 9-1` W 9$" T-8' 9-8' g 8" 9-8" .032 8'-9" 8'-T' 8' E' e'-5" 8'4" 8'3" 032 10'4" 1a'3" 10'-3 10'-1" SO'-7" 9'-9" gI_g" g•_g" 9'-9" 9'-g" 9'-9 10 4" 10'4" t04" 10'4' 1V4" 10'4" 040 9'-10' 9'-9" 9'-s" 9-5" -r -T 040 77'-ID" 71'-7" ii`-y' 11'�" 1r 11_2" S 5885 OF CAOY� 03-03-15 �� DURALUM IAPMO 0195 ASSUMPTION I AHJ APPROVAL REVISIONS ANR% GATE DESCRIPTION 4 STEL JOB R 15-1071-1 DATE 1 313I2015 ' DRAWN BY MAP CHECKED DKR PANEL SPANS TRI-V, W-PANEL & FLAT PAN SH-3 3 OF 50 SHEETS r 6 0 a MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FREESTANDING SOLID COVERS TABLE 1 TABLE 2 TABLE 3 (2) 2"x6 %2" AND WALL HANGERS, 3"x8" AND EXTRUDED AND 3"x8" WITH 6 %2' ROLL FORMED BEAMS STEEL HEADERS STEEL INSERT HEADERS >- >- NUMBER OF N❑.14 TEK OR SMS SCREWS NUMBER ❑F N❑.14 TEK ❑R SMS SCREWS NUMBER ❑F N❑.14 TEK OR SMS SCREWS PER FOOT OF BEAM LENGTH T- PER FOOT OF WALL HANGER AND BEAM L.Misi H PER FOOT OF BEAM LENGTH 3:110 of 110 MPH 120 MPH 130 MPH MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH EXP. BI EXP. C EXP. B EXP. C EXP, BI EXP. C EXP. BI EXP. C EXP. B EXP. C EXP, B EXP. C EXP. BI EXP. EXP. B EXP. C EXP, B EXP. C ~ ~ ~ 5' 1 1 1 1 1 2 5' 1 1 1 1 1 1 5' 1 1 1 1 1 1 2 2 2 2 2 1 1 1 2 2 2 1 1 1 1 1 1 1 1 2 2 2 1 1 1 1 1 2 1 1 1 1 6 2 2 2 2 2 3 6 1 2 2 2 2 2 6 1 1 1 1 1 7' 1 1 1 2_--- 2 2 7' 1 1 1 2 2 2 7' 1 1 1 1 1 1 2 2 2 3 3 2 2 2 2 2 2 1 1 1 1 1 2 8' 1 2 2 2 2 2 8' 1 1 2 2 2 2 8' 1 1 1 1 1 1 2 2 2 3 3 3 2 2 2 2 3 3 1 1 1 2 1 2 9' 2 2 2 2 2 2 91 1 2 2 2 2 2 91 1 1 1 1 1 1 2 3 3 3 3 4 2 2 2 3 3 3 1 1 1 2 2 2 10 2 2 2 3 2 3 2 3 2 3 3 4 10' 1 2 2 2 2 2 2 3 2 3 2 3 10' 1 1 1 2 1 2 1 2 1 2 2 11 2 2 2 2 2 3 11' 2 2 2 2 2 3 11' 1 1 1 3 3 3 4 4 4 2 3 3 3 3 3 1 2 2 2 2 2 2 2 3 3 3 3 2 2 2-_— 2 2 3 1 1 1 1 1 2 12' 3 3 3 4 4 5 12' 2 3 3 3 2 4 12' 2 2 2 2 2 2 13' 2 3 2 4 2 4 3 4 3�43 13' 2 2 2 3 2 3 3 3 3 3 3 4 13' 1 2 1 2 1 2 1 2 1 2 2 2 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED -a FIGURE INDICATES FREESTANDING Z ti ti CM W co N o rn 0 W <� cowl` LU w CM a C)Co Z C6 Q cc) ' U) rn rn ��ss rat K S 5885 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL I REVISIONS MARK I DATE DESCRIMN 4 STEL JOB # 15-1071-1 DATE 302015 DRAWN BY MAP CHECKED DKR PANEL SPANS TRI-V, W-PANEL & FLAT PAN SH-4 40F 50 SHEETS 8 RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C w zZ 3" x 8" RAFTER w 2' X 6 1/2' RAFTER DBL. 2' x 6 1/2 RAFTER ILUSL „N. aL' z� av 'o z� ¢v 110 MPH 120 MPH 130 MPH LUSL "T" 110 MPH 120 MPH 130 MPH "-p 11O MPH 120 MPH 130 MPH (IN.) �o (IN) LUSL SIN) `z 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.0 EXP.0 B EXP.0 EXP. B EXP. B EXP. 16" 29'-0" 29'-6" 29'-8" 28'-9" 29'-3" 261,3" 161-0" 15'-1 16'-O" 15'-O" 15'-9" 13'-8' 22'-6" 22'-4" 22'-6" 21'-1" 22'-2" 19'-2" 10 26'-3" 26'-3" 26`-3" 26-3" 2fi'�" 25'-7" 16 14'-2" 14'-2" 14'-2" 14'-2" 16" .042 .024 .024 24" 24'-2" 24'-1- 24'-2" 23'-6" 24'-O" 2�21-0- 13'-1" 13'-0" 13'-1" 12'-3" 12'-10" ll'-2" 18'4" f8'-3" 18'�" 17'-3" 18'-2" 15'-S" _ 21'-6" 21'-6" 21'-6" 2i'-6" 21'-6" 24' 11'-7" 11'-T" 11'-7" 11'-7" 11'-7" 11'-3" 24' 16' 3" 16'-0" 16'�" 16" 23'-tY' 23'-D" 23'-0" 23'-D" 23'-D" 22'-9" 20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 28'-7" 28'-6" 28'-7" 27'-9" 28'-" 25'-T' 20 21'-10" 2_ -10" 27 -10" 21-10" 21'-10" 2i AW 16„18.-0' 18'-0" 18'-0" 18'-0" 18'-0"17'-7" �18�'-2" 16" 25'-0" 25' 25'_3 25'-3" 25'-3" .042 10 .032 10 .032 24" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 16'-7" 161-6" 16' T' 16'-1" 16'-4" 14'-10" 23'-4" 23'-3" 23P-4" 22'-8" 23'-1" 20'-10" 17'-10" 17'-10" 17'-10" 17'-10" 1T-10" 17'-10" 24" 14'-B" 14'-8" 14'-8" 14'-8" I"V 14' 24" 20'-8" 20' 8" 20' 8" 20 8" 20'-8" 20'-2" 16" 191-8" 19'-8" 19'-B" 24'-6" 241-4" 24'-6" 2T-9" 24'-3" 23'-2" 34'-7" 34'-4" 34'-T' 33'-7„ 34'-2" 32'-8" 25 21'-6" 21'-6" 21'-2" 21'-3" 2D'-8" 16 2i'-9" 21'-9" 21'-9" 21'-9" 27'-9" 21'-2" 16" 30' 8" 30'-8" 30'-8" 30'-8" 30'-8" 29'-10" .042 042 042 24" 16'-1" 16'-1" 16'-i" 16'-l" 16'-1" 16'-1" 20'-1" 20'-C" 20'-1" 19'-6' i9'-9" 19'-0" 28-2" 28'-l" 28'-2" 27'-4" 2T-10" 2B'-8" 1T-7" 17'-7" 1T-7" 17'-4" 1T-6" 18'-10" 24" 17'-9" 1T'-9" 17'-9" 17'-9" 17'-9" i7'-3" 24„ 25'-1" 25'-?" 25'-i" 25'-1" 25'-1" 24'-4- 16" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 18.-1" 1214" 12'11" 12'-0." 12'-4" 12'-0" 12'-4" 17'-4" 17'-4" 17'44" 17'�" 17'-4" 17'-3" 30 19'-1" 19'-1" 19'-1" 19'-1" ? 9'-1" 19'-i" 16 11'-9" 11' 9" 11'-9" 11'-9" i i'-9" 11'-9" 16 16'-T" 16'-7" 16' 7" 1 fi'-7" 16'-7" .042 024 024 24" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 10'-2" 10'-2" 1Q'-2" 10'-2" 10'-2' 10'-1" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 15'-7" 15'-7" 15'-7" ? 5'-7" 15'-7" 15'-7" 24" 9'-8" 9 -8" 9'-8" 9'$" 24" 13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 13 =7" 16" 15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-8" 15'-B" 15'-8" 15'-B" 16'-8" 15'-8" 22'-1" 22'-1" 22'-1" 22'-1" 22'-1" 22'-0" 40 1fi'-8" 16'-8" 16'-8" 16'-8" 16'-S" 16'-8" 20 16 i5' 0" 15'-0" 15'-0" 15'-0" 15'-O" 15'-0" 16" 21'-1" 21'-?" 21'-1" 21'-1" 21'-?" 21'-1" 24" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-10" 12'-10" 12'-10" 12'-10" 1P'-10" 12'-9" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 18'-0" .042 .032 20 .032 13'-8" 13' 8" 13'�" 13'-8" ? 3'-8" 13'-8" 24" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 1 _3_3 24" 17'-3" 17'-3" 17'-3" 17'-3" 17'-3" 16" 13'-4" 131-4" 13'-4" 13'-4" 13'-4" 13'-4" 19'-0" 19'-0" i9'-0" 19'-0" 19'-0" 18'-10" 26'-B" 25'-B" 26'-W 26'-8" 26'-0" 26'-T' 50 15'-D" 15'-0" 15'-0" 15'-0' 15'-0" 15-0" 16" 18,-1" 18'-i" 18'-1" 18'-1" 18'-1" 18'-1" 16" 25'-6" 25'�" 25' 6" 25'-6" 25 6" 25'-6" .042 042 042 24" i Q'�" i 0 -3" i 0'-3" 14'-3" 10'-3" 10'-3" 15'-6" 151-6" 15' 6" 15'-6" 15'-6" 15'-6" 21'-10" 21'-10" 21'-10" 21'-1 O" 21'-10" 21'-9" 24 14'-9" 14' 9"' 24" 20'-1D" 20'-10" 20'-10" 20'-10" 20'-10" 20 10 10'-7' 10'-7" 10'-7" 10'-7" 1 O'-7" 10'-7" 15'-10" 15'-10" 16-10" 5--1 Opp 151-1 D" 15'--10" 16" 16" * NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT 2" 1S'-1" 16'-2" 15'-8" 32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED 024 024 8'-1" 8'-1" 8'-1" 8'-1" 8'-i" $'-1" 1 T-4" 13'-4" 13'-4" 1 T-2" 13'-3" 12'-9" 24" O.C. MAYBE USED AT 48" O.C. WHEN DOUBLED. 24" g_6" y�_6" 24 14'4" 14'-4" 14'-4" 14'4" 14'-4" 14'-4" 20'-2" 20'-2" 20'-2" 20'-2" 20'-2" 20'-2' 16" 16" 25 i4'-9" 14'-9" 14'-9' 14'-V' 14'-7" 14'-2" 20'-9"t 9" 2D'-9" 20'-6" 20'-7" 19-10' .o3z 25 .032 24" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 11'-f" 16'-7" 16'-7„ 16'-T" 16'-7" 16'-7" 12'-1" 12'-1" 12'-1" 11'-10" 12'-0- 11'-7" 24„ i7'-0"0" 16'-8" 9" 17'�" 17' 4" 17' 17' 24'-6" 24'-6" 24'-6" 24'-6" 24'-0" 24'-0" 16" 16„ 042 17'-9" 17'-9 17'T' 1T'-8" 1T-1" 25'-1"25'-1" 25'-1" 25'-1" 25'-1" 25-124" 042 13'-3" $107'4"17'-4" 13'-3" 13'-3" 13'-3" 13'-3" 20'-0" 20'-0" 20'-O" 20'-0" 20'-0" 20'-0"14'-7" 24 i4'-7 14' 14' 6" 14'-0" 2Q'-6" 20'-6" 20'-6" 20'-6" 20'�6" 20'-6" u 0.042' TYP.r * 3"x8" RAFTER 1.024' 6. 024' 6. .032• 032' 1,042' ),042' * 7"YR .5" RAFTFR * IIRI 7"YFi R" ROFTGRC ALUM. ALLOY 3004-H36 OR I ALUM. ALLOY 3004-H36 EQUAL OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING 0 D 3 4 5 8 RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH z W av 'Lzo 2" X 6 1/2" RAFTER z W av v,o DBL. 2" x 6 1/2" RAFTER LLISL (IN) 110 MPH 120 MPH 130 MPH LLlSL '�7T (IN) 110 MPH 120 MPH 130 MPH EXP B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B I EXP.0 EXP. B EXP.0 EXP. B EXP.0 024 16" 9'-9" 10'-7 9'-9" 10'-3" 9`-9" 10'-X 9'-9" 10'-3" 9'-9" 1 D'-3' 9'-9" 1 D'-3" 024 16" 14'--B" 14'-8" 14'-6" 14'$" 14'-B" 14'-8" 24" 7._6" 7'-6" T-6" 8' 6" T-6" 8'-6" T-6" 8'-0" T-6" 8'-6" 24" 11'-2" 11'-10, 11'-2" 1 i'-i D 11'-2" 11'-2" 11'-2" 11'-2" .032 16" 12'-6" 12'-6" 13'-1"13'-1" 12'-6" 12'-6" 12'-6" 13'-1" .032 16" W-7" 18'-4" 18'-7" 18'_" 18'-7" 18'4" 18`-7" 18'-4" 18'-7" 18'-4" 18'-7" 18'-4" 30 30 24" 10'-2" 10'-2" 10'-2" 10'-2" 10'-8" 10'-2" 10'-8" 10'-2" 10'-8" 24" 15'-3" 15'-1" 15'$" 15'-1" 15'-3" 15'-1" 15'-3" 15'-1" 15-3" 15'-1" 15'-3" 15'-1" 042 16" 16'-0" 15'-9" 16'-0" ? 5'-9" 161-0" 15'-9" 16'-Q" 15'-9" 16'-0" 15'-9"' 16'-01, 15'-9" 042 16„ 22'-7" 22'-2"2"-2" 22'-7" 22'-T' 22'-7" 22'-7" 22'-7" 24" 12'-3" 12'-10' 12'-3" 12'-10 12'-3" ? 2'-? 0 12'-3" 12'-i D 12'-3" i 2'-10' 12'-3" 12'-1 Q' 24„ ? 8' 6" 18'-2"Z' 18'-6" 18' 2" 18'-6" [-!:I8'-2" 18'-6" 18'-2" 16" 8'-0" 9'-1"9'-1" 8'-0" 8'-0" 9'-1" 8'-D" 91_r 8.'-0" 9'-1" 024 16„ 2'-10" 12' 8"" CIZ-10"12 2'-10" 12'-8" 2'-10" 12-8" T-10" 12'-8"024 24' 6'-2" 7,-2„ 6'-2" T-2" 6'-2" T-2" 6'-2" 7'-2" 6'-2" T-2" 6'-2" 7'-2" 24" 9'_10" 10'-4" '1 OP-4' 10'-4" 9'-10" 10'-4' 9'-1 D" 1 D' " 9'-10" 10'-4" .032 16" 104-10" 11-0' 10'-10" 10'-10" 1?'$"?'-0" 10'-10" 10'-10" 10'-10" .032 16" 16'-4" ?" 16'-4" 16'-1" 16'-4" 16'-I 16'-4" 16'-1" 16'-4" 16'-?" 16'-4" 16'-1" 40 40 24" 8'-3 8 -3" 8'-3" 8'-3" 8'-3" 8'-3" 24„ 12'-6" 13'-2" 12'-6" 13'-2" 12' 6" 13'-2" 12'-6" 13'-2" 12'-6" 13'-2" 12'-6" 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" 19'-9" i 9'-9" ? 9'-9" ? 9'-0" 19'-9" 19'-9" 042 16" -9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 042 16" 19'-1" i 9'1!" 19'�1" i 9'�" 19' 4" 19'" 24" 10'-9" 10'-9" 10'-9" 10'-9" -3' 10'-9" ? 1'-3" 10'-9" ? 1'$" 24„ 16'-2" 15'-10' 16'-2" 15'-10' 16'-2" 15'-10" 1 T-2" 15'-10 16'-2" 15'-10 16'-2"' 15'-10' .024 16" V�'-W T-3" 8'-2" T-3" 8'-2" T-3" 8'-2" 7'-3" 8'-2" T-3" 8'-2" 024 16„ 10'-10" i 1'-4" 10'-10" 11' 4" 10'-i D" 11' 4" 10'-10" 11'-4" 10'-1 D" 11'�" 10'-10" 24" 5'-2" 5'-9" 54_2,r 5'-9" 5`-2" 5'-9" 5'-2" 5'-9"9" 24, $'�3" �, „ 8'_3„ 9' 4" 8'_3" 9'_4" 8.$" g,�„ $,_3" g,4, 8'_3" 9' 4" 9'-9" 9'-9" 9'-9" 9'-9" 14'-8" 14'-8" 14'-8" 14'-B" 14'$" 14'-8" 50 .032 16" 10'-3" 10'-3" ? 0'-3" ? 0'-3"-3" 17'-D"71-0 50 .032 16" 14'-6" 14'-0" 14'-6" 14'-6" 14'-6" 24 T-0" 7'-O" T-0" T-D" 8'4"-4" 24 1?'$" ? 1'-10" 11'-3" 1 ?'-10" 11'-3" 11'-10" 11'-3" 1 i'-10" 1T-3"11'-38'"'�"8'-4" 1 i'-10" ? 1'-1 D" .042 16" 11'-9" 11 -9" 12' 6" 11'-9" 12'-6" 11'-9" 12'-6" 11'-9" i2'-6" 11'-9" 12'-6" .042 16„ 1 T-9" 17'-6" 17'-9" 17'-6" 17'-9" 17'-6" 17'-9" 17'-0" 17'-9" 17'-6" 17'-9" 17'-6" 24" 9-0" 9'-0„ 10'-2" 9'-0" 10'-2" 9'-Q" 10'-2" 9-0" ' 10'-2" 9,-0" 10'-2" 24„ 13'-7" 14'-3" 13'-7" 14'-3" 13'-7" i 4'-3" 13'-7" 14'-3" 13'-7" 14'_3" 13'-7" 14'_3" .024' 6. 1,024' 6. ' 1032�— f .032' 1,042' 1.042' * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 30D4-H36 OR ALUM. ALLOY 3004-H36 OR EQUAL EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING EXP. B & C ti N ti ti M cf) QD co oO U W q� co W - w cG co W W m o Uco rn co Q cco cf) 6i d- rn �'Pl S 5885 OF CAOT' 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL i REVISIONS rMARR DATE DESCRIPTION 4 STEL JOB # 15-1071-1 I DATE 3/=15 i DRAWN BY MAP , CHECKED DKR RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS SH - 6 6 OF 50 SHEETS 6.5" ROLLFORM GUTTER FASCIA ALUM. ALLOY 3004-H36 DBL.2"x6.5"x0.042" ALUM. ALLOY 3004-H36 OR EQUAL (--,') D B L. 2 "x6.5 "x0.032" `r ALUM. ALLOY 3004-H36 OR EQUAL HEADER BEAM TYPES ExT. CLIP I -- 0.37 ` SPLICE WHERE I 7=12 GA. INSERT T•0.125' SPLICE OCCURS ----� ASTM A653 SS WHERE ALUM_ \�I GRADE 5a G60� 3�D` OCCURS ALLOY 6063 T6 SPLICE ❑CCURS 032' WHERE ICCUR i I 11 4 0, 4. ALUM. I I 6.6 6' 0,130' OTYP , l li 3.3' TYP, I 1.. Ifl TYPE i F--3.0`-- I TYP. B MAG BEAM ALUM. ALLOY 6063-T6 T=12 OR 14 GA ASTM A653 SS GRADE 50 G60 .042' TYP, DBL. 3"x8x0.042" BEAM W/ L. 14 GA. STL. IN ALUM. ALLOY 30D4-H36 OR EQUAL DBL. 3"x8"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. r, 4" 1-BEAM L' ALUM. ALLOY 6063-T6 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL .032' 3I ALUM I �{I a 3" SO. ALUM POST ALUM. ALLOY 3004-H36 HEIGHT LIMITED TO 10'-0" MAXIMUM. 4.5" MAG GUTTER ALUM. ALLOY 6063-T6 4.0' MAx. ril DBL. 3"x8"x0.042" BEAM ��"� ALUM. ALLOY 3004-H36 OR EQUAL --� .040' ALUM. } .048' STEEL 3.JJ' r eB' {II f F�-3.0' i ,-, 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 3" SQ. STEEL POST ASTM A653 GRADE 50 CP60 3" SQ.0.032" ALUM. BEAM yl'r VVI 12 GA. STL. "U" CHANNEL ASTM A653 SS GRADE 50 G60 3"x8"0.042" BEAM M W/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 3"x8"x0.042" BEAM N 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 Xx8" BEAM. COLUMN / POST TYPES 0,024' 0,032' 0.042'--- PLUGS #10 SMS e24'❑ EA. SIDE 3" SQ. ALUM. POST WITH SIDEPLATES ALUM. ALLOY 3004-H36 OR EQUAL 7" I -BEAM F M ALUM. ALLOY 6063-T6 W/ 1 "C" INSERT ALUM. ALLOY 6063-T6 H W/ 2 "C" INSERTS ALUM. ALLOY 6063-T6 NOTE: WHERE'C' INSERT OCCURS AS SHOWN IN SPAN TABLES, IT SHALL BE INSTALLED THE FULL LENGTH OF THE 7" I -BEAM. 0.075' TYP. MAG POST E ALUM. ALLOY 6063-T6 NOTE' EACH HEADER BEAM TOP AND BOTTOM FLANGES SHALL BE CUT AT EACH INTERIOR COLUMN WHERE 3 OR MORE COLUMS OCCUR. DO NOT CUT FLANGES AT END COLUMNS. =3"SQ.xt=0.188" =3"SQ.xt=0.250" IH =3"SQ.xt=0.313" =4"SQ.xt=0.188" =4"SQ.xr-u.250" SQ. STEEL POST ASTM A500 GRADE B III 31 c, OI 6 EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS A34 FRAMING ANGLE SEE TABLE 2 FASTENERS, SEE TABLE 3— R.F. OR EXT. HANGER CHANNEL, 2X OR 3X RAFTER BRACKET ALUM. PANEL R 3x ALUM. RAFTER '-- \\ EXIST. RAFTERS AT 24" O.C. AT ROOF EXIST. FASCIA BOARD I��I� OVERHANG FULL DEPTH ALLOWABLE PROJ. EXISTING EAV WOOD SCAB, TO BEAM OVERHANG WHERE OCCURS, SEE TABLE 1 (24" MAX.) SEE TABLE 2 A EAVE CONNECTION 1. EXISTING ROOF OVERHANG DESIGN LOADS, RDL = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, 30, 40, & 50 psf 2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS NOTE: WHERE COVER CONSTRUCTION INCLUDES DETAIL A OR B, SITE -SPECIFIC ENGINEERING IS REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING WHERE ONE OR MORE OF THE FOLLOWING CONDITIONS OCCUR: LEDGER OR WALL HANGER WITH FASTENEF- PER TABLES 3 & 1' 3 1' DESIGN (E) WALL COVER LOADS OPENING PROJECTION 10, 20 psf > 8' > 18, 30,40&50 psf >6' >14. 2x WOOD STUD OR CONCRETE WALL B WALL CONNECTION NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x6}4" MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS) OR KILN -DRY WOOD -FILLED 2"x6 X" OR 3"x8" ALUMINUM SECTIONS. 3116' STEEL NOTEi BRACKET CAN BE 8" 0 114"0 HOLES,TYP. LOCATED ANYWHERE ON EAVE. 0 NOTE: PROVIDE WATER 0 TYR BRACKET AT EVERY 2x PROTECTION. METAL FLASHING CAUCK JOINTS AND SLOPE 8' O G C EXISTING EAVE TO DRAIN (OPTIONAL) ALLOWABLE PROJ. TO BEAM L OVERHANG SEE TABLE 1 NOTE, PLACE 'SIKA FLEX' OR SIMILAR NOTE: BRACKET MAY BE MATERIAL BETWEEN BRACKET AND COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER SEAL W/ SAME CONNECTION'S. O ALTERNATE EAVE CONNECTION NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS WITH A 10 psf MAXIMUM DESIGN LOAD. TABLE 1 TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG COVER LUSL EXISTING FRAMING MEMBER AT ROOF OVERHANG MAXIMUM PROJECTION } 0�_ o m 3 (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL WIND SPEED (MPH) AND EXPOSURE 110, B 110, C 120, B 120, C 130, B 130, C 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. � O 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" 264" 21'-2" 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) 2"x8" NOTCHED 2"x6" FULL OR 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 1101 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 5' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) 6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) ZO 2" x 4" FULL 26-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 7' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 2" x 6" NOTCHED 26-0" 26-0" 26`4' 26-0" 26-0" 26'-0" (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) 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) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 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) L (A) (A) (A) (A) (A) (B) (B) (B) I (B) (B) (B) I (B) (B) (B) (B) (B) (B) 25 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 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 30 2" x 4" FULL 16'-0" 16'-O" 16-0" 16'-0" 16'-0" 16'-0" (C) - (2) Y4' DIAMETER LAG SCEWS (D) - DIAMETER LAG SCREW (E) - DIAMETER LAG SCREW 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" j o m 9 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) 40 2" x 4" FULL 1 T-7" 11'-7" 11 -7' 1 V-7" 11'-7" 11'-7" F 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" 1W-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) 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) 5JO 2"x6" FULL OR 2"x8" NOTCHED 164' 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) (E) 2"x8" FULL OR 2"x10" NOTCHED 20-9" 20'-9" 20'-9" 20'-9" 207-T20'-9" 12' (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) ABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS WITH 6-INCH MIN.THICKNESS COVER NUMBER AND TYPE LUSL OF FASTENERS 10 W 0 SIMPSON STRONG -BOLT 2 SS AT 48' D.C. (a,b) ZO W 0 SIMPSON STRONG -BOLT 2 SS AT 48' O.C. (a,b) 25W 0 SIMPSON STRONG -BOLT 2 SS AT 48' D.C. (a,b) 3O' 0 SIMPSON STRONG -BOLT 2 SS AT 36' O.C. (a,b) 40' 0 SIMPSON STRONG -BOLT 2 SS AT 36' O.C. <a,b) 5O' 0 SIMPSON STRONG -BOLT 2 SS AT 24' O.C. (a,b) FOOTNOTES TO TABLES 3 & 4: a. EMBED ANCHOR 3' MINIMUM INT❑ CONCRETE WALL AND INSTALL IN ACCORDANCE WITH ESR-3037 b, USE 3' SQ,x/4 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) /4' DIAMETER LAG SCREWS, t ALUM. 3004-H36 t= 0.04" FASTENERS SHEET 8 SEE TABLE 3 ALUM.ALLOY 6063-T6 HANGER CHANNELS AND MOUNTING BRACKETS FASTENERS, 078 SEE TABLE 3 SHEET 8 300' .63 " .25"R 05• FASTENERS, SEE SHEET 4 0 20 CONTINUOUS A- RAIL ROOF PANEL 3: (WHERE OCCURS) _ F ❑ FASTENERS, ALUM.ALLOY SEE SHEET 4 6063-T6 2. T=.060" —3 FASTENERS SEE TABLE 3 SHEET 8 FASTENERS, SEE TABLE 3, SHEET 4 w tJ 0 O O :(1 .p CJ1 O — FASTENERS, 1.880" SEE TABLE 3, SHEET 4 ALUM.ALLOY 6063-T6 T= - --- - - ALUM. ALLOY 6063-T6 ROLL FORMED EXTRUDED HANGER / CONNECTION �C I.R. HANGER "H" BRACKET HANGER NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf ^ MAXIMUM. SITE -SPECIFIC ENGINEERING REQUIRED AT ROOF LOADS EXCEEDING 30 psf. (3) Y"0 LAG SCREWS 1 1/2" 10# L.L=(2)#14 SMS EA. SIDE 20#,25#,30# L.L=(3#14 SMS EA. SIDE #14 SDS, 40#,50# L.L=(4)i#14 SMS EA. SIDE 3 PER SIDE -� 1• 3/4' OR 1 1/2" i 2 Iz' {E} STUCCO 3"x8" ALUM. RAFTER PENETRATION BRACKET NOTE: LENGTH OF LAG SCREW SHALL PROVIDE THREADED PORTION OF SHANK COMPLETE PENETRATION INTO EXISTING CORNER STUD. i I 2" x 6 1/2" OR 5" MIN. 3" x 8" ALUM. RAFTER 34" OR 1 1/2'_U-BRACKET EXISTING WOOD STUD FRAMING E) STUCCO 2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L=10 psf — 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 (2" MIN. PENETRATION INTO EXISTING WOOD STUD) NOTE: USE LEDGER WHERE RAFTER SPACING EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8. /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 5" #14 SMS MAY BE USE AS 3-5" 3.5" ALTERNATE TO 1/4"0 BOLTS t 3.5" 5, J, 8" BEAM .5" ❑1 OR [4 SEE NOTES BELOW 1 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 SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11 HEADER BRACKET (D RAFTER TO STUD WALL CONNECTION 3 I BEAM TO POST CONNECTION 08 1 112" OR 2"LATTICE ALTERNATE 1/2" BOLT CONN E CT) O" 3"x 3"STL.POST (24") INSERT ATTACHED OR Wx 3"STL-POST COLUMN FOR FREESTANDING #8 S.M.S. DOUBLE RAFTER - PLAN 2 ALTERNATE: 4414 S.M.S. EACH RAFTER TO COL. CONNECT. (8-TOT.) as o s^ #8 S.M.S. EACH SIDE r LATTICE 1 1/2" OR 2" ALTERNATE: )-26.5" OR (2)-3"x8"HEADER (2)-1/2-BOLT 3"x3"x0.024"—/ 2"x 6.5" SIDEPLATE 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"xB" HEADER -ALTERNATE: (1) - 1/2" BOLT OR (2} #14 S.M.S. EACH RAFTER EXISTING ALUMINUM MEMBER WITH IEATHING WOOD FILL OR NOMINAL LEDGER J (NEW OR EXISTING) SEE NOTE, DETAIL B, 3 SHEET 8 u�❑ w FASTNERS, SEE TABLE 3, SHEET 8 EXISTING 1" STUCCO OR EQUAL 25" PENE. INTO EACH WOOD STUD DBL. RAFTER / DBL. HEADER CONN. 4� STUB COLUMN TO DOUBLE HEADER CONN. EXIST. STUCCO / LEDGER ATTACHMENT DETAIL DBL, 3'x8'x0.042 BEAM OR DBL. 2'x6,5'xO.032'/0.042' BEAM I i 5/8' 0 ACCESS HOLES 3' SQ. P❑ST INSTALL 6 - #14 X ;'4 LONG SDS 12 EACH HEADER TO COLUMN (12 FASTENERS PER DOUBLE HEADER fd 7 COLUMN DETAIL 21 31 �•l 5 a 7 m COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS "T" BRACKET @ 3"SQ. POST W/ (4)#14 SMS EA. SIDE OF POST OR 1/2" M.B. THROUGH POST ALUM."T"BRACKET USE WITH POST POST TYPE B,C,D, OR E. STEEL."T" BRACKET OR 9" SQ. BASE PLATE USE WITH POST TYPE B,C,D,E,F,G,H,J OR K. - (2}318"O STRONG -BOLT 2 SS SEE TABLE 1 EA. BRACKET TO SLAB. 9 1/2" MINIMUM DISTANCE TO EDGE OF SLAB. 33" MINIMUM DISTANCE FROM SLAB CRACK TO COLUMN. d (1%' MIN. EMBEDMENT) •c - DE TH SLAB SHALL BE IN p POURED CONCRETE C'00r) CONDITION FOOTING SEE TABLES FOR SIZE 3 1/2" MIN. SEE FOOTING IN BEAM SPAN TABLE QUARE UEXISTING SLAB POSTS TO CONC. FOOTING ATTACHED COVERS ONLY ATTACHED COVERS ONLY ALUM. ALLOY 3.00" OR 6063-T6 /2.40"- 000, 1.375" .75" v v 1.60" 1.50"-' L- .090" TYP. INSTALL 1Y2" x 1Y2" x YB" 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 TABLE 1 ATTACHED ONLY FOOTING & ANCHOR BOLTS TABLE 2 ATTACHED AND FREESTANDING ALTERNATE FTG. FOOTING SIZE SINGLE POSTS EMBED. BOLTS CUBE SIZE SQ. 1B' DEEP ' CUBE FTG. 18" 18" SQ. 12" 17"-22"CUBED(1) (2}318"0 17/8" 20" 21"SQ. 12" 23"824"CUBED (1) (2}1/2"0 91/4' 22" 25"SQ. 16" 24" 28" SQ. 20" 25" - 30" CUBED (2) (4}1/2"0 31/4" 26" 32" SQ. 23" 31"- 34" CUBED (2) (4)-5/8"0 4" 28" 35" SO. 25" 30. 39" SQ. 28" 35"-39"CUBED (2) (4}3/4-0 4314" 32" 43"SQ. 30" 40" - 4T CUBED (2) (4}3/4"0 4 314" 34" 47" SO. 32" 36" 51" SQ. 34" NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 5S (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" 40" 60" SQ. 39" 42' 64" SQ. 41' 44" 69" SQ. 43' • CUBE FOOTING Wl3 1/Y SLAB q 7/16" 0 HOLE FOR 3/8" MB 5s^ ASTM A500 GRADE B INSTALL 1Yz" x 1Yz" x YB" HDG 1,125" WASHER PLATE AT ANCHORS 75" 157" TYP USE FOR 3" OR 4" 1.75"r STEEL POSTS 2- 5/16" 0 HOLES NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. STEEL "T" BRACKET 2 FLANGES 2 1/8" APART 7S" 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 STEEL POST ONLY: USE POST TYPE F. G, H, I, J OR K 112 DEPTH OF 1 FOOTING OR I I 12" MIN. EMBD. I j EZI • I I ULI I ILL In F W z y` (1)-1/2"0M.B. 2 Cl) x9" LONG, 1. yrb°; 0. Q FROM END U.I LU OF POST m z POURED SQUARE, SEE FTG. CONCRETE SCHEDULE IN BEAM FOOTING SPAN TABLES SQUARE POST EMBED. INTO FOOTING (3)-3/4"0 B FOR POST TYPE F, G, H, I, 3" OR 4" SQ. INSERT i" 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) INSERTTO BASE PLATE 3/16" POST i INSERT 9" SQ. X 518" THK. THK. BASE PLATE (ASTM A500 GRADE B STEEL) i 1 X WELDED STEEL BASE PLATE 8 ALTERNATE FREESTANDING BASE PLATE ANCHOR .., mi 01 m 41 E&y M. r 0 LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS BEAM SPLICE TO OCCUR DIRECTLY OVER 5/8" 0 PLASTIC I POST. NOT PERMITTED PLUG WHERE 6 SCREWS I @ 2-POST UNITS SCREW IS INSIDE PER SIDE I 2"X6.5"X0.032" SIDE PLATES 'm3 110 MPH 120 MPH 130 MPH EXP. B EXP, EXP. B EXP. 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 Q= 2"X6.5"X0.042" SIDE PLATES 'm 3 110 MPH 12qMPH 130 MPH EE EXP. B EXP. EXP. EXP. B EXP. C 5'2 2 2 2 3 6' 2 2 2 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. 3 5^ #14 SMS MAY BE USE AS ALTERNATE TO 1/4"0 BOLTS 8" BEAM �OR� SEE NOTES BELOW j I 6 1/2" SIDEPLATE EA. i SIDE SEE POST SCHEID #14 SMS EA. SIDE TOP MID HEIGHT AND BOTTOM. 3"SO. POST BETWEEN SIDE PLATES POST SCHEDULE 3" SQ. x .032" + (2)-2" x 6 1 /2" x 0.032" 3" SQ. x .032" + (2)-2" x 6 1 /2" x 0.042" 1-1 W/ (6)-#14 S.M.S. EACH SIDE. 27 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 R❑LL—FORMED OR INSULATED ROOF PANEL TERL❑CKINC SEAMS, TYP,---,,,,, WALL HANGER coLFRRNE- a r (E) STRUCTURE I i CXU1 IN 1 TJ 1X0.0i32" F/ (2) 2"x6 5"x0:D42" ID P S. CI LU 1N 2 SE PER ANII) SPQ,N TA,BLEI PR❑JEC �4Q'J I Ti 1 ROOF PANEL ATTACHMENT LENGTH L ROOF PLAN cASTENERS, r cur= 4 LL-FORMED #14 SMS a 32' D.C. MAX. RD RO IRP (4 MIN. PER PANEL INTERLOCK) OLL-FORMED ANEL SEE SHEET 4 1 ROOF HANGER #14 SMS 4 MIN. PER ALUMINUM TOP & BOTT. 0,024' `ION, P 2ROLL NTER OCORMK NGPSEAM ANEL INNTERLOCK NG JOINT LATED ROOF PANEL W c�v c 6 w�c M Z �U� W ¢Q U)u� a LLI L LLI Li1 cc r7 � U Cii r— >0o co d c r CD E5.51 o S 5885 OFCAJ 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AFU APPROVAL ' REVISIONS I N�a( DATE I DESCRWTION 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 III o 3 0 0 5 7 s SIMPLE SPLICE 9' — BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SPLICE DETAILS 11 1 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13 FULL MOMENT S I I l TYP. THICKNESS = .035 (24 Tffi TYP. THICKN ASS = .035" 6.38" u � u + ! + + ++ + + i + + ++ I I ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS SPLICES - ROLLFORMED & EXTRUDED FASCIAS NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C-SPLICE (ONE SIDE OF WEB) MAYBE USED. 3 TOTAL= (8)-1/2"0 BOLTS I.on• SPLICE WHERE 2. 0• OCCURS 4" 070" TYP. ❑ ] I� I ALUM.ALLOY 6063-T6 I6• 1' 4" I -BEAM 3`0• MOMENT C-SPLICE NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED. SPLICE WH OCCU (2)i#10 S.M.S.@ EA. VALLEY. TYP. d w NOTCH I -BEAM FLANGE I -BEAM ALUM ALLOY AS NEEDED TO CLEAR (6061-T6)ALTERNATE I SQ. POST,CONNECT WEB STL. C-BEAM TO POST W/ (2) - 5/8" 0 THRU-BOLTS @ 4" I -BEAM, SQ. POST AND (3) - 5/8" 0 THRU BOLTS @ T I -BEAMS H - BRACKET TO POST " x 8" x .042" BEAM, "SQ. STEEL OR IAG BEAM. (6)-#14 SDS @ EA. SIDE TOP & BOTT. TOT.=24 OPTIONAL DFCDRATIVE FASCIA ( WOOD, ALUM. OR HARDBORD ) `�• (12)-@14 x IIT S.M-S. EACH SIDE OF 3" SO. POST IS -TOTAL ALTE RNATE 114"0 BOLT Wl WASHER EA SIDE OF 3" SO. POST I. . AIr O _+a s 2 3tr ,,�_t[ __ 3' SO. POST 4414 x 1/T S.M.S. EACH SIDE OF 3' SO.POSTl!aL7aYRL ALTtERNAiE 114'0 E�OLT W/ WASHER EA. SIDE OF T SO. POST GUTTER FA5C IA 3.00' rSO. PO sT �G9EAM OR .ZSD' 3'S0. STL BEAM RAFTER "TAIL" TO GUTTER NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf ROOF LIVE AND SNOW LOADS "L" FASTENERS V-0" 4 - #14 SDS Z-0" 6 - #14 SDS T-0" 12 - #14 SDS (FASTENER SPACING = 3/4" 914 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 i4 11 O ALUM.ALLOY 16• 1' 606 T6 3"_n. 7" I -BEAM MOMENT C-SPLICE 3" X 3" ALUM. OR STEEL POST "U" BRACKET - RAFTER TO BEAM ROOF PANEL o a r GROUP FASTENER61/2- ROLLFORMED OR o O EXTRUDED GUTTER ALUM. BRACKET X #14 S.M.S. @12"O.C. �p/ FASCIA 61/2"x2"x.024 f l2r "L"SEETABLE RAFTER 1 %2' SQ. OR 2" LATTICE TUBE (P1) 2"xY LATTICE TUBE E2 LATTICE TUBE TO RAFTER 16 "U" BRACKET - RAFTER TO BEAM 17 3,125' FOR 3 x RAFTER 7 125' FOR 2 x RAFTER ALUM. ALLOY 3105-H25 1 1/2" SQ., 2" SQ., OR 2"x3" LATTICE ALUM. ALLOY 3105-1125 #8 x 2 "SMS, 21/2" @ 3^ O.C. MIN. 1 112" t = .040" {o] 6063-T6 1.50 150" OR �UPTO6"O.C.MAX. RAFTER BRACKET TO RAFTER #1P• MIN, O (6) - #14x 3/4" TEK SCREWS BRACKET TO BEAM rass r fl�,l %q' S 5885 OF CAL V" 03-03-15 �� DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS MxRK DATE DESCRIPTION 4 STEL JOB # 15-1071-1 DATE 3/312015 DRAWN BY MAP CHECKED DKR BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SH - 12 12 OF 50 SHEETS 4 5 6 HOW TO DETERMINE TRIBUTARY WIDTH TO WALL HANGERS, LEDGERS AND SUPPORTING BEAMS TRIBUTARY WIDTH TABLE CLEAR SPAN (FT.) O.H. 6 7 8 9 10 11 12 13 14 15 16 17 18 1 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 FAN BEAM (19'-0" MAX SPAN) < HEADER— / z A CEILING FAN AND/ I � OR LIGHT FIXTURE R \ ( MAX. 30 Ibs. ) T FAN BEAM FAN BEAM ALUM. ALLOY 6063-T6 FAN BEAM L #14 x 3 1/2" S.D.S. SCREW AT BEAM ATTACHMENT AT HEADER PROJECTION — CLEAR SPAN O.H. TRIBUTARY I TRIBUTARY= h I WIDTH I 112 SPAN + O.H. NOTE: TRIBUTARY ON MULTIPLE SPANS IS EQUAL TO CENTER SPAN TO CENTER SPAN FAN BEAM 2 if 2' #12 S.D.S. SCREW AT HANGER CHANNEL ATTACHMENT AT HANGER CHANNEL Z Z Lu �' m W V ¢F ui LU '� w� W [•3 CD r co ko� co 'ct �pF�551C}�( S 5885 OF Cp,l1F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAFPROVAL REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 15-1071-1 i DATE 3I3IP015 i 1 DRAWN BY MAP , CHECKED DKR HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH - 13 13 OF 50 SHEETS 5. 01 ra 01 DI 41 of 51 t7 �n1 6.5" ROLLFORM I► ALUM.ALLOY 6D63-T6 BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS SPLICE !c9' !a WHERE 7CCUR I E 0.075' I 11 ` TYP, I I 3.0' MAG BEAM D ALUM, ALLOY 6063-T6 SPLICE WHERE 0.070' TYP. 4" I -BEAM �L ALUM. ALLOY 6063-T6 SPLICE T=0,125- WHERE ALUM. I uRs ALLOY 6061T6 7.0' 0.110• .042' G. TYP• TYP. �1 7" I -BEAM r ALUM. ALLOY 6063-T6 W/ (1) "C" INSERT ALUM.ALLOY 6063-T6 H W/ (2) "C" INSERTS ALUM. ALLOY 6063-T6 NOTE: WHERE'C' SPLICE OCCURS AS SHOWN IN SPAN TABLES, IT SHALL BE INSTALLED THE FULL LENGTH OF THE 7" I -BEAM. DBL. Zx135' 0.042" ALUM. ALLOY 3004-H36 OR EQUAL 0,042' TYP. rl DBL. 3"x8'W.042" BEAM L ALUM. ALLOY 3004-H36 OR EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES EXPOSURE B ja FIGURE INDICATES EXPOSURE C WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. 4.5" MAG GUTTER ALUM. ALLOY 6063-T6 TYP. MAX. r DBL.2"x6.5"x0.032" �J ALUM. ALLOY 3004-H36' OR EQUAL 7 3"x8"x0.042" BEAM W/ 14 GA. STL. INSERT �J ASTM A653 GRADE 50 G60 3"x8"x0.042" BEAM N 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 GA. ASTM A653 SS GRADE 50 G60-\ 3.0' ,032' ALUM, 3" SQ.0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL ASTM A653 SS GRADE 50 G60 S. ' OO42' TYP. 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL 1-12 OR 14 GA. ASTM A653 SS GRAG60 DE 50 8, .042' TYP. MAX, DBL. 3"x8'W.042" BEAM W/ DBL. 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 DBL. 3"x&W.042" BEAM P W/ DBL. 12 GA. STL. INSERT ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. FOOTNOTES TO ALL SPAN TABLES: 1. FOOTING SHOWN REPRESENTS LENGTH OF 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB SHALL BE 3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE EACH SIDE AND DEPTH OF CUBED FOOTING, SEE SHEET 10. THE SMALLER OF THE MAXIMUM SPACING SHOWN IN THIS COLUMN MAXIMUM COLUMN SPACING MEASURED AT THE COLUMN WHERE SLAB OCCURS, CUBED FOOTING SIZE OR THE MAXIMUM POST SPACING SHOWN FOR THE SELECTED AND SHALL NOT CONTAIN ANY CRACKING FOR 25 & 30 psf. MAY BE REDUCED BY 6" FOR FREESTANDING ONLY. BEAM. WHERE 2 PSF INSULATED ROOF PANELS THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE OCCUR AT 10 & 20 psf INSTALLATIONS, SEE TABLE 1, SHEET47 FOR 9 1/4" MINIMUM. MAXIMUM COLUMN SPACING ON EXISITNG SLAB. ATTACHED & FREESTANDING SOLID COVERS 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C A 6- ROLLFORM ATTACHED SOLID FREESTANDING SOLID } MAX•POST FTG. MIN. MAX.POST FTG. MIN. 2 SPACING o ~ ~ ^ ly ON SLAB E 3 SPACING IN POST SPACING (IN.) POST m (2) (3) F (SPAN) (1) TYPE (SPAN) (1) TYPE Of G 13'-7" 5' -9" 18 B 11'-9" 26 G 5' O .Ill 11'-9" 20 ! 1'-4" 28 r 11'-4" 6' 10'-9" 18 B 10'-s" 26 G 6' 1 V-9" 21 10' 27 9'-8" 7' 10'-0" 19 B 10' 0" 26 G , 7 1 a'-0" 21 9'-8" 27 J 8'-6" 8' 19 B 9'-." 26 (j 8, 22 9 1„ 26 C6 71_7„ 9' 8'-10" 20 B 8'-10" 27 G 9' LL 22 8'-7" 26 W 6-9" 10' B'-6" 20 B 8'-6" 27 G 10' 8, 6, 23 8'-t " 27 8'-1" 21 C 8'-i" 27 G 1 11' 8'-V 23 T-9" 28 12 7'-B" 21 C T-8" 28 G , 12 7'-6" 24 7'-6" 28 } ATTACHED SOLID I FREESTANDING SOLID } MAX.POST FTG. MIN. MAX.POST FTG. MIN. ff�11 MAX.COL. SPACING o ¢ p n- ON SLAB 9 SPACING (IN.) POST SPACING (IN.) POST m 3 (2) (3) F (SPAN) (1) TYPE (SPAN) (1) TYPE F 13'-7 �� 5' 11'-9" 19 B 11'-9" 28 G 5' O 11'-7" 21 0'-10" 29 N r- 11' 4" 6' 10, 9" 19 B 10'-9" 27 G 6' 10'-7" 22 10'-0" 26 7 -0" 20 B 10'-0" 27 G 7' 9'-10' 22 T-T 28 ...J 8'-6" 8' 9'-4" 20 B 9'-4" 26 G 8 9'-2" 23 8'-8" 27 C6 7'-7" 9' 8'-1 T 21 g -1 8'0" 27 G 9' LL 8'-2„ 28 () 6'-9" 10' B'-6" 21 B 8'-6" 27 G , 10 8'-3" 24 T-9" 28 6-2' 11 B'-1" 21 B 8' 1" 27 G , 11 O TAU 24 71-6" 29 !- 5 -8„ 12, T-8" 22 C 7'-8" 28 G 7'-T' 25 7'_2" 30 12' ATTACHED SOLID FREESTANDING SOLID ¢ SAC FTG- MIN. MAX.POST FTG MIN. MAX.COI SPACING � F O _ o ^ ly ON SLAB m NG (IN.) POST SPACING IN POST m (2).(3) F (SPAN) (1) TYPE (SPAN) (1) TYPE H G 13'-7" 5 11'-9" 20 B 11'-7" 29 G 5' O 11'�-2" 22 10'-6» 30 r 11'-4" 6' 110'-9' 20 B 10'-7" 28 G 6' 1T-2" 23 9'-7" 30 9'-8" 7' 10%0_ 21 1 B 9'-9" 28 G 7' 8'-10 29 J 8'-6" 8' "-4" 21 B 9' 2" 27 G 8 $'-10" 24 8'-3" 29 C6 T-7" 9' 8'-10" 22 B $'-8" 27 G 9' L1._ 8' 4" 24 T-10' 29 U) 6'-9" 10' 22 B 8'-3" 28 G , 10 8' 0" 25 T-6` 30 6'-2" 11 8'-1" 23 B T-10" 29 G 11' O T'-7" 25 C 7'-2" 31 5-8" 23 C T_7" 29 G 12' 25 6'-9" 31 ZVj CIO W m `6 CN W U) cM V W ¢� U) Lu '� W W M M o00 U rn r z 00 Q M rn 9 �Bs I r o S 5885 z� LL Q� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS MARK GATE DESCRIPTION 4 S7EL JOB # 15-1071-1 DATE 302015 DRAWNBY MAP CHECKEDDKR BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS SH - 14 14 OF 50 SHEETS ATTACHED & FREESTANDING SOLID COVERS - 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C B MAG BEAM 4" I -BEAM 4.5" MAG GUTTER E 3" SQ. ALUM. W112 GA. STL."U" CHANNEL 7" I_BEAM F ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLD FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLD } } MAX.COL. ¢H= MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST SPACING FTG. (M') MIN. POST MAX•POST S( ACING FTG. (IN.) MIN, POST j p m z� Q" SPACING SLAB Z)o m SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST T1f'E SPACING (IN.) POST TYPE SPACING (SPAN) (IN.) (1) 7P5OPE ( TYPE (SPAN) (1) TYPE ON (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) (SPAN) (1) 10'-0" 17 9'-0" 25 13'-7" 19 12'�" 27 13'-3" 19 12'-2" B 27 G IT-4" 19 12'-1 B „ 27 G 23'-4" 22 E 21'-3" 31 G 5' 13'-7" 5' B 9'-2" 2fi G 13'-7" 21 B 12'-1" 28 G 13'-3" 21 11'-9" 28 12'-3" 20 1'-10 28 23'-4" 25 20'$" 33 10'�" 19 120 8'-10 226 12 _g 122 11-8"1 228 G 12'- Z,_2, 129 9 1 11 B fi 228 G y 2'-7" 19 B 11'-6" - 26 G 22' 4" 23 26 E 20'-0„ 19'-6" 30 32 G 6' 9 9 6, 9'-9" B 8" G Z'-9" B 4" 1'-2" 11'-3" 21 1 v 28 22'-0" 9' 3" 18 8'-6" 25 11' 11'� 227 G 11'- 1'1'-3" 222 B 10'-10'-7" 227 (j 12`-Q10�" 221B 11'Op2"227 G 20'-10,-10' 227 E 19'-0'8'-7" 332 G 7, g,_8„ 7, 9'-3" 21 B 8'-3" 268 G B g" 10 19 8'-2" 25 4tT-2" C' 10'-7" 27 G 10'- 10 2�3 B 10 4 227 G 11' S'�-g" 2Z2 CB 6� TI G 20'-�q-1„ 228 E 18'- V-9" 331 G 8' 8'-6"8 -10" 21 B 7'-10" 25 G I V-4" 27(n 7, 0'-2" 8'-7" 19 7'-9" 26 C 10'-10'-0" 227 G 10 0D-0" 223 B 10-0" 2T G 11'-0" 2C 10'-1G y9'-2" 19'-2" 25 28 E 17'-67'-1"332 G9'"7'-7" 7,_7„ 9, B 26 G 9'-7" 27 9'-2" 22 B 9'-0" 8'-3" 20 7'-7" 26 10' 6"0 224 9'-109'-T" 228 G 9 -0'g 223 C 9 -6 22$ G 10'-4 8 223 C 91 91$._7„ (j 18'-3 $ 229 E 6'-106 -0„ 332 Fi 10' 6,_g„ 10, 8'-3" 22 B 7'�" 27 G 6" C -0" g, 2, -9" B 3 8'-0$-0" 223 71�7`-2" 228 10`-0''0'-0" 225 9 79'-3" 228 G 9'-1"g 224 C 9 1 228 G 9'-108,-4„ 223 C 9' 6"8, 22$ G 17'17-4" 229 E 16' 116'-0" 333 H 11' B G C 1„ 8'-9" 2, O r T-2" 2T 9'-7" 22 E °' 3" V - 29 G 8'�" 21 �' 8'-8" 29 G 9'-6" 22 �' 9'-2" 29 G 16'-$" 16'-8" 27 30 E 16'-0'15'-T" 333 H 12' 7'-7" 21 T-7" 23 C 7.0 2$ G g _7" 25 9 -1 29 8' 8" 24 $'-4" 28 8'-D" 23 10" 28 ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID } } I = MAX.COL. ¢Q MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAx.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST SPACING FTG. (IN.) MIN. POST MAX.POST SPACING TGMIPN, MAX.POST S( FTG. (IN.) MIN. POST MAX.POST SPACING FTG. (IN.) POST MIN.ON M SPACING SLAB N L m3SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.)POST SPACING (IN.) POST SPACING (IN.) POST TYPE (SPAN) TYPE (SPAN)TYPE PAN; (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) (1) c 10'-4" 18 9'-6" 26 13'-T' 19 12'-4" 28 G 13' 3" 19 B 12'-2" 28 G 13 19 B 12'-2" 28 G 23'-4" 23 E 21'-3" 20'-1" 33 34 G H 5, 13'-7" 5' 10'-3" 20 B 9' 0" 2$ G 13'�" 22 B 11'-8" 30 13'-1" 22 11'-6" 30 11'-Z' 21 11'-0' 29 23'-1" 27 919„ 19 8'-10" 26 12'-9''2 203 11 8"1-1" 223 G 12'-212'-0" 223 B 11' 60'-10" 229 G 12'-6"0 2 B 11'-610'-0' 228 G 22'-0 g" 228 E 20'-0"9,-0" 334 G �{ 6, r 11'-4" 6, 9'-8" 21 B 8'-6" 27 G _$" B 3„ 22 9'-3„ 1 g 8' 6" 26 12'- 224 11'- 229 G 11'-3'1'-1"' 223 B 10'- Q' 229 G 11'-7'9 222 B 11'f D9 228 G 20' 24'-e" 229 E 19'-D'18'-0" 333 G H 7, 9, 8„ 7, 9'-2" 22 B $'-1" 27 G 2,-0" B �' 6„ 3„ 6" -3" 8'-10" 20 8'-2" 25 11'-8" 22 10'-7" 27 G 10'-7" 21 B 10' 27 G 10'-1 21 B 10'-6" 27 G 21' 1" 2fi 29 E 18'-2" 1T-3" 3i 33 H 8' J 8'-6" 8' 8'-9" 23 B 7'-e" 27 G 71'-6" 25 �' 10'-1" 29 10' 4" 24 9'-9" z$ 8'-10 23 B`-8" 27 19'-9" 5 8'-7" 20 T'-g" 26 11' 1 " 22 i V-2" 28 G 10'-09'-9" 21 C 10-09'-3" 22$ G 1 V-3'$ 223 C 10'-V 228 G 19'-2„ 27 30 E 17' 6" 18'-7" 32 33 Fi 9, 7,_7„ 9' 8'-6" 23 B 7' 4" 28 G 4'-10' 25 C 9'-8" 28 B �" g 2, 18'-9" LL 8'-3" 21 7'-7" ZS i 0'-fi" 23 9'-10" 28 G 9'-6" 22 �' 9' 6" 28 G 9'-9" 22 C 9'-8" 28 G 18` 3" 27 31 E 6'-10" 1 fi'-1" 32 32 Fi , 10 6'-9' 10 8'-2" 24 B T-2" 28 G 10'-3" 26 C 9'�l" 28 9'-3" 25 8'-9" 28 8'-0" 24 B 7`-9" 28 7'-10' 8'-0" 21 7'-4" 27 10'-0" 23 9'-7" 29 G 9'-1" 22 C 9'-1" 28 G 9'-3" 22 C 9'-3" 28 G 17 4" 27 31 E 16' 4" 15'-T' 33 33 H 11' 6'-2" 11 T'-9" 24 B 7'-0" 29 G 9'-9" 26 C 9'-1" 29 g_y0^ 25 $'�}" 29 7' 6" 24 B 7' 6" 29 17'-V O r 21 7'-2" 28 g'-7"9,�„ 226 E 9 3`8 230 G 8 8'8 225 C 18 29 23() G 8 1 2 C 8'-10� 230 G 16`-8 6 232 E 16'-05,-1" 333 H 12' 7' 7" 5,_8„ 12, 7'-6" 24 C 6'-9" 30 G -g" �" -1" 8'- f 0" 24 B 2 -4' B ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID 7 FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID } } MAX.COL. ¢F MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST SPACING FTG. MIN. PYPE MAX.POST S(SPAN) FTG. ((Nj) MIN, POST MAX.POST S( ACING FTG. (IN.) MIN. POST MAX POST SPACING FTG. (IN.) MIN. P057 ¢o m �(z) SPACINGON SLAB L m�SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) PDST SPACING (IN.) POST SPACING (IN.) POST IYPE (IN.) TYPE SPAN) (1)TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE- (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) (SPAN) (1) 10'�l" 19 9'-3" 28 13'-T' 21 12'-2" 30 G 13'-3" Z1 B 12'-0" 29 G 12'-6" 20 B 12'-0" 29 G 23' 4" 2520'-1 28 E „ 19'-7" 34 36 H J11'-4" 5, 1`7 13'-7" 5' 10'-0" 21 B 8'-8" 29 G 13'-1" 23 B 11'-4" 31 12'-7" 23 1T-2" 31 10'-3" 22 10'-1' 30 22'-5" �'`g"q,-fi" 222 8'-98'-2" 228 12'-9 224 B 11'-60'-8" 230 G 12'-31,-6" 224 B 11,_3"0 23D G 11'4g ,. 222 B 11'-3� 229 G 22'-21,-2" 229 E 19'-8"8'4" 335 H 1 6, 6, B G 2-4" 7" 2 r 9'-3" 20 8'-4" 27 12'-2" ZZ B 10'-1 29 G 11'-3" 22 B 10'-8" 29 G 10'-7" 21 B 10'-7" 28 G 20 -1 " 27 30 E 1B'-9'7'-0" 335 H 1 7, 9'-8 „ 7' 9'-0" 23 B 7'-9" 28 G 11'-8" 25 C 10'-2" 30 10'-8" 24 10'-0" 30 8'-9" 23 B'-7" 29 20'-2" " 8' 10" 21 8'-0" 26 11'-8" 23 C' 10' 6" 28 G 10'-7" 22 B 10%3" 2$ G 10'-0" 22 B 9'-1D" 2$ G 20'-1" 19'-2" 2T 31 E 18'-0"6'-9" 334 H 8 .J 8'-6" 8 8'-7" 24 B 7'-6" 28 G 1 V-1" 26 9' 9" 30 10'-0" 25 9'-�1" 29 8'-2" 23 8'-0" 28 cn 8` 7" 22 T-8" 27 11'-1" 23 10' -1" 28 G 10' 0" 23 B 9'-9" 28 G �l7, 224 B 9 47'-7" 229 G 19'-�'8 231 E 1T-3"6 1" 334 H 9 7'-7 „ 9 8'-3" 24 B T-2" 29 G 10'-6" 26 C' 9'-4" 29 9`�}" 25 C $'-10" 29 8„ 1 8'-3" 22 7'-6" 28 10'-6" 24 9'-8" 28 G 9'-$" 23 C' 9'-3" 28 G 8'-14" 23 B 8'-10" 28 G 18'-3" 29 32 E 16'-B" 15' 7" 32 34 Fi 10' (n 6 -9" 10 7'-10" 25 B 7'-D" 30 G -10" 2T C 9'-1" 30 $'-6" 25 8'-1" 30 7'-0" 24 T'-2" 30 1 T-2" 8'-0" 23 8 7'-3" 29 10'-0" 24 C 9'-4" 29 9'-1' 24 C' 8'-10" 29 G 8'-6" 23 C G 17'-4" :S E 16'-2" 15'-1" 33 33 H11, O 6-2' 11 7'-6" 25 C 6'-9" 31 G 9'-6" P7 E 8'-9" 31 GT-9" 25 7'-4" 31 fi' 4" 24 B U21 16'�l" 33 23 T-1" 29 9'-7" 25 9 2„ 29 G 8-8" 24 C 8-66'-8" 231 G 8,2„5�, 224 C G y6'-8'5 333 E 15'-8'�,-8" 33 H I 12' 5'-8" 12' 7'-1" 25 C' s'-7" 31 G 9'-1" 28 E 8'-6" 31 7'-1" 25 B 9 ti CO 'Q a]rn00 M 0 U I W d H uto�� Ld � 11J [+7 LLJ Cr3 o U aM' T W z co rn �,pFFSS rpyy� C S 5885 J c OF CP`J 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS rKIRI core oescwrnoN 4 S7EL JOB # 15-1071-1 DATE 302015 DRAWN BY MAP CHECKED DKR SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH-15 15OF50SHEETS m o' o' of v' A c' o' ATTACHED & FREESTANDING SOLID COVERS -10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C 7" I -BEAM 7" I -BEAM G W/ (1) "C" INSERT H W/ (2) "C" INSERTS I DBL. 2"x6.5"x0.042" J DSL. 2"x6.5"x0.032" OR _3"x8"x0.042" BEAM MAX.COL. } ATTACHED SOLD ESTANDING SOLD ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID = SPACING =o MAKPOST FTG. MIN.POST FTG. MIN. MAKPOST FTG. MIN. MAX.POST FTG. MIN. MAKPOST FTG. SOLID IZ ON SLAB � � SPACING (IN.) POSTCING r24'-4t'__— (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING IN.) ((1) MIN. POST MAKPOST SPACING FTG. ((1)) MIN. MM-. OST SPACING MAKPOST SPACING FTG. MIN. MAX•.POST SPAACING TFREESTANDING FTG. MIN. a~ (2) (3) F (SPAN) (1) TYPEPAN) (1) TYPE SPAN ( ) (1) TYPE (SPAN) (1) TYPE SPAN (SPAN) TYPE (SPAN) TYPE FOR DBL. FOR IN. ( ) POST TYPE FgRR SPACING (IN.) POST m- 13'-7' S' 26'- 226 E 334 G 29 227 E 26'-25 335 H 16'-d"6 222 i fi'-0"5'-3" 230 2"-6.5"x0.032" BEAM (1) 2"x6.5'EAM (1) TYPE O 23' S" H 29' 6" _2" I -0" B G 13'» 1'2'-7" 13 # 9 B 13'- �'� 13' 8'� 229 G 5' 6 25' 3" 24 E 23' 0" 31 G 27' 9' 25 E 25'-3" 32 G 14'-7" 2Q 14'-7" 28 2'-10" 3" 7 5'-3" 27 22' 33 H 27'-g" 28 24'-7" 34 H 14'-7" 23 B 14'-0" 29 G 12' -1" 12'-6" 19 B 12' -1" 12- G" 27 G g'_$" �, 24`-0" 25 E 21'-9" 32 G 26' 4" 26 E 24'-0" 32 13'-6" 21 13'-6" 28 11'-6" 11'-9" 21 11'-2" 11' 6" 28 6' 4'-0" 28 21'»3" 33 H 26`-4" 29 23'-4" 34 H 13'-6" 23 C 13' 0" 29 G 11'-2" 11'-7" 20 B 11' 2" 11'-T' 27 G 7 8' 23'- 23, 229 E 20'-12fl'-3" 332 H 25'- 25'-3" 230 E 23' 333 12' -8''2 224 12'-8'2 228 i 0'-8" 0'-10" 22 1 Q'-4" 10'-8" 27 • 0" 22'-0" H =8" C -2" G 10'-60 10'- j'-2" 2 B 10'-6" 27 G 8' 7'-7' 9' 22 ` „ 230 E 20'-1 " 33 H 24' " 27 E 22' -1 " 34 ! ! 12'-0" 22 12'-0" 29 0" 9'-9" I V-0" 27 19'-7" 33 24'-3" 31 21'-7" 34 1 12'-0" 24 C 29 G 9'-10'. 9' 10'-2" 2 C '-10" '" 159�-2- 27 G 9' 6'_9" 10' 21' 231 E 19'�8'-10 333 H 23' 6 3 232 E 21 334 11'-0i 225 11' 229 9'-8" 23 a'-2" �9�Am 2T 21'�" 6 20'-9" 1 " C 0'-10" G 9 4 9' 2' 217-2; C 227 G 10' 6' 2 11 ' 20'-8" 28 E 18'-9" 34 I 22' 9" 29 E 20`-8" 35 10'-1 22 10' 10" 3a Q 2" 8' 9" 8-6 C 31 18'-3" 34 22'-9" 32 20'-2" 35 0'-10" 25 E 1a'-4" 29 G 9. up g'�} 21 �; g' 0" 8'�" 28 G 11' 12' 2Q'-1" 28 E 18'-3" 35 ' 22'-1" 29 20-1" 36 10'-4" 23 10'-4" 8'-7" 8'�" 23 g'" 7'-8" 28 0'-1" 32 17'-9" 35 22'-1" 33 E 19' 7" 35 J 10' 4" 26 E 10'-Q" 30 30 G 8'-7" 8`-2" 7'-8" 21 C 8'-7" T'-8" 28 G 12' 7'-8" 23 28 MAX.COL. ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLD ATTACHED SOLID = SPACING o MAX.POSTJ FTG. MIN. MAKPOST[7(]Nl.)1 MAKPOST FTG. MIN. MAKPOST FTG. MIN. MAX.POST FTG. FREESTANDING SOLD ON SLAB � � SPACING (IN.) POST SPACING SPACING (IN.) POST SPACING (IN.) POST SPACING IN.) ((1) MIN. POST MAX.POST SPACING FTG. MIN. MAx.P09T SPACING MAX.POST SPACING FTG. MIN. MAX.POST MAX.POST �� ¢ FF-- F (SPAN) (1) TYPE (SPAN) (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) TYPE (SPAN) (IN•) (1) POST TYPE FOR DBL. FOR3"x8" (IN.) POST TYPE SPACING FOR DBL. SPACINGMIN.(2)(3) FOR3NIB" (IN-) POST m� 13'-7" 5' 26'-9" 24 E 24`�1" 34 H 29'-"" 25 E 2fi'-1 " 35 1 16'-0" 20 16'-0" 30 2"xB.55'0.032 BEAM (1) 2'x6,5'x0.D32" BEAM (1) TYPE O 26'-6" 28 23'-1" 36 1 29'-2" 29 25' 4" 36 K 14'-10 22 B 14'-7" G 13'-2" 13'-8" 20 B # 3'-2" 13'-8" 29 6 ' 25'-3" 25 E 23`-0" 33 H 29'-9" 2$ 25'-3" 34 H 14'-T' 20 14'-7" 31 12'-7" 11'-8" 21 12'-3" 1,r 30 G 5' 4'-10' 29 21'-91, 35 I 27'-6" 3Q E 23' 10 36 K 13'-8" 23 B 13'�" 29 31 G 12'-1" 12'-6" 24 B 12'-1" 12'-6" 28 G 9'_8" 7' 24'-0" 26 E 33 H 26'4" 27 E 24'-0" 34 H 13'-6" 21 13'-6" 29 11'-6" iQ'-8" 22 i 1'-2" i0'-5" 29 6' 3'-8" 30 34 I 26'-1" 3122' 9" 35 f i2'-8" 23 C 12' 4" 30 G 11'-2" 11'-7" 21 B 11'-2" 11'-7" 28 , 23'-0" 27 E w 32 H 25'-3" 28 E - 335 H 12-11'1Q 224 12'-8'1-7"230 10'"'" 23 1Q' 4"'"G 78' 31 34 25'-0" 32T-.7 _-- 21'-9" 1 C G 1Q'-6q 1a'-i9'�3.. 223 B 10'-g_ 10'-1s_1"228 G 822'-8" g' 22'-121'-9" 232 E 334 Fi 24'- 24'-0" 233 E 22'-121'-0" 335 H 12'-0 224 12'-0" 29 0 LL I 1'-2" C 11'-0" 29 G 9'-10" 9',.4' 10'-2" 22 C 9'-10" 10'-2" 28 G , 9 6'-9" 10' 21' 4" 232 E 19' 48.-0„ 333 H �3 233 E 21'-20 334 11'- 225 11'-4 229 8'-9" 23 a 9'-2" g' 7" 28 a 1'-1" I 23'-2" -2" 0-8" C q -0" G 9 9 �" 9'-28 224 C 9 2 228 G 10' 6'_2" 11' 20'�" 29 E 1$'-9" 34 22'-9" 30 E 20'-8" 35 I 10'-1 " 22 10'-1 30 g'_(}" B 8'-9" 7'-9" O 20'�1" 33 17'-9" 34 22'-6" 34 19'-T" 35 J 10'-2" 25 E 9'-10" 29 G 8'-T" g'-4° 8'-0" 22 C 9'-0" 8' 4" 2$ G 11 r 5'-8" 12' 20' -1" 9'-10' 30 E 18'-3" 35 I 22`-1" 31 E 20'-1" 36 #0'-1" 23 10'-4" 30 8'-7" 24 8' 4" 7'-1" 29 7'-8" 22 34 17'-3" 34 21'-10 35 19'-1" 35 •� 9'-9" 26 E 9' 6" 30 G 8'-2" 9' 4" C 8'-7" 7'-8" 2$ G 12' 24 8' 0" 6'-7" 30 =^ MAX.COL. F � ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING } SPACING SPACING 7� MAKPOST SPACING FTG. (IN.) MIN. POST MAX.POST SPACING FTG. MIN. MAX.POST SPACING FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAXROST SOLID ma MAKPOST FTG. MAX•POST MAKPOST .L ^� ON SLAB (SPAN) (1) TYPE (SPAN) (IN.) POST TYPE (IN.) POST SPACING (IN.) POST SPACING IN. ((1)) POST SPACING (IN.) SPACING SPACING MIN. SPACING SPACING FTG. MIN. ] ❑_ G {21,(3) (1) (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) TYPE (SPAN) () T-YpE FOR DBL. 2"xB.S"x0.032" FOR3"x8" BEAM (IN.) M POST TYPE FOROBL- FOR3"x8'. (IN.) POST TYPE m3 13'-7" 5' 26 `g' 5'-`3" 26 E 24'-0" 35 I 29'-Q' 27 E 26'-" 36 K 1 fi'_0" 15'-7" 32 13'-2" 2•x6_Fx0.D32" BEAM (1) 13'-1" M 29 22'�" 37 }t 28'-6" 30 24'-8" 38 13'-$"B 13' 4" 32 G 20 B 13'-2" 13' 0" 27 5' 25'-3'4'_g" 230 E 22'- 2'1 33T 1 27 4 9'231 24'- 337 I 14 422- 14'-1'� 332 12'-T" 0'-9" 22 12'-3" i Q'-7" 29 G 1" K 2$'-9" E Z3'-3" K 12. 7'B -3" G # 2'- i 12 0'-10" 223 B 11, 12'- �`� _10" 228 G 9' 8" 7'23'-1" 231 E 21'-0,-1" 336 H �6' 232 23'- 337 1 13`-6� 225 13.„1 331 1'-6" 2" =8" 6 K 25'-6" E 22'-1" K 1' g" (; �" G 11' 10'-8" 11'`19 223 B 11'-2" 11, 1 , 27 G 7' J 8'-6" $' 23'- 232 E 2a'- 1'9-2" 336 H 25 24' 3Q3 E 22' 8 337 1 12 226 12'-4'0' 330 2" 1 a'�1" s'-a" 29 '-1" 1 4 1'-2', K IU-1Q C 8 G 10'-10 0 10 g'-7" 224 B 10'- 10' 8' 229 G 8 ui 7-7 g' 22'-1'11'-3" 233 E 19'-98 335 H 24' 23'-6" 334 E 21' 336 11'-$`0 230 -� 6" I 20' C 1" G 9`-1 g'�" 9-98'-1" 224 C 9 1 9-8"`-10" 227 G9'6'-9"10' 21' 4"0.7„ 334 E 19 2i'-�0,$" 336 2G �'�2225C9 B 9'-2" 7'-1a'3H�322'-8"335 C11'-1" 48�" 8'S'7'-2" 227 G 10' '20'�" 11 31 E 18'-6" 34 1 22'-9" 32 E 20'-4" 35 J11 M"2 0'-T' 29 y'-Q" 9'-10' 35 17'-3" 35 J 22'-0" 3$ 19'-v 36 E 9'-2" 31 G 8'-7"6'-T' $' 4" 23 9'-0" 8'-0" 286'-2' G5'8"12'20'- l'g 335 E 18'-d� 334 I 337E 19'-9"'"3 [11�0 -2" 28 3" -g J22k 21'-3" E 8'-9" � M lu � " r,0 Lu�'�"' Z 0 V ¢ uj LLI w Lu Lu m oc+� C) °? T 00 00 < M rn S 5885 OF CAL 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL I REVISIONS 1 II MRK I one I 0MRI ON 4 STEL JOB # 15-1071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 16 16 OF 50 SHEETS wl ON c, 4 G Al 01 m MAX.COL. _ Z ^ L.L SPACING ON SLAB C (2), (3Y O 'IT-7 5' r r 11'4" 6' 9,-8„ T J 8'-6" 8' T T' 9' U- (n 6'-9" 10' O 6-2 11 r 5' 8" 12' L DBL. 3"x8"x0.042" BEAM ATTACHED & FREESTANDING SOLID COVERS - 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C 3"x8"0.042" BEAM 3"W'x0.042" BEAM DBL. 3"x8"x0.042" BEAM DBL. 3"x811x0.042" BEAM M W/ 14 GA. STL. INSERT N W/ 12 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT P W/ DBL. 12 GA. STL. INSERT ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANL MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST SPACING (IN.) POST SPACING (IN.) POST SPACING IN POST SPACING (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) 19' 3" 21 C 19'-3" 3Q 18'-4" G 21 C 23 17'-8" 31 1$' 4" 23 �8'4"7,-0,. 17'-T' 22 C 17'-116'-1 2 G 16'-16'-9" 224 C "6. 16'-6" 24 " 31 2., 22 G. 6 1' 3 230 G 15'- i"5' 224 C 15' j' 5,-0N 24 5'-0" 7" 23 E 15'-3" 30 14'-7" 22 E '-7 14" --_1 4'-4" 25 14'-0" 29 -7" 25 14' 4" 23 E 14' 4" 3Q 13'-9" G 23 E 13'-9" 13'-7" 25 13'-2" 30 13'-9" 26 13`-$" 24 E 13'-8" 31 13'-1" G 23 E 13'-V 2'-10" 26 12'-7" 30 13'-1" 26 12'-7" 13'-1" 24 E 13'-1" 31 12' 6" G 24 E 12'-6" 12'-3" 26 12'-0" 30 12'-6" 2fi 2'-0" 12'-6" 24 E 12' 6" 31 G 12'-0 2'-0" 227 E 12'-Q"1 6" 11'-9" 27 11'-6" 31 ING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID } FTG. MIN. MAX.POST FIG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST SPACING FTG. (IN.) MIN. POST M�Gl S MIN. ~ o ((N)) POST SPACING (IN.) POST SPACING IN POST SPACING TYPE (IN.) POST TYPE SPACING (SPAN) (IN.) (1) POST TYPE (SPAN) (1) TYPE TOPE �� F TYPE (SPAN) (1) TYPE (SPAN) (1) (SPAN) (1) 30 2Q'-1" 2i C 2Q'-1" 30 25'-1 G 23 E 25'-1 " 32 28'-4" H 24 27 E 27' 8' 27'-0" 35 37 `� 5' 31 G 2Q' 1,. 24 19` 9" 32 5'.10" 26 4'-10 34 28'-0" 29 18'A" G 22 �' 18'-4" 30 23'-8" G 24 E 23'-8" 2'-9•' 32 33 25' 1 H 5'-14" 25 27 E 25'-1 4'-10" 34 36 J 6' 31 18'-4" 25 17'-8" 31 23'-8" 27 29 17'-1" G 22 E 17'-1" 30 22'-0" G 24 E 22'-0" 21'-1" 32 33 24' D" H 24'-0" 25 28 E 24'-0" 23'-1" 34 35 J 7, 3Q 17'-1" 25 16'�" 31 22'�-0" 27 29 18'-0" G 23 E 1$'-0" 30 20'-T' G 25 E 20'-7" 19`-9" 32 32 22'-6" H 22'-6 26 29 E 22'-6" 21'-7" 34 34 J 81 29 16'_0" 26 l6-4" 30 20'-7,, 28 30 15'-1" G 23 E 15'-1" 21 19'-4" G 25 E 19'-d" 18'-7" 33 32 21'-2" H 21'-2" 26 29 E 21' 2" 2a'1" 35 35 J 9 3 15'-1" 26 14'-6" 30 19'�" 29 3Q 14'-3" G 24 E 14'-3" 21 18' 4" G 26 E 18'� 7 8" 333 H 20'-1Q 1" 230 E 2Q'-119' 4" 335 J 10' 30 14'-3" 27 13'-9" 31 18' 4" 29 31 1 13' 8" G 24 E 13'-8" 31 17'-7" G 26 E 17'-7" 34 33 19'-2" H 19'-?.."Q E i 9' 2" 1$'-6" 36 35 J 11' 13'-s" 27 i3'-1" 31 17'-7" 3a 16'-1a' �28 31 13'-1" 25 E 13'-11" 332 G 16'-9"6 230 E 16'-g� 34 H 118 8, .. 31 E 18'4 7-8„ 336 J 12' 31 G 13'-1" 28 7,. 9„ 2„ = MAX.COL. } ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDI, o . MIN. MAX.POST FTG. MIN. MAx.POST FTG. MIN. MAX.POST F Q SPACING ON SLAB ' SPACING (W,) POST SPACING TYPE (SPAN) (IN.) (1) POST TYPE SPACING (SPAN) [7l,(3) t TYPE 4M_ C 19'-3" 32 G C7'CV 18'-413'"7„5' B 16'-1" 32 C 17'-7" 31 08W2 G C 16'9°6' 14'_w 32 76 (; 16'-1"3.8„ 331 G C 15'-1'4,�., ` 9'_8„7' '"225 8' 15'-3" 24 E 15'-3" 30 14'-7" G 23 E 14'-7" t J 8'-6° 13'-1" 25 C 12'-9" 3Q 13'-9" 26 13'-6" 9' 14'-4" 24 E 14'-4" 30 13'-9" G 24 E 13'-9" T-T' 12'A" 26 12'-1•' 30 i3'-0" 27 12'-8" LL 13' 8"1 227 E 13'-8'11'-6" 330 G 13'-12�" 2�7 E 13'-i"2'-1 6,-9„ 10, 8 13'-1" 31 �12-�6"25 H11-9 E 12'-8"E 11'-0" 3Q 28 6" IF r 5'-8" 12' 12' 1 _8., 127 E 1G-10'-6" a30 H i2=j'1_3" 228 E 11'-1" Y SOLID I ATTACHED SOLID IG SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID fG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. AX.POST MIN. MPOS S( FTG. (I(N)) MIN. MAX.POST SPACING FTG. ((N)' MIN. POST jEe 0 N.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING TYPE (IN.) TOPE SPACING ((N') TOPE PAN) TYPE TYPE �� 1) TYPE (SPAN) (1) TYPE (SPAN) (1) (SPAN) (1) 1 G 20'-1" 22 20'-1" 32 G 25'-1 " 24 E 25'-1 " 34 H 28'-4" 25 28 E 27' 26'-1" 35 37 I 5 K 33 H 19'-Q" 25 C 18'-0" 33 H 24'-}" 27 3'-10' 36 K 26'-8" 1 16'14" 23 C 18' 4" 31 G 23'-8" 25 E 23' 8" 33 H 25'-1 " I 26 29 E 25'-1 " 23'-9" 34 36 H 6, J 32 G i T-4" 26 17'-0" 33 H 22'-3" 28 21' 9" 35 24' 4" 0 17'-1" 23 E 17'-1" 1 31 22'-0" G 26 E20'-2" 0 33 24'�0" H 26 29 E 24'_0" 22' 1" 34 35 H 7' I 31 G 16'-1" 26 15' 8" 20'-B" 29 �20W 34 22W" 9 16' 4" 24 E 16'-0" 3Q 20'-7" G 26 E$'-i0' " 32 22'-6" H 27 3Q E 22` 6" 20' 8" 3331 34 I G 15'-1" 27 1a'-8" 32 19' 4" 29 34 21'-2" 0 15'-1" 25 E 15'-1" 31 G 19' 4" 27 E 19' 47'-10' 3 H 21'- D A„ 231 E 21'- 19,-6" 334 H I 9, 30 G 14'-2" 27 13'-1Q" 31 H 18'-3" 30 33 0 G 14'-3" 25 E 14' 3" 31 H 18'A'7 230 E 18'�4"7 3 33 H 2D'-119,g 231 E 20'-118' 6" 333 H I 10' 30 H I T-6" 28 7 3'-2" 31 4" 0" 11 G 13'-8" 25 E 31 H 17�12 E 17'_7" 3 H 19 18' 1" 232 E 19`-217'-8" 4 334 1 I 11' 30 H 12'-10" 28 �-j3'8" 2'- 31 2„ 33 �fi �'-1" 32 i 16'-9" 28 29 F — 7'-u' 35 3 1 12' n7 rl �" 291 C P2--1„I 32I F1 F5'-10"�31 �- 15'-6" 33 i 1 r'�i" s2 r FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID 2 AX POST FTG ~ ~ MAX.COL. o MAX.POST FTG. MIN. POST MAX•POS FTG. MIN. MAX.POST FTG. SPACING SLAB SSPAIN) ((N)' POST S(PAN) ((N,)) S( PAN) PACING ((11)) POST �MINON NG C (Z)• (3) TYPE TYPE G 23 C 18'-3" 13 18'�" 23 c 18'-0" C 13'-7" 5' 15'-1" 24 B 14'-9" 33 H 16'-0" 25 B 15'-7» M 24 C 16'-9" 32 16'-9" G 24 C r 11'-4" 6' 131-10" 25 13'-6" 32 14'-7" 26 15`-7,. 24 C 15' 6,. 31 G 15. 1"3' 225 C 15' 1"3 9, 8 7, 12'-9" 26 12'-7" 32 61 -2" J 8' 14'-7" 25 E 14'-6" 31 G 14'-7" 25 E C 14'-3" 8'-6" 12'-0" 26 c 11'-9" 31 12'-8" 27 12'�" 9' 13' R` 25 E 13'-8' 30 H 13'-9" 25 E 131 11 27 11'-1" 31 G 12'-0" 27 8., V6'-9TP 13' -1" 26 E 13'-0" 30 H 13'-1" 26 E 12'-9" �10 10'-9" 27 10'-7" 30 G 11'-4" 28 11'-7" 11 12'-6" 26 E H 12'-6" 26 E ? 0'-7" C 10'-3" 28 19-11, 31 10'-10` 28 r 22$ E 1'-100" 31 H 12'-0'0' 229 E 31' 5,-8„ 6-8" 12,,-10" 8" 1.. FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST SPACING FTG. (IN.) MIN. POST MAX.POST SPACING FTG. (IN-) MIN. POST M SPACING (IN.) MIN. riP3 (IN.) POST SPACING (IN.) POST TYPE SPACING (SPAN) (IN.) PbST TYPE SPACING (SPAN) (IN.) (1) POST TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) - F (1) TYPE (SPAN) (1) (1) 33 20'-1" 24 C 19'-8" 34 H 25'-1 26 E 25'-3" 36 J K 28'�" 26 29 E 27' 3' 24'-0" 37 38 K 5' 34 H 17' 4" 26 17'-1" 35 I 22'-4" 28 1'-10' 37 24' 6" 32 G t $'�" 2 C 1 g,-0. 33 H 23'-20'-S" 229 E 23'- 24.-1" 3 I K 25' 4" 230 E 25'-1'-10" 337 J K 61 33 H 15'-10' 26 15'-7" 34 3fi 22' 31 17' 1" 25 E 16'-$"4 333 G 22'-� 229 E 21'.6'8 3 H 124'-0"0 ' 230 E 23'-Sp'20'-3" 336 I K 7, 32 G 14' g" 27 6" H -7" 35 -g 31 G 16= 228 E 15'-71°3 332 H 20'-17-9" 230 E 20'-17'-4, 335 H I 22-6'9'S" 231 E 22' 0"9-0, 335 I 8 ,_10 6" 30 H 15'-1" 26 E 14'-8" 31 H 19' 4" 28 E 19'-0" 33 34 H 21'_2" 18'�" 29 32 E 26'-8" 18'-0"35 4 H I 9' 31 G 13'-1" 28 12-12 32 16'-9" 31 16'-4" �34 H 14'-3" 26 E 14'-0" 31 H 18'-4" 29 E 18'-0" 15'-7" 33 34 H 20'-1" 1T 30 32 E 19' 8" 17'-1" 35 H I , 10 30 31 12'-4" 29 12'-1" 31 16'-0" 31 31 H 13`-8" 27 E 13'4" 31 H 1T-T' 29 E 1T-2" 14'-10' 33 33 H 19'-2" 16'-7" 33 E 16'-3" 34 31 11'-10' 29 11'-7" 31 i5'-2" 32 31 13' -1 " 27 E 12'-9" 32 H 16' 9» 30 E 16'-6" 33 33 I 18'�'6 333 E 18'-0 5 -7 334 I 12' 31 H 11'-4" 30 11'-1" 31 14' 7" 32 14' 3" -10 w V ��•y ul N co Lij 0 U CD L] L LU LJJ m M o U � Op 00 d ; co Di 64§��o IK � S 5885 ova, 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL 1 REVISIONS ' WARK I DATE I DESCRIPTION 4 STEL JOB # 15-1071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH -17 17 OF 50 SHEETS 0 n1 of 4 o, 6 L T=12 GA. ASTM A653 SS GRADE 501:50 13.1D' .032' ALUM. 3" SQ.0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL ASTM A653 SS GRADE 50 G60 BEAM TYPES DBL.2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL r1 DBL. 2"x6.5"x0.042" `r ALUM. ALLOY 30D4-H36 OR EQUAL DBL. 3"x8"x0.042" BEAM L ALUM. ALLOY 3004-H36 OR EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES EXPOSURE B < FIGURE INDICATES EXPOSURE C WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. FOOTNOTES TO ALL SPAN TABLES: 1. FOOTING SHOWN REPRESENTS LENGTH OF EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB. WHERE SLAB OCCURS, CUBED FOOTING SIZE MAY BE 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 1W-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 9 114" MINIMUM. SEE ALTERNATE FOOTING TABLES SHT. 9 FOR ATTACHED COVERS 7 0.042' TYP. 3"x8"x0.042" BEAM V ALUM. ALLOY 3064 H36 OR EQUAL T=12 01 14 GA ASTM A653 S: GRADE 50 G60 3"xTW.042" BEAM M W/ 14 GA. STL. INSERT_ ASTM A653 GRADE 50 G60 3 W'W.042" BEAM �1 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"xB" BEAM. T=12 OR 14 GA. ASTM A653 S5 GRADE $. 50 G60 .042' TYP. 3.0'3.0•—I— MAX, DBL. 3"x8"x0.042" BEAM W/ DBL. 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 DBL. 3 W'W.042" BEAM P W/ DBL. 12 GA. STL. INSERT ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"xB" BEAM. ATTACHED & FREESTANDING LATTICE COVERS -10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C 3" SQ.0.032" ALUM. BEAM W/ 12 GA. STL. ' U" CHANNEL r-,LBL, 2"x6.5"x0.032" 3"x8"x0.042" BEAM I OR } ATTACHED FREESTANDING ATTACHED FREESTANDING } SPACING �o MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST MAX.POST FTG• MIN. MAX.POST MAX.POST FTG, MIN. jo t1=MAX.COL. �1 ly ON SLAB m � SPACING (IN.) POST TYPE SPACING (IN.) POST SPACING SPACING FOR (IN) POST SPACING SPACING FOR (IN.) POST m C (2),(3) (SPAN) (1) (SPAN) (1) TYPE 2'x6.5"xOQ32FOR " BEAM6" (1) TYPE 2x8.5x0032" BEAMB" (1) TYPE G 13'-7" 5' 16' 9" 15 B 14' 7" 29 G 14'-1 " 15'A" B 15 14'-1 15'-4" 28 G 5, O 31 H 4'-10" 15'-4" 17 14'-6" 15'-1" 30 r 6' 15'-Y 16 B 13'-3" 28 G 13'-7" 14'-1" B 15 13'-L' 14'-1" 2$ G 15'-3" 18 13'-3" 30 W 13'-7' 14'-1" 17 13'-3" 13 g 2g 6' 1 919 , 7, 14'- 4'-2" 15 B 12'-4"12'-0" 230 G 12'-712'-7" 13'-1 B 157 12'-7' 13'-1� 229 g 3'-1" 2 _3" r-p 11 G 7' J 8'-6" S. 13'-3" 16 11' 7" 29 11' -9" 12'-3" 16 11'-9" 12'-3" 28 G , 8 11'-9"1$ i 1'-6" 12.0„ 28 J 7,_7 9' 12'-12'-7" 1 C 11'-0"1 229 G 11'-211'-2" 11-711'-7" B 168 11'-2'0,-10 11 228 G 9' 19 -0 3" 6'-10" 10, 12'-0" 17 C 10'-4" 30 G 10'-7" 111-0" B 16 10'-7" 11'-0" 29 G 10' 12'-0" 19 10'11" 30 10'-7" 11'-0" 19 10'-3" 10' 8" 29 6 2" 11 11'4" 17 �' 9'-10" 30 H 10'-1" 10' fi" B 17 10'-1" 10' -6" 29 G , 11 O 11' 4" 20 30 10'-1" 10'-6" 19 9'-10' 10' 1" 29 r 5'-8" 12, 10'-1 " 18 C 9'-6" 30 H 9'-8" 9' 8" (� 17 9' 8" 9'-8" 29 , 0'-10" 20 9'-0" 30 9'-8" 9 -3- 19 9' 6" g. 2- 29 G 12 EL O r 1 J J ILL. I..L O r � Q 2 ATTACHED FREESTANDING ATTACHED FREESTANDING 0 MAX.COL. SPACING FF MAX.POST FTG. MIN, MAX.POST FTG. MIN. MAX MAX.POST FTG• MIN. MAX.POST MAX.POST FTG. MIN. �o DNS m � SPACING (SPAN) (IN.) POST 7YPE SPACING (IN.) POST TYPE SPACING SPACING FBEAMOR 6" (IN.) POST SPACING SPACING FBEAMB" (IN.) POST m (2) (3) (1) (SPAN) (1) 2"x�sxooaz (1) TYPE 2"xe 5xoo3s" (1) TYPE 13'-7" 5' 16,41 16 B 14'-7" 31 H 14'-1 15'A" B 15 14'-1 15'-4" 30 G 5' 16'-4" 18 14'-7" 33 J 15'-2" 18 i 4'-1" 14'-7" 31 6' 15' 3" 16 B 13'-3" 30 H 13'-7" 14'-1" B 16 13'-7" 14'-1" 29 G 15'-0" 19 13'-3" 32 I 13'�" 3'-10' 18 2`-14" 13'-0" 31 6' 9'-9" 7' 14'-2" 17 B 12'-4" 29 G 12'-7" 13'-1" B 16 12-T' 13'-1" 29 G 7' 3'-10" 19 12'A" 31 I 12'�1" 2'-10' 19 1'z-0" 12'A" 30 8'-6" 8' 1 13'-3" 17 B 11'-7" 29 G 11'-9" 12' 3" B 17 11'-9" 12' 3" 28 G 8' 13'-0" 20 11'-7" 31 H 17'-8" 12'-1" 19 11'-2 11'-7" 30 T-7„ g' 12'-7" 18 C 11'-0" 29 G 11'-7" B 17 I T-2" 11'-7" 29 G , 9 12'-3" 20 11'-0" 30 11'�" 20 10` 7" 11,_0 29 6'-10" 10' 12'-0' 18 C 10'-4" 30 G-Al0'-7" 11'_,3 B 17 10'-7" 1 r '. 29 G , 10 11'-$" 21 10' 4" 30 H 10'-6" 10' 9" 20 10' 1" 10�.1 2g 6'-2" 11' 11'-4" i8 C 9'-10" 30 H 10'-1" 10'-6" B 17 10'-1" 10'-6" 29 G 11' 11'-2" 21 9'-10" 30 10'-0" 10'-3'• 20 9'-T" g-�' 29 5 8" 12' 10'-110,-8" 1 C 9' 6„ 331 H 9 -8 g'_8„ (� 121 9 -8 9 8"8'-9" 230 G 12' 21 g,�., 9 -T g,�,. 9'-2" ¢ = ATTACHED FREESTANDING ATTACHED FREESTANDINGMAX.COL } SPACING SPACING o MAX .POST FTG. MIN. MAX.POST FTG. MIN . MAX -POST MAX.POST �G' MIN. MAX.POST MAX.POST FTG MIN. I¢ ❑ ^= ly ON SLAB m 3 SPACING (IN.) PIN TYPE SPACING (IN.) P057 SPACING FOR DBL, SPACING FOR 3"x8" (IN.) POST SPACING FOR DBL. SPACING FOR 3"x6" (IN.) PgST m {2) (3) � (SPAN) (1) (SPAN) (1) TYPE 2•x6.5"x9.032" BEAM (1) TYPE 2'x5,5'xG_032" BEAM (1) TYPE C 13'-7" 5 16'-9" 17 B 14'-7" 32 I 14'-1 15'�" B 16 14'-1 15'-2" 31 G 5 O 15' 0" 19 14'-7" 34 J 14'-4r' 14'-10' 19 13'-8" 14'-2 33 H M r 11'-4" 6, 15' 3" 18 B 13'_3" 31 1 1T T' 14'-1" B 17 13' -" 13'-1 31 G 13'-9" 20 13'-3" 34 J 13'-1" 13'-7" 19 12'-6' 13'-0" 32 6' 1 91_91, 14'-1 1 20 � 12'" 127 13-1 B 1 12' 7" 3 G 3H J 1-17 31 7,2-9" J V-6" 8, 13'"3" 18 B 11'-7" 30 H 11'-9" 12' -3" B 18 11'-9" 12' -1" 29 G , 8 20 11'-7" 32 20 10'-10" i 1'-3" 31 J 7,_7" g' 12'-7" 19 B 11, or, 3Q H 11'-2" 11'-7" B 1 B 11'-2" 11' �" 29 G , 9 11' 3" 21 11'-0" 32 I 10'-9" 11'-2" 21 10'-3' 10 8" 30 6'-10" 10' 12'-0" 19 C 10'�}" 30 H 10'-7" 11'-0" B 1B 10'-7" 10,-9" 29 G 10' 10'-8" 21 B 10'�^ 32 G 10'-2" 10'-7" 21 9'-9" g'_1a' 30 6'-2" 11' 11' 19 (� 9'-10" 30 M 10'-1" 10' 6" B 19 10'-1" 10'-3" 29 G 11' O 10'-2" 22 9'-10" 32 I 9' 9" 9'-10' 21 9'�-3" g _0" 31 5'-8" 12, 20 C 9'-6" 31 H 9'-8" 9'-8" C 19 9'-8" 9'�" 29 G 9 9" 22 g'{" 33 J 9'�}" 9'-1" 22 9' U" 8�_3 31 12' CN ti �] co op Mco c� � 0 U u LU co W LLI M a U M Z co co Q co co k'� Nt rn S 5885 OF CAO 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHi APPROVAL F REVISIONS F MARK I DATE DESCRIPTION 4 STEL JOB # 15-1071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 34 34 OF 50 SHEETS ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C 3"x&W.042" BEAM 3"x&W.042" BEAM DBL. 3"W'x0.042" BEAM DBL. 2"x6.5"x0.042" L DBL. 3"x8"x0.042" BEAM M W/ 14 GA. STL. INSERT N W/ 12 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING < _ MAX.COL. Ham MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX•POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAKPOST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. o SPACING ON SLAB p 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 TYPE SPACING (IN.) POST TYPE m �� (SPAN) (1) TYPE (SPAN) (1) TYPP (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) (SPAN) (1) (2}, (3) F 15 18'-0" 29 21' 8" 1fi 21' 8" 31 G 20'-9" 16 B 20'-9" 31 G 22'-$" 17 B 22'-8" 31 G 29'-2" 18 C' 29'-2" 33 H 5, O 13'-7" S 18'-0' 18 B 17`-0' 31 G 21'-8" 19 B 21'-2" 33 H 20'-9" 18 20'-2" 33 H 22'-8" 19 22'�-1" 33 H 29'-2" 21 28'-6" 36 I i 61-1" 1 fi 16' 4" 29 19'-9" 17 19' 9" 30 G 19'-0" 17 B 19'-0"8 3Q2 G 20'- 20`-8" 120 C' 20 332 G 26 �26'-8" 121 E 26'-8" 33 H I 6' r 11'�" 6' 16'� 18 B 16'-0' 30 G 19'-9" 19 C 19' 3" 32 19'-0' 19 G 2C3'-2" 26'-0" 35 15'-2' 1 B B 15'-2" 29 G 18'-4" 17 C 18 �1" 30 G 17'-T' 17 L+ 17'- 717'-1" 3 G 19'- Tp 120 Ci 19'^i19 332 G 24' 122 E 24'- 2"4 -,r 3 34 H 7' 9,_9„ 7, 15'-2' 19 4'-10" 30 18'-4" 20 1T-10 31 17'-T' 19 31 19* 2„ -2" 24'-$" $' 14'-3" 17 14'-3" 29 1T- " 18 C 1T'-2" 31 G 16'-6" 18 G+ 16' 6" 31 G 18'-0"8 18 Ci 18'-0''8'-0 331 G 23 222 E 23'- 22'-T 333 H 8' 14'-3 19 B 13'-10 29 G 17'-2 20 16'-9 31 16'-6" 20 15'-1" 31 0 1 23'-2' J 9' 13' 6" 17 13'-6" 30 1G'-3" 18 E 16'-3" 31 G 15' 6" 1$ C 15' 6" 31 G 17'-0"7'-0" 121 E 17'-0"7'-0" 331 G 21'-21'-10' 223 E 34 H 9' 7,-7" 13' 6' 19 C 13'-1' 30 G 16'-3" 21 15' 9" 31 15'-0" 20 15'-2" 31 ---1 1; 3 12'-9" 17 12'-9" 30 15'-4" 18 E 15'-4" 32 G 14'-9" 1$ E 14'-9'4 332 G 16'-116'-1" 121 E i 6'-116'-1" 332 G 20' 2Q' 2 E 20'- 20 334 H 10' 6'-10" 10' 12'-9' 20 C 12'-6' 30 G 15'-4" 21 15'-1" 32 14'-9" 21 9" 23 2„ 12, 2„ 1$ 12, 2, 31 14'-8„ 1g E 14' 8" 32 G 14'-1" 19 E 14'-1" 32 G 15'�" 19 E 15' =1" 32 G 19'-9" 21 E 19'-919'-3" 334 I 11' O 12'-2' 20 C 11'-10" 30 G 14'-B" 21 14'�" 32 14'-1" 21 13' 8" 32 15'�" 22 15'�" 32 19'-9" 24 r 11'-6" 18 11'-8" 31 14'-1" 19 E 14'-1� 332 G 13'-6"3 121 E 13'-6"3 332 G 14`-9"4 122 E 14'-9'4 333 H 7 9'-0 224 E 19-0'8-6 335 I 12' 5, 8„ 12, 11'-8' 20 C 1 i' 31 G 14'-1" 22 3 9" 6„ -2 -9" -9" 19k-0„ ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ¢ _ Z MAX.COL 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. p _ SPACING ON SLAB p p m� SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST TYPE SPACING (IN.) POPE S ACING ( (IN.) TYPE S ACIN (IN.) POST TYPE (2) (3) (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) (SPAN) (1) (1) C G 18'-0" 16 18'-0" 31 G 21'-8" 17 B 21'-8" 33 20'-9" H 17 B 20' 9" 32 G 22'-8" 18 B 22'-8" 33 H 29'-2" 19 C' 29'-2" 35 I K 5 O 13 -7" 5 17'-8" 19 B 17'-0' 31 H 21'-4" 20 2c) 7" 34 20'�" 20 19' 8" 34 H 22' 4" 20 C 21'-6" 35 I 28'-9" 22 27' 8" 37 lV 16-4" 17 B 16'-4" 30 19'-9" G is C 19'-9" 32 G 19'-Q" 18 B 19'-0" 32 G 20'-8" 18 C 20'-8" 32 G 26'-8" 20 E " 336 I K 6' t 11'-4" 6' 1B, 2, 19 15'-7' 30 19'-7" 21 1$'-9" 34 H 18'-8" 20 C 18'-0" 33 H 20'-4" 2i 19'-8" 34 H 26'�" 23 15'-2" 17 15'-2" 30 184 18 C 18'4" 31 G 17'-7" 18 C 17'-7" 31 G 19`-2" 19 C 19'-2" 32 G 24'-$" 20 E L23 336 H I 7' 9,-9„ 7, 15 -0 20 B 14'�" 30 G 1 B'-1" 21 17'�" 33 H 17'-3" 21 16'-8" 33 18'-1 D' 21 18'-2" 33 H 24' 4" 23 3-6" J $' 14'-3" 18 B 14'-3" 29 G 17'-2" 19 G. 17'-2" 31 G 16'-6" 18 G. 16'-6" 30 G 18'-01' 122 c 18'-01, 31 G H 23 ;"Z 224 E 2'2'-0' 335 H I 8' s 8'-6" 14'-1' 2fl C 13'-6" 29 17'-0' 22 16'-3' 32 16'-2" 21 15'-7" 32 8, 1, J 9' 13'-6" 18 C 13'-6" 30 G 16'-3" 19 E 16'-3" 31 G 15'-6" 19 C 15'-6" 31 G 17'-0 122 E 17'-0 332 21 21'�" G 2,4 E 21' 1 " 0'-$" 34 34 H 9, I 7'-7" 13`-3" 21 12'-9` 30 16'-0" 22 15'4" 32 15'-3" 22 14'-8" 32 6-8" 6-1„ LL 12'-9" 18 12'-9" 30 15'-0" 19 E ' 32 G 14'-9" 19 E 14'-9" 31 G 16`-i5 223 E 16'-1�'S 332 20 20' G 225 E 20' 9" 34 , H 10 (n 6'-10" 10' 12'-7" 21 C 12--1' 30 G 15'-2" 22 i 4'-7" 31 14'-6" 22 14'-0" 31 10 3„ 4" 19'-B" 34 ° 0- 1Z'-2" 19 12' -2" 31 14'-8" 20 EG [14'-8" 32 14'-1' 19 E 14'-1" 32 15'-4" G 20 E14-7 15'-4" 32 G 19, 9" 2219 E 9"6'-2' 11 C 11'-7" 30 G 14'-6" 23 14'-0"' 32 3`-10' 23 13' �" 3112, 15'-2" 23 32 H 19'-6" 25 18'-9" 3412'-0"21 -81'-6" 122 C+ 11'-81-1' 331 G 14'-73'-10 223 E '-113�' 332 G 13'-83 223 E 13'-62_9" 332 G 14'-9"4'-6" 223 E 14'-g4 332 H 19'-0"$ 226 E 19'-0' :6 334 I 12' H 3" 0" 8 c ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING } = MAX.COL. ~o[MAKPOST FTG MIN. MAx.POST FTG, MIN• MAX.POST FTG. MIN. MAx.POST FTG. MIN. MAX.POST FTG. MIN. MAKPOST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN_ MAX.POST FTG. MIN.ON SPACING SLAB m�PACING (IN.) PO57 SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) P05T SPACING TYPE (IN.) POST TYPE SPACING (SPAN) (IN.) POST(SPAN) TYPE (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN)1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) (SPAN) (1) (1) `-0" 17 17'-8" 33 G 21'-8" 19 21'-4" 34 H 20'-9" i 8 B 20'-4" 32 H 22' 8" 19 B 22'�4" 35 1 29' 2" 20 C 28'-9" 37 K 5' O 13'-7" 5' 17'-3 20 B 16'-6 34 H 20'-10' 21 B 20'-0" 36 K 20'-0" 21 19 1" 34 I 1'-10" 21 C 0'-19 36 K 28'-2" 23 B 6'-10' 39 C-1) 16-4" 18 16' 2" 32 G 19'-9" 19 C' 19'-7" 33 H 19' 0" 19 B 18'-8" 32 FI 20'-B" 19 C 20'-4" 34 H 26'-8" 21 E 26'-3" 33$ K 6' r 11 -4" 6 5'-10' 20 B 15'-1' 33 H 19' 1" 22 18'-3" 35 ( W- " 21 C 17'-6" 33 I 20'-0" 22 19'-1" 36 I 25' 9" 2424-7 15'^214'-8 121 B 15'-O'4l0" 333 G 18' 2 C 18'-16 334 H 17'-1'7'-0" 122 C 17'-1'6-2' 333 G 19'-2"18' 223 Ci 18'y117'-8" 335 H 225 E 24' 22'-9 337 I K 7, 9, 9„ 7, H 7-8 10 H 6' 124123`-10' 8 14'-3" 19 B 14'-1" 31 G 17' 2" 20 C 17'-0" 32 G 1G'�G" 20 C 16'- " 30 G 18'-0" 20 C 17`-8'6 334 G 23 22'-3' 225 E 22'-92i 3 337 I K 8' .J 8'-6" 13'-9" 21 C 13'-1" 32 Ifi'-7 23 15'-10' 34 H 5'-10" 22 15'-2" 32 H 17' 4" 23 7, H g' 13`-6" 19 C 13'-3" 30 G 16'-3" 21 E 16'-0" 32 G Ci 15'-3" 31 G 17'-Q" 2i E 16'-8"5 334 G 21 226 E 21'-6"0'-1" 336 H K 9' ° 7'-7" 13'-0 22 12'-4' 32 15' 8" 23 15'-0" 33 H 14'-3" 32 H 16'�" 24 7' H 21'-1" 12'-g12'-3' 222 12'-7--g 331 15ILL'-44'-1fl 224 E 15'-;'4 323 G R"21 E 14'-63-7" 31 �j 16'-1 224 E 15'-14'-10' 333 H 20'-2o,-0" 23 E 2fl' 336 H I 10, (%� 6'-10" 10' Ci G 2" H 5-7" 2-6 1gr_," 11 12' 2' 20 C' 12'-0" 31 14'_8" G 21 E 14'-6" 32 H E 3'-10" 32 15' 4" G 22 E 15'-2" 32 19'-9" H 23 E 19'-6" 18'-2" 35 35 11' 6 -2" 11'-9' 23 11'-3" 31 14'-2" 24 13'-7" 32 G 13'-0" 31 4'-10" 24 14'-2" 33 19'-1" 27 E 11`-811'-3' 223 11'-fi�0-9' 331 14'-1 224 E 13'-11 332 H 13'-6"3'-0" 224 E 13'-12 332 H 14'-94'-2" 225 E 14'-13-T 332 H 19' 0"8-3" 227 E 18'-$"7-6" 335 I 12' 5'-8" 12' Ci G 3=7" -0 0" G w co co u Lu cows w :�i C"3 w Wco C� Z 00 m c1- m L.SS f y S 5885 OF ck0y- 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS MN'X I DATE DESCRIPTION 4 STEL JOB # 15-1071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 35 35 OF 50 SHEETS ATTACHED & FREESTANDING LATTICE COVERS 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C DBL. 3"x8"x0.042" BEAM P W! DBL, 12 GR. STL. INSERT ATTACHED FREESTANDING MAX•POST FrG. MIN. MAX.POST FTG. MIN. = MAX.COL. SPACING <_ o ¢_ j o ON SLAB 2 � SPACING (IN.) POST SPACING (IN.) POST m � C (2). (3) F (SPAN) (�) TYPE (SPAN) (1) TYPE 13'-7" 5' 32'-0" 19 E 32'-0" 34 H 5' G O 32'-D" 21 31'-2" 36 K 6' 29'-2" 19 E 23'-2" 33 H 6 29'•2" 22 28'-6" 36 I 91_91 7 27'-1" 20 E 27'-1" 33 H 7 27'-1" 22 26'-4" 35 I J 8'-6" 8' 2.5'-3" 20 E 25'- " 34 H 8 25'-3" 23 24'-8 34 J 7'-7" 9' 23'-1 21 E 23'-1 " 35 1 9' 3'-1 D" 23 3'" 34 H 6'-10" 10' 22'--8" 21 22'-8" 35 I 10' 24 22'-1"-:-35 6'-2" 11' 2i'•-8" 21 E 21'-8" 36 I 11' O 24 21'-1" 35 22 E 2Q'-8" 36 K , 12 25 2q'-2" 36 J w ATTACHED FREESTANDING MAX POST FFG. MIN. MAX.POST FiG. MIN. SPACINMAXCOL. SPACING H F � o _ � o ON SLAB m � SPACING (IN.) POST SPACING (IN.) POST m (2).(3) (SPAN) (1) TYPE (SPAN) (1) TYPE c� 13'-7" 5' 32'-D" 20 E 32'-Q" 36 K 5 O 32' Q" 23 30'-3" 38 N 11'-4" 6' 29'-2" 20 E 29'-2" 35 1 6' r 29' 2" 23 27'-8" 37 K 9'-9" 7' 2T-1" 21 E 27'-1" 35 1 7' 27'-1" 24 25'-$" 37 K J 8 -6" 8' 25'-3" 21 E 25'-3" 34 H 8 25`-3" 25 24'-0" 36 K 7'-7" 9' 2T-1 22 E 23'-1 35LL 9' 3'-1 D" 25 2'-0" 35 6'-10" 10' 22'-11" 22 E 22'-8" 35 I 10' U) 22'-8^ 26 22'-1" 35 6'-2" 11 21'-8" 22 E 1'-8" 36 I 11' O 21�_8. 26 21'-1" 35 r 12 2Q'-$" 23 E 20'-8" 36 K , 12 2q g° 26 20' 2" 35 I } ATTACHED FREESTANDING = MAX.COL. SPACING �o MAX•POST FrG. MIN. MAX.POST FfG. MIN. �o ON SLAB 23 SPACING (IN.) POST SPACING (IN.) POST m C (2).(3) (SPAN) (1) TYPE (SPAN) (1) TYPE 13'-7" 5 32'-0" 21 E 32' 4" 38 K 5 C O 32'-0" 24 29'_4" 40 M 11'-4" 6' 29'-2" 22 E 29'-2" 37 K 6' r 20' 2" z5 6'-10" 39 9'•-9" 7' 27'-1" 22 E 27' 1" 36 K 7' 2T-1" 25 4'-10" 38 8'-6" 8, 25'-3" 23 E 25'-3" 36 J 8' ...� 25'-3' 26 23'-3" 37 K J 7'-7" 9' 23'-1 " 23 E 23'-1 " 35 9' 3'-10" 26 2'-0" 3722'-8" 6'-10" 10' 24 E 22'-8 335 22'-8^ 27 0'-1D" 3610' JK 6 -2" 11 21'-8" 24 E 21'-8" 36 , 11 2 V:-0 27 9'-10" 36 r T-8" 12' 20'-8" 24 E 2Q'-8" 36 J 12' 20'-8" 28 19'-1" 36 1 I ATTACHMENT DETAILS FOR INSULATED STRUCTURAL SANDWICH PANELS 01 SEE NOTE BELOW DI HEADER BEAM AND ENCLOSURE WALL SYSTEMS MUST BE I.C.C. E.S. AND/OR IAPM❑ E.S. LISTED UNDER 2012 IBC, 2012 IRC AND/OR 2013 CALIF. BLDG. & RESIDENTIAL CODES. ❑PTI❑NAL DEC❑RATIVE FASCIA ^IFASTENER WOOD, ALUM. OR HARDB❑ CONSE'E SHEET EXTRUDED 'IR3' GUTTED or NE/01,0101i I-BEARr (AS SHOWN IN THIS REP RT) 6 c 2.74 ALUM.ALL❑Y 6063-T6 T=.060'-S 3.200' FOR APPROVED ❑R 4.450' 3' ❑R 4 K' INSUL, R❑❑F PA L ALL FASTENERS SEE NOTE BEL❑ SEE TABLE SHEET 8 —1.880"---� 3" OR 4.25" HANGER CHANNEL EXTRUDED DRIP EDGI ❑PTI❑NAL RAIN GUTTER J BEAM (AS SHOWN IN THIS REP❑R ❑PTI❑NAL NON-STRUCTURAL FASCIA TABLE 1 MAX COLUMN SPACING ON SLAB (130 MPH, EXPOSURE C) TRIB. WIDTH 10 PSF L.L. 20 PSF L.L. 5' 12'-6" 1 U-0" 6' 10'-5" 8'4' 7' 9'-0" 8'-0" 8' T-10" T-6" 9' T-0" 7'-0" 10, 6'-3" 6'-6" 11' 6-8" 6'-0" 12' 5'-3" 5'-6" NOTE: THE PANELS USED WITH THE PATIO COVER STRUCTURES RECOGNIZED IN THIS EVALUATION REPORT MUST BE ICC-ESR 1230 EVALUATION REPORT AND/OR DURALUM PRODUCTS INC. CALIFORNIA FBH APPROVAL FOR PATIO COVERS COMPLYING WITH THE 2012 INTERNATIONAL BUILDING CODE AND/OR 2013 CALIFORNIA BUILDING CODE, WHICH MUST BE SUBMITTED WITH THE DURALUM PATIO COVER DRAWINGS INDICATED IN THIS REPORT. NOTE: ALL COMPONENTS ARE INTERCHANGABLE UNLESS OTHER WISE NOTED rrr co o � ova QLUx F caw LU LLI ``' M QUa? �zOD � M rn �F�ssrc1 �� K 0 � a S 5885 r OF CAI�r"- 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS DATE DESCRIPTIM 4 STEL JOB # 15-1071-1 DATE 31312015 DRAWN BY MAP CHECKED DKR ATTACHMENT DETAILS FOR INSULATED STRUCTURAL SANDWICH PANELS SH - 47 47 OF 50 SHEETS it 1 ON 21 31 61 toEQssinnQ!£ a�g�FESSId ES51I CAgy4( ��N yC. ,497 5T� /�� K. Rp� �\ - F.o ❑f LICENSED D U S TIN K C 72487 +� S 5885 PROFESSIONAL o K * EXF _ 1 No. IN ER * + ONA EQFCALI� OF CP,0\ a ■`■�■■,,■11tt1 RI1171111""p�,■■,11 n u f f r f e t`�■. QppFE551py�( a`mow`■ \N K...ROS ��[,�T1E R� ,� RO■$' �i� •;�Yn � �'p��:'�•�G�NSFd'•.,of'yry P rye, Crl� � ' Z Ey DUSTIN K. m� LISTIN ROSEPIN}<1� - _ ° ROSEPINK o ❑ �. i 4 1 _ 20550 �.12131115 �' 20460 mxtitnh �t,,,Y• ''■�QfVAL ■■■''l` Q• 019a6 TONAL rGCI �rrnul7+t ,,,{5i1111fr++rrr oQ` Foss oCC/r': ��c'�NG EEF% sioy nsar,�AfaK yra 12202 z � 81971PE � r o Q J SEAL 35 INK. RO'�■``�� OAS r''`rrrnnftr� /�►[. ROSE yO MlNG N W w cf) N oc) coLLI uU)w- LI_I W M W W M rn Z 00 �Q M d- rn S 5885 03-03-15 DURALUM IAPMO 0195 ASSUMPTION A!:.1 APPROVAL REVISIONS AtAl I GATE DESGRPTgH 4 STEL JOB # 15-1071-1 DATE 302015 DRAWNBY MAP CHECKED DKR ADDITIONAL STATE LICENSURE STAMPS SH-50 50 OF 50 SHEETS GENERAL. NOTES AND SPECIFiCAT10NS- 1) THE FOAM CORE ROOF PANELS DEPICTED WITHIN THIS DRAWING ARE INTENDED FOR USE ON RESIDENTIAL PATIOS AS REGULATED BY APPENDIX I OF THE 2013 CALI FORMA BUILDING CODE (CSC), APPENDIX H OF THE 2013 CALIFORNIA RESIDENTIAL CODE OR ON MOBILE HOME AWN INGS AS REGULATED BY TITLE 250E THE CALIFORNIAADMINISTRATIVE CODE. ADHESIVE (NOTE 2d) FOAM CORE (NOTE 2c) EXTERIOR FACE (NOTE 2b) 2) MATERIALS: a) INi>_R[OR FACING MATERIAL SHALL REALUMINUM CONFORMING TO THE REQUIREMENTS FOR 3105-H25 ALLOY AND TEMPER THICKNESS OF SKIN SHALL BE AS SHOWN IN THE AF FROPRIATEALLOWABLE SPAN TABLE. THE UNEXPOSED SIDE OFTHE INTERIOR METAL. NOMINAL ADHESIVE INTERIOR FACE SKIN SHALL HAVE A BONDING MATERIAL COMPA118LE WITH THE ADHESIVE DEFINED IN _ (NOTE 2d) (NOTE 2a) 2d. PAINT ON OUTSIDE SURFACE OF METAL SKIN SHALL BE POLYESTER AS SPECIFIED IN \ LENGTH THE QUALITY CONTROL SYSTEMS MANUAL. \ \ \ - ® (SEE ALLOWABLE SPAN TABLE) b) EXTERIOR FACING MATERIAL SHALL 13E ALUMINUM CONFORMING TO THE REQUIREMENTS _ FOR 3i05H26ALLOY AND TEMPER. THICKNESS OFSKINSHALL BEASSHOWN INTHE r PANEL INTERIOR DETAIL A APPROPRUATE ALLOWABLE SPAN TABLE. THE UNEXPOSED SIDE OF THE EXTERIOR METAL \ \ IAmFLE WITH THE ADHESIVE DEFINED IN \ \ NTS W c) f) PREFORMED EXPANDED POLYSTYRENE BOARD (EPS% AS MANUFACTURED BY ONE mmuFACTURERS SPECIFIED IN THE QUALITY SYSTEMS FAN BEAM — 1 (OPTIONAL ON 4`-0" OF SEVERAL RECOGNIZED MANUAL. THE FOAM SHALL MEETTHE REQUIREMENTS FOR CLASS A MATERIAL PER WIDE PANEL) SECTION 8D3.1 A OF THE 2013 CBC. THE FOAM PLASTIC IS CLASSIFIED AS TYPE I \ FOAM IN ACCORDANCE WITH ASTM C578. / \ d) THE COMPONENTS ARE BONDED TOGETHEftBYAN ADHt51VEDESIGNATED A3 EITIILTi Y MORAD m-oo SERIES, A PROPRIETARY ADHESIVE MANUFACTURED BYROHM AND KW INSIGNIA HCD/CALIF COMPANY, AND RECOGNIZED UNDER ICC ES ESR-1023, OR ISOGRIP SP50500, A PROPRIETARYADHESIVE MANUFACTURED BY ASHLAN SPECIALTY CHEMICAL COMPANY AND RI=COGNIZED UNDER ICC ES ESR-1140. THEADHESiVE IS A CLASS 2, TYPE 11, TYPICAL ROOF PANEL STRUCTURAL ADHESIVE. UNDER ICC ES AC05. trrs 3) THE MANUFACTURER OF ANY COMPONENT CITED IN ITEM 2 ABOVE SHALL PROVIDE C ERT119 CATION WITH EACH SHIPMENT THAT ALL COMPONENTS PROVIDED WITHIN THE SHIPMENT CONFORM TO THE APPLICABLE SPECIFICATION(S)ANDfORDEFINMON(S)OUT" NED ABOVE. 4) THE MAXIMUM ALLOWABLE SPAN, FOR A GIVEN APPLIED LOAD SHALL NOT EXCEED THE SPAN PROVIDED IN THE ALLOWABLE SPAN TABLE FOR SAID LOAD. EXTRAP OLAT [ON OF THE INFORMATION PROVIDED IN THE ALLOWABLE SPAN TABLE IS NOT PERMITTED. L 5) PANELS SHALL BE CONTINUOUS IN THE DIRECTION OF SPAN WITH NO TRANSVERSE JOINTS. 1=0.080 ALUM 6063-T5 PANEL 6) THE SUPPORT AND STRUCTURAL ATTACHMENT OF THE SUBJECT PANELS SHALL BE APPROVED EVALUATION REPORT PLANS OR STRUCTURAL- PLANS ,, { I „� 0.0334� 0.0934 SUBSTANTIATED BY EYWER THE GOVERNING JURISDI0T10N.THE GOVERNING JURISDICTION SHALL CONFORM ° ° V APPRbvED BY THAT SAfI} PLANS ARE INTENDED FOR USE WITH THE DESIRED PANEL LOADS AND SPANS FOR ° sa �• ./ EACH SPECIFIC PROJECT. 0•08 0•0800 7) ALL PANEL EDGES SHALL BE SHIELDED IN ALUMINUMSECTIONS. ALL INTERFACES BETWEEN °;odd°a•,., e R00200 THE ALUMINUM SECTIONS AND PANEL SHALL BE CAULKED WITH APPROPRIATE SEALANT. R0.0200 8) METAL PANEL FASTENERS SHALL BE STAINLESS STEEL ORALUMINIZED, HOT -DIP GALVANIZED q e en e • e a 4, 3.5000 OR ELECTROGALVANIZED STEEL. 9) AN IDENTIFICATION DECAL WITH DEPARTMENT OF HOUSING INSIGN [AAND MANUFACTURER'S IDENTIFICATION NUMBER SHALL BE LOCATED ATONE END OF EACH PANEL. 10) FASTENERS SHALL BE914 SELF TAPPING SMS AND I- C.D., SEAL WASHER VMH NEOPRENE INSERT. THE FASTENER LENGTH WILL BE 1' LONGER THAN THE PANEL WIDTH. ALLOY AND AND 0.052 INCHES RESPECTIVELY. FAN BEAM DETAIL MINIMUM THICKNESS OF HEADER SHALL SE 6063-T6 ii) STRUCTURES INCLUDED WITHIN THIS PACKAGE SHALL NOT BE ATTACHED TO'SINGLE COAT" NTS ' STUCCO SYSTEMS. 12) SNOW LOADS PRESENTED WITHIN THESE PLANS ARE'EC'UIVALENT" UNIFORM SNOW LOADS. CONSIDERATION SHALL BE GIVEN TO SITE SPECIFIC CONDITIONS INCLUDING, BUT NOT LIMITED TO, DRIFTING AND SLIDING SNOW. AND ❑Iq�� 13) PLANS ARE CONSIDERED NULL AND VOID IF THEY DO NOT CONTAIN ORIGINAL. SEAL BUILT ��`Cr5 4� a C' rV6 SIGNATURE (IN BLUE INK) BY THE ENGINEFR OF RECORD (EOR) OR THE FACTORY HOUSING APPROVAL STAMP. 14 y 14) pLANS HAVE BEEN TESTED IN ACCORDANCE WITH ASTM Ei08 AND 14AVEDEEN DETERMINED TO LL) 7 T MEET THE CONDITIONS OF ACCEPTANCE FOR A'CLASS B" RAMNG. 4 - sir .12f31i�'l5 15) UNLESS OTHERWISE NOTED, THE SCOPE OF THIS DRAWING PACKAGE IS LIMITED TO THE STRUCTU RAL AS PECTS OF THE SUBJECT PANELS. NONSTRUCTIIRAILREQUIREMENTS, INCLUDING FIRE SAFETY PROVISIONS, OF THE GOVERNING COOS AND LOCAL J U RISDICTION qrE F C A\-% _ ' SHALL BE ADDRESSED BY THE MANUFAOTURER AND/OR CONTRACTOR APR 16) CONSIDERATION HAS BEEN GIVEN TO BE TO THE ADDITION OF ONE (i) CEILING FAN PER 4' WIDE 2 15 PANEL WITH A MAXIMUM FAN WEIGHT OF 50 POUNDS. THEREFORE, THE ALLOWABLE LOADS PROVIDED ABOVE ARE IN ADOITION TO THE WEIGHT OF THE CEILING FAN. VISIT WWW.TJCAA.COM/LINKS.HTML TO CONFIRM LATEST REVISION OF PLANS HAS BEEN N SUBMITTED. PLAN # IS: 807008 CA-LRP-2410 SKIN SHALL HAVE A BONDING MATERIAL 00M 2d. PW NT ON OUTSIDE SURFACE OF METAL SKIN SHALL BE POLYESTER AS SPECIFIED IN \ \ \ THE QUALITY CONTROL SYSTEMS MANUAL. THICKNESSALLOB \ \ \ \ EXTERIOR SKIN ABLE THE FOAM CORE SHALL BE AS DEFINED BELOW AND HAVING A NOMINAL DENSITY AS SPAN TABLE) S!M \ \ - SHOWN IN THE ALLOWABLE SPAN TABLE' oee o°e4 a S°. a INTERIOR SKIN PANEL EDGE DETAIL B NTS t y v i 0 CL �YiQA QI L �F�m a•� r.+ N j 41 W 0Z o� c> 19�mvi In d" �• m Q LU ❑ m cfl I 7a� :has 0 `° O E >>�"= ® 5 O'0mc��a � Q 0 �7 N ly �Imp ❑ syUA It R G us rrr U.-nr°.�c Lu t= � � y "L1 r � C)L E -E3 o ro C d) ix Q uE 0. Q L7 L,5a C a e °f 551a41 C 4Q E, G� u❑i 3107 n rn 3 f 15 ,,mot `J�"• VOID IF NOT WET SIGNED WITH BLUE INK ,� zI (Q w O m Q N co {ll� O = U N H- a Q IL U in Z ,, a 40 oZ Q �N d Q ILL ❑ O QO O o a w Z F-- 4 o �z O� o V J m LLJ Li. � o va C; z a (o i 4 Z a LL 0 F- l1J m U J Q F- 0 z O a E WET SIGNED DOCUMENT HAS EMBOSSED CORPORATE SEAL L. r i I Allowable Span Table and Uplift Fastener 5 acin (1)[2)(s) 3.00 inch - 0.024" - I.0 cf EPS - 0.024" WITHOUT FAN BEAM INSERT APPIled Pressure for Design Minimum Panel 10 f Ps 15 sf P 20 psf P 25 psf P 30 psf P 35 f Ps 40 psf P 45 psf P SO psf P 55 sf P Loading Type Slope (Per Foot oFPro'ectian r+z Live 16'-0" 12'-1' 31V / foot Wind (Upward) 17'-0' 14'-3' 12.-6' 1114-3" I.C-4" 8'-10" 7-9" 6'-10" 6-2" 5'-7" n/a Wind (Downward) 161-0" 13'-8" 12'-1' 11'-0" 9'-10" 8'-6" 7`-S" 6'-8' 6'-0" 5`-5" n/a 11'-4' 14'-2" 9'-3- 8'-6" 7'-S"-0" 5'-5" Snow r 112" 1 foot Fastener Spacing (3) 15" li" 9" 8" 7" 6" 6" 6" 5" 5" for Uplift Wind Loads Allowab[e Span Table and Uplift Fastener S acin [1)(�ISSI 3.50 inch - 0.024" - 1.0 cf EP5 - 0.024" WITHOUT FAN BEAM INSERT Loading Type Live Wind (Upward) Ap ied Pressure for nest. n Minimum Panel Slope (Per Foot of Pro-1foot 10 psf 15 psf I.T-8" 181-10" 15'-9" 20 psf 13'-0" 13'-7' 25 psf 12'-1" 30 psf 10'-6"- 35 psf 9'-0' 40 psf T-So" 45 psf 6'-11" 50 psf 6-3' 55 psf S'-8" n/a Wind (Downward) 17-8" 14'41' 13'-0" 11'-9" 10'-0" _ 8' 7" 7'-6" 6'-8" 6'-O" 5'-6' n/a Snow . 11'-8' 10'-6" 9'-7" 8'-7" 7'-b" 6'-8' 6-0" T-6' 1 3/8" / foot Fastener Spacing (3) for Uplift Wind Loads 14" 10" 9" 7" 7" 6" 6" 6" 5" 5" Allowable Span Table arid -Uplift Fastener S acing (1112)(5)am 4.25 inch - 0.024" - 1.0 cf EPS-0.024" WITHOUT FAN BEAM INSERT Loading Type Live Wind (Upward) Appiled Pressure for Desil n Minimum Panel Slope (Per Foot ❑fPlo e�ticn Ia1 i/4" / foot n/a Fl6 psf 19'-4" 15 psf 16'-11° 20 psf 14'-0" 14'-7" 25 psf 13'-O' 30 psf 11'-10" 35 psf 10`-11- 40 psf 10'-3" 45 psf 9'-7 50 psf 55 psf 20'-0" Wind (Downward) 19'-4' 16'-0" 14'-0' 12'-7" IV-6' 10'-8" 10'-0" 9'-5" 8'-8" 7'-10' n(a Snow i2'= i" 11`-3" 10'-3" 9'-6" 8'-11" 81-5" 8'-0" 7'-8" 3/6" foot Fastener Spacing (3j for Uplift Wind Loads li" 8" 7" b" 5" 4" 4" 4" 3" 3" Allowable Span Table and Uplift Fastener SpaclncTL2R2A5I 3,00 inch - 0.024" -1,0 cf EPS - 0.024" WITH FAN 13EAM INSERT Loading Type A lied Pressure for Design MinfmUmPanel Slope (Per Foot of Pro edlon I'1 10 psf IS psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf Live Wind fUpwand 17' 6" 18'-7" 15'-7" 13' 4" 13'-9' 12'-5" 11'-5" 10'-7" 9'-9" 8'-8" 7'-10' T-1" 3/8' 1 foot n/a Wind (Downward) 17'-0' 15'-0" I3'4" I2'-2' 11'-2° 10'-5" 9'-6" 8'-5' 7'-7" 6'-11' n/a Snow Fastener Spacing (3) for Uplift Wind Loads i2" 9" I2'-6" IV-3" 10'-3" W-6" W-11" 8'-5" 7'-7" 611" 1/2" foot 7" b" 5" 5" 4" 4" 4" 4" NOTES: i (1) - ROOF PANELS ARE INTENDED FOR. USE WITH A PATIO FNCLOSUREAS DEFINER IN APPENOTX CHAPTER I OFTHE 2012 OR 2009 INTERNATIONAL BUILDING CODES, APPENDIX CHAPTER H OF THE S] 2012 OR 2009 INTERNATIONAL RESIDENTIAL CODES, APPENDIX CHAPTER I OF THE Z013 L¢L CALIFORNIA 15UM-DING CODE AND.APPENDIX CHAPTER H 0FTHE 2013 CALIFORNIA, RESIDENTIAL ( j CODE. - THE APPLIED PRESSURE FOR OEST(N (COLUMN HEADINGS} SHOWN IN THE TA13LEIS AN "EQUIVALENT` UNIFORM LOAD. CONSIDERATION SHALL BE GIVEN TO LOAD COMBINATIONS � PRESENTED IN THE CODE AND SITE SPECIFIC CONDITIONS SUCH AS DRIFTING AND SLIDING SNOW. AFTER DETERMINATION OF THE APPLIED PRESSURE, THE ALLOWABLE PANEL SPAN IS < DETERMINED FOR EACH LOAD TYPE USING THE GREATEST CALCULATED PRESSURE FOR ALL LOAD COMBINATIONS WHICH INCLUDE THE SPECIFIC LOAD TYPE, THIS PROCESS I5 REPEATED FOR EACH LL ZI Z OF THE FOUR (4) LOAD TYPES, THE MINIMUM ALLOWABLE SPAN CALCULATED FOR EACH OFTHE 4 Q LOAD TYPES SHALL BE THE `ALLOWABLE 5PAN' USED FOR THE PROPOSED APPLICATION, - UNLESS OTHERWISE NOTED, THE MAXIMUM SAVE PROJECTION OFTHE ROOF SYSTEM IS 24-INCHES. (2) PANEL SPANS ARE BASED ON A MAXIMUM TEMPERATURE DIFFERENTIAL BETWEEN THE TWO PANEL SKINS OF 10 DEGREES FAHRENHEIT. (3) FASTENERS SHALL BE 914 SMS WITH 1.0. O.D. PLATE WASHER AND NEOPRENE INSERT, LENGTH OF FASTENER SHALL BE AT LEAST 1 INCH LONGER THAN ROOF PANEL T HICKNCSS, ALLOY AND MINIMUM THICKNESS OF HEADER SHALL BE 6063-T6 AND 0.062 1NCHES, RESPECTIVELY- (4) MINIMUM PANEL SLOPES ARE BASED ON PANEL DEFLECTION ONLY, INCREASED SLOPES WILL BE REQUIRED WHERE PANEL ACCESSORIES, 5LICH AS MULLIONS OR FLASHING , CAN INCREASE PONDING CAUSED BY IRREGULARITIES IN THE WATER FLOW PATH. (5) WHEN PANELS WITHOUT AN INTERNAL FAN BEAM ARE SUBJECT TO MAINTENANCE LOADS (AS DEFINED IN THE CODE), MAXIMUM SPAN SHALL BE LIMITED TO IT-4' FOR THE 3-INCH AND 2T-0" FOR THE 3.5-INCH AND 4.25-INCH OR THAT INDICATED IN THE SPAN TABLE, WHICHEVER IS LESS. WHEN PANELS WITH AN INTERNAL FAN BEAM ARE SUFOECTTO MAINTENANCE LOADS (AS DEFINED IN THE CODE), MAXIMUM SPAN SHALL BE LIMITED TO 19'-7' FOR THE 3ANCH OR THAT INDICATED IN THE SPAN TABLE, WHICHEVER IS LESS. (6) T HICK€R PANEL CONFIGURATIONS ARE ALLOWED, PROVIDED THEY ARE 16A il6 RED WITH THE SAME COMPONENTS, AND THE ABOVE SPAN LIMITATIONS A E FOLLOWLATION 10 LONGER SPANS IS PROHIBITED. I= �+ ED rfl 3 APR 2 is VISIT WWW.TJOAA.COM/LINKS.HTML TO CONFIRM LATEST REVISION OF PLANS HAS BEEN SUBMITTED. PLAT`! # IS: 807008 CA-LRP-2410 z z� aNto Oomr; Q r. Q �Utn y0 Z O N � * L) 44 '<Z G� 40*& G��cin µ.77;,8CO� Z Q>qom ro w y, LU p �$- p Z i " O o a, LU o w �z D 0 «, 2 W E] df 02.5 �� 0 � ro m 0 ® Q. 0 N {6 C y L EL E l - - o � � d c�I i� [L GY Q a�U-o=-dam ❑ LU e ra > 'V rotimc� per, Q a W ALU C 4+ cp ell o a-;�Ifte" C--j :. z �r0¢ iI C 3 -a O- W Z d Q CN p o ►12 D' o Q T Z ~ o a Z o LL .J U o i V C) VOID IF NOT WET SIGNED DOCUMENTRM ! WET SIGNED WITH BLUE INK I EMBOSSED CORPORATE SEAL `. GENERAL NOTES AND SPECIFICMTIONS: 1) THE FOAM COREROOF PANELS DEPICTED WITHIN THIS DRAWING ARE INTENDED FOR USE ON RESIDENTIAL PATIOS AS REGULATED BY APPENDIX I OF THE 2013 CALIFORNIA BUILDING CODE (CBC), APPENDIX H OF THE 2013 CALIFORNIA RESIDENTIAL CODE OR ON MOBILE HOME AWNINGS AS REGULATED BY TITLE 25 OF THE CALIFORNIA ADMINISTRATIVE CODE.- 2) MATERIALS: a) INTERIOR FACING MATERIAL SHALL BE ALUMINUM CONFORMING TO THE REQUIREMENTS FOR 3105-H254 ALLOY AND TEMPER. THICKNESS OF SKIN SHALL SE AS SHOWN I THE APPROPRIATE ALLOWABLE SPAN TABLE_ THE UNEXPOSED SIDE OF THE INTERIOR METAL SKIN SHALL HAVE A SOND]NG MATERIAL COMPAT] BILE WITH THE ADHESIVE DEFINED IN 2d. PAINT ON OUTSIDE SURFACE OF METAL SKIN SHALL BE POLYESTER AS SPECIFIED IN THE QUALITY CONTROL SYSTEMS MANUAL. b) EXTERIOR FACING MATERIAL SHALL BE ALUMINUM CONFORMING TO THE REQUIREMENTS FOR 3105-H254 ALLOY ANO TEMPER. THICKNESS OF SKIN SHALL BE AS SHOWN IN THE APPROPRIATEALLOWABLE SPAN TABLE THE UNEXPOSED SIDE OF THE EXTERIOR METAL SKIN SHALL HAVE A PIONDING MATERIAL CON.PATIBLE MTH THE ADHESIVE DEFINED IN 2d. PAINT ON OUTSIDE SURFACE OF METAL SKIN SHALL BE POLYESTER AS SPECIFIED IN THE QUALTTY CONTROL SYSTEMS MANUAL. c) THE FOAM CORE SHALL BE AS DEFINED BELOW AND HAVING ANOMINAL DENSITY AS SHOWN IN THE ALLOWABLE SPAN TABLE NOMINAL THICKNESS B \� (SEEALLOWABLE \ \ SPAN TABLE) S I M \ 1) PREFORMED EXPANDED POLYSTYRENE BOARD (EPS), AS MANUFACTURED BY FAN BEAM ONE OF SEVERAL RECOGNIZED MANUFACTURERS SPECIFIED IN THE QUALITY (OPTIONAL ON 4'-W SYSTEMS MANUAL THE FOAM SHALL MEET THE REQUIREMENTS FOR CLASS A WIDE PANEL) MATERIAL PER SECTION B03A.1 OF THE 2013 CBC. THE FOAM PLASTIC IS CLASSIFIED A8 TYPE IX FOAM IN ACCORDANCE WITH ASTM C578. r d) THE COMPONENTS ARE BONDED TOGETHER BYAN ADHESIVE DESIGNATED AS EITHER MORAD M-550 SERIES, A PROPRIETARYADHESIVE MANUFACTURED BY ROM MAND HAAS COMPANY, AND RECOGNIZED UNDER ]CC ES ESR•1023.OR ISOGRIP SP5050D, A PROPRIETARY ADHESIVE MANUFACTURED BY ASHLANO SPECL4LTY CHEMICAL COMPANY AND RECOGNIZED UNDER ICI ES ESR-1140. THE ADHESIVE IS A CLASS 2, TYPE 11, STRUCTURAL ADHESIVE, UNDER ICI ES AC05. 3) THE MANUFACTURER OF ANY COMPONENT CITED IN ITEM 2 ABOVE SHALL PROVIDE CERTIFICATION WITH EACH SHIPMENT THAT ALL COMPONENTS PROVIDED WITHIN THE SHIPMENT CONFORM TO THE APPLICABLE SPECIFICATION(S) ANWOR DEFINITION(S) OUTLINED ABOVE. 4) THE MAXIMUM ALLOWABLE SPAN, FORA GIVEN APPLIED LOAD SHALL NOT EXCEED THE SPAN PROVIDED IN THE ALLOWABLE SPAN TABLE FOR SAID LOAD. EXTRAPOLATION OF THE INFORMATION PROVIDED IN THE ALLOWABLE SPAN TABLE IS NOT PERMITTED. ADHESIVE (NOTE 2d) FOAM CORE -� (NOTE 2c) Q LL. EXTERIOR FACE (NOTE 2b) 0 z I - ADHESIVE INTERIOR FACE U< (NOTE 2d) (NOTE 2a) Z LENGTH (SEE ALLOWABLE < SPAN TABLE) PANEL INTERIOR DETAIL A NTS A INSIGNIA HCD/CALIF TYPICAL ROOF PANEL Mrs I�.080 eurcL 5) PANELS SHALL BE CONTINUOUS IN THE DIRECTION OF SPAN WITH NO TRANSVERSE JOINTS. ALUM 6063-T5 6) THE SUPPORT AND STRUCTURAL ATTACHMENT OF THE SUBJECT PANELS SHALL BE SUBSTANTIATED BY ETTHERAPPROVEO EVALUATION REPORT PLANS OR STRUCTURAL PLANS £ APPROVED BYTHE GOVERNING JURISDICTION. THE GOVERNING JURISDICTION SHALL -'+-� 0 �- - 0 0934 CONFIRM THAT SAID PLANS ARE INTENDED FOR USE WITH THE DESIRED PANEL LOADS AND •�/ SPANS FOR EACH SPECIFIC PROJECT. '' b"w•� °''S r ` 1.5000 0.0800 n Lea vA. oa•r . RO.0200 7) ALLPANEL EDGES SHALL BE SHIELDED IN ALUMINUM SECTIONS. ALL INTERFACES BETWEEN e? e: 0,08�d THE ALUMINUM SECTIONS AND PANEL SHALL BE CAULKED WITH APPROPRIATE SEALANT. ••eeve'•o o`•e L ANIZED a '" R0.0200 8) METAL PANEL FASTENERS SHALL BE STAINLESS STEEL ORALUMINIZED, }10T-O]P GA V �_� ..e• . a a� 3 5000 OR ELECTROGALVANIZED STEEL. 9) AN IDENTIFICATION DECAL WITH DEPARTMENT OF HOUSING INSIGNIA AND MANUFACTURER'S IDENTIFICATION NUMBER SHALL BE LOCATED AT ONE END OF EACH PANEL 10) FASTENERS SHALL BE #14 SELF -TAPPING SMS, AND 1' D.R., SEAL WASHER WITH NEOPRENE INSERT. THE FASTENER LENGTH WILL BE i' LONGER THAN THE PANEL WIDTH. ALLOY AND MINIMUM THICKNESS OF HEADERSHALL BE 6063-176 AND 0.062INCHES RESPECTIVELY. FAN. BEAM DETAIL 11) STRUCTURES INCLUDED WITHIN THIS PACKAGE SHALL NOT BE ATTACHED TO -SINGLE COAT' NITS STUCCO SYSTEMS. 12) SNOW LOADS PRESENTED WITHIN THESE PLANS ARE'EQUIVALENT" UNIFORM SNOW LOADS. CONSIDERATION SHALL BE GIVEN TO SITE SPECIFIC CONDITIONS INCLUDING, BUT NOT LIMITED TO, DRIFTING AND.SLID]NG SNOW. 13) PLANS ARE CONSIDERED NULL AND VOID IF THEY DO NOT CONTAIN ORIGINAL SEALAND Q�f SIGNATURE (IN BLUE INK) BY THE ENGINEER OF RECORD (EOR) OR THE FACTORY BUILT cU49 [ HOUSING APPROVAL STAMP. y� 14) PLANS HAVE BEEN TESTED IN ACCORDANCE WITH ASTM E108 AND HAVE BEEN DETERMINED w TO MEET THE CONDITIONS OF ACCEPTANCE FORA'CLASS B' RATING. e, 15) UNLESS OTHERWISE NOTED THE SCOPE OF THIS DRAWING PACKAGE IS LIMITED TO THE lP T STRUCTURAL ASPECTS OF THE SUBJECT PANELS. NONSTRUCTURAL REQUIREMENTS, s �q G r¢ INCLUDING FIRE SAFETY PROVISIONS, OF THE GOVERNING CODE AND LOCAL JURISDICTION SHALL BE ADDRESSED BY THE MANUFACTURER AND/OR CONTRACTOR. AP() 2 '15 r 16) CONSIDERATION HAS BEEN GIVEN TO BE TO THE ADDITION OF ONE (1) CEILING FAN PER 4' WIDE PANEL WITH A MAXIMUM FAN WEIGHT OF 5O POUNDS. THEREFORE, THE ALLOWABLE LOADS PROVIDED ABOVE ARE IN ADDITION TO THE WEIGHT OF THE CEILING FAN. VISIT WWW.TJCAA.COM/LINKS.HTML TO CONFIRM LATEST REVISION OF PLANS HAS BEEN SUBMITTED. PLAN # IS: 807008 CA-LRP-3220 EXTERIOR SKIN amp INTERIOR SKIN U z P Lij o U 01? O w N [o OO o o z pui = Q {� w co U N r d z Iii o z W z ¢qq = !X 0- N o c+t U a Q LL O Q O co o f- n o N LLI z ~ o o 6O _g U PANEL EDGE DETAIL B NTS ac >111 �m v c °-vm d L •� �0s�I= oio E y4rZ�`gp��C7 i W. Crm 1 r C 0 e 7i v, ° G)= 4 c LU ;- o to T N O C y�20012Q00- Q �0.a= � ��Fig r� ° ��c'E8LR� Ei 'U CL} mw Q� 5Q N •L' © 00— F"- cl b w 'o 6 � m( .H f; — it i6 m 0�p m e', uj E IOrUtic-_ 0iS1 W o- >c a22o ny Q a wa !��r;$ni°c Q C- W N FES T LEO 3107 -12 31 15 Pn co IV �F CA1 0 z 0 Q z 0 LL 0 W J m U_ .J a a. Q 0 z 0 ix IZ CL Q (10I➢ IFkT WET SIGNED DOCUMENT HAS NET SIGNED NTH BLUE INK I EMBOSSED CORPORATE SEAL _ Allowable Span Table and U lift Fastener S acin (i)(I)ts) NOTES. } 3,0 inch - 0.032" - 2 Opcf EPS - 0.032" Ashland or Rohm and Haas Adhesive - WITHOUT FAN BEAM INSERT (i) ROOF PANELS ARE INTENDED FOR USE 1lTTH A PATIO ENCLOSURE AS DEFINED =T A lied Pressure fatn Loading Type Minimum Panel IN APPENDIX CHAPTER I OFTHE 2012 DR 2009 INTERNATIONAL BUILDING CODES, APPENDIX CHAPTER H OF U 10 psf 15 psf 20 psf 25 psf 30 psf 35 45 psf 50 psf 55 psf Slope (Per Foot oFPro ection Lay THE 2012 OR 2009 INTERNATIONAL RESII7ENTLAL CODES, APPENDIX CHAPTER I OF THE 2013 CALIFORN A BUILDING CODE AND APPENDIX CHAPTER H OF THE 2013 CALIFORNIA RESIDENTIAL CODE L¢L z Live 18'-0" 13'-4" Z W —_Wind {Upward} 19'-9" 16'-4" 14'-1" 12'-7" ;;'-4" 9'- 3/8" / foot 7`-6" 5'-9" n/a -THE APPi3ED PRESSURE FOR DFSiGN (COLUMN HEADINGS) SHOWN IN THE TABLE 0 0 U (Downward) 18'-0" 15' 3" 13'-4" 12'-0" 10'-7" 9'• _b'-1" 7`-2" 5'-5" 5'-10" n/a IS ANRRFi "EQUIVALENT' t1NIFORII lAAO. CO1115iDERATIDN sNALL BE GIVEN 7C} LORD COMBINATIONS }- HWind O %Snow 12'-8" 11'-5" 10' 4" 9'-7'-2" 6`-5" 5`-10" PRESENTED IN THE CODE AND SITE SPECIFIC CONDITIONS SUCH AS pRIFT)NG AND SLIDING U d p Q112" font SNOW. AFTER DETERMINATION OF THE APPLIED PRESSURE, THIF ALLOWABLE PANEL SPAN IS OLL SpadngI3j ""7" 5" DEFERMINEQ FOR EACH LOAD TYPE USING THE GREATEST CALCULATED PRESSURE FOR ALL LOAD ZFastener for Uplift Wind Loads 5" 4 3" 3„ , 3 COMBINATIONS WHICH INCLUDE THE SPECIFIC LOAD TYPE. Till$ PROCESS IS REPEATED FOR ��- Z O z E,4CH OF THE FOUR (4) LOAD TYPES. THE MINI MLIM ALLOWABLE SPAN CALCULATED FOR EACH OF Q : m W o THE 4 LOAD TYPES SHALL BE THE "ALLOWABLE SPAN' USED FOR THE PROPOSED APPLICATTON. 2 1 U a ` Allowable S an Table and U P Ilk Fastener 5 acin (I){��«#� (a) UNLESS OTHERWISE NOTED, THE MAXIMUM EAVE PROIECTION OFTHE ROOF SYSTEM IS 24-INCHES. 4.25 Inch - 0.032" - 2.O cf EPS - 0.032" Ashland or Rohm and haas Adhesive - WITHOUT FAN BEAM INSERT Applied Pressure for De n (2) PANEL SPANS ARE BASED ON A MAXIMUM TEMPERATURE DIFFERENTIAL BETWEEN THE TWO PANEL Loading Type Minimum Panel SKINS OF 10 DEG[tEEs FAHRENHEIT. 14 psf 15 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf Slope (Per Foot Prolection I+l (3) FASTENERS SHALL BE 414 SMS WITH i-W O.D. PLATE WASHER Live 22'-11" 1W-3" of AND NEOPRENE INSERT. LENGTH DF FASTENER SHALL BE AT LEAST I INCH LONGER THAN ROOF PAN ELT HICKNESS. Wind (Upward} 23'-0° 21'-5" 19'-2" 17'-6° 16'-4" 15' 4" 14'-6° IT-10' 13'-3" 3/$° / foot ALLOY AND MINIMUM THICKNESS OF HEADER SNAIL BE 5053-TG AND O.DI12 INCHES RE SPECI7VELY. Wind (Downward) 22'-11" 20'-1' 18'-3" 16'-10' 15'-9" 14'41° 14'-2" 13'-6' 13'-0' 12'-9" n a (4) + MINIMUM PANEL SLOPES ARE BASED ON PANEL DEFLECTION ONLY, INCREASED 12'-6" n/a Snow 17'-7' 16'-3" 15'-3' 14'-5" 13'-7" 12'-10' I 12'-2" 1i'-8" 1/2° foot SLOPES WILL BE REQUIRED WHERE PANEL_ ACCESSORIES, SUCH AS MULLIONS OR FL MING , CAN INCREASE (3) PONDING CAUSED BY IRREGULARITIES IN THE WATER PLOW PATH, Fastener Spadng for Uplift Wind Loads 1©" 7" S. 5" 4" 3" 3" 3" 3 „ 2', (5) WHEN PANELS WrMOUTAN INTERNAL FAN 8EAM ARE SUBIECT70 KMNTENANCE LOADS (AS DEFINED IN THE CODE), MAXIMUM SPAN SHALL BE LIMITED TO 22'-4" FOR THE 3-INCH AND 2T-0- F40R THE 4.25-1NCH OR THAT INDICATED IN THE SPAN TAIM-E, WHICHEVER IS LESS. WHEN PANELS WITH AN INTERNAL FAN 8EAM ARE SUBIECTTO MAINTENANCE LOADS (AS Allowable Span Table and Uplift Fastener S aeln {i)[x)[s) 4.2 INED IN INCH THE CODE), MAMM M THEM SHALL 8E LIMITED TO 23'-0" FOR THE 3-iNCHAND PAN TABLE, WHICHEVER IS LESS. 3.0 inch - D.D32" - 2.0 f EPS - 0.032" Ashland or Rohm and Haas Adhesive - WITH FAN BEAM INSERT Loading Type Applied Pressure for Design Minimum Panel (6) THICKER PANEL_ CONFIGURATIONS ARE ALLOWED, PROVID THEY ARE L�1�11�}1CiTI�LED 1Y THE SAME COMPONENTS, AND THE ABOVE SPAN LIMITATION FOLL0IN� 10 psf 15 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf Slope (Per Foot 4E �APOLATI N TO LONGER SPANS IS PROHIBITED, Five 19'-10" 15`-e" of Pra"ection c+1} 318"foot Q fh W1nd�Llp�vard) 21` -2" 18' 0" 16'-0" 14`-8" 13'-8" 12'-9" 12'-1" 11'-6" li'-0" 10`-7" 4 Dui o .0 z Wand (Downward) 19'-10" 17'-4" 15' 8" 14'-5" 13`-6"10`-6" hla n o O Snow 14'-11" i3'-9" 12'-ii" 12'-2" 11'•6" S1'-0" 10'-b" SO'-2" n/a 1I2" 'i' 0 C 3 tl5 Q Fastener Spadng J31 9" 7" „ foot w ++ �7 m •- y S N •- !~ 'C Sr t6 G .n ;v - . f] for Uplift Wind Loads 5" 4" 4 3" 3 3 „ 2" 2" Gi 4f p o G —% Loading Type Live Wind (Upward) Wind (Downward) — 2.0 �, '- f� tI. (l)(1)(s) & (6) 07 [G 4 � T rG6 N 1— Allowable Span Table and lJ lift Fastener S acin W ar G}= fl 0, c 4.25 inch - O.D32"- 2.0 cf EPS - 0,032" Ashland or Rohm and Haas Adhesive - WITH FAN BEAM INSERT W M F m m d p � � � W A led Pressure for Desi n > M d1 ` ,� a n N Z � Gj 10 psf 15 psf 20 psf 25 psf 23'-0° 19'-3" 23'-0' 22`--5" 20'-0' 18`-4" 23'-0" 21'-3" 19'-3" 17`-9" Fastener Spadng (3) 4" 4^ for Uplift Wind Loads 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf 14'-4' IT-9" 13'-2" i6'-7' 15' S° 14'-6" i3'-8° 13'-0" 12`-5' 14'-10" 13'-9' 12'-11° 12r-3' 11'-7" 3„ 3" 2„ 2„ 2„ 2„ Minimum Panel Slope (Per Foot E > ,-.,, LO] q p :3 of Pro ectl0n (i} !Z r.. a of fa . ' 4 3/8" / foot n/a Zy a �. } M C1C E t o � - 0. 0. n/a +c a �" . a a I2° foot �°0 �V wE% -m re V 0 C mtQcciv—��, O O z �- co M > a W t 0 - U.0 O ICI CL Q r " - a 6AC a.° x Zd Q f]t: m L LU C 3: W ❑ CL LU �,�❑ { S 10 CA `�'vc C= flf £5 .res-12131:2015 * W L� 5 5 3307 M s7• �f.JC11] ?� I w APR 3 'is OF CAG�FO LL- o `f RIIrn lE��'a4 VISIT WWW.TJCAA.COM/LINKS.HTML TO CONFIRM LATEST REVISION OF PLANS HAS BEEN SUBMITTED. PLAN # IS; 807008 CA-LRP-3220 VOID IF NOT WET SIGNED Wrw BLUE INK LL o 0 O F- Cr C 0ULI N 0 o -J .r o i V z < O <`l to C) m w m to z Y 6% U OO IT IT pQF r 0 WET SIGNED DOCUMENT HAS EMBOSSED CORPORATE SEAL n