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BPAT2016-004978-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 J Application Number: Property Address: APN: Application Description: Property Zoning: Application Valuation: Applicant: LIFETIME PATIOS P 0 BOX 5806 LA QUINTA, CA 92248 BPAT2016-0049 51825 AVENIDA DIAZ 773155015 COURTNEY / PATIO COVER $2,214.00 COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: B icense No.: 770843 n iD Contractof: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_J 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 VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Owner: ALISON JASKOLSKI 51825 AVENIDA DIAZ LA QUINTA, CA 92253 Contractor: LIFETIME PATIOS P 0 BOX 5806 LA QUINTA, CA 92248 (760)772-0013 Llc. No.: 770843 Date: 6/6/2016 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance ofthpetork for which this permit is issued. have and will maintain workers' compensation insurance, as required by Section 3 0 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: (o Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR'IN SECTION 3706 OF THE LABOFf 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. D to e.�'/�X/C, Signature (Applicant or Agen �izn c_ Ire 0 c oZ d o v D a rn m 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 ofthpetork for which this permit is issued. have and will maintain workers' compensation insurance, as required by Section 3 0 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: (o Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR'IN SECTION 3706 OF THE LABOFf 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. D to e.�'/�X/C, Signature (Applicant or Agen FINANCIAL INFORMATION DESCRIPTION ACCOUNT' QTY AMOUNT PAID .PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 PAID BY METHOD RECEIPT # CHECK It CLTD BY Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $0.00 DESCRIPTION ACCOUNT QTY. AMOUNT PAID PAID DATE. PATIO COVER, STD, OPEN 101-0000-42404 0 $97.17 $0.00 PAID BY METHOD RECEIPT # CHECK If CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PATIO COVER, STD, OPEN PC 101-0000-42600 0 $95.72 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $0.50 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00 TOTALS:0• Description: COURTNEY/ PATIO COVER CONDITIONS Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: APPROVED Applied: 6/6/2016 SKH ENGINEERED - OPEN Approved: 6/6/2016 SKH Parcel No: 773155015 Site Address: 51825 AVENIDA DIAZ LA QUINTA,CA 92253 Subdivision: SANTA CARMELITA VALE LA QUINTA Block: 32 Lot: 3 Issued: UNIT 2 CITY STATE Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $2,214.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 CA Details:. 246SQ FT OPEN LATTICE PATIO COVER AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING CODES: LIFETIMEPATIOS@AOL. COM CHRONOLOGY CONDITIONS CONTACTS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT LIFETIME PATIOS P 0 BOX 5806 LA QUINTA CA 92248 LIFETIMEPATIOS@AOL. COM CONTRACTOR LIFETIME PATIOS P 0 BOX 5806 LA QUINTA CA 92248 LIFETIMEPATIOS@AOL. COM OWNER ALISON JASKOLSKI 51825 AVENIDA DIAZ LA QUINTA CA 92253 Printed: Monday, June 06, 2016 3:52:31 PM 1 of 2 • sysrcMs INSPECTIONS BOND INFORMATION Printed: Monday, June 06, 2016 3:52:31 PM 2 of 2. CJ SYS TEiMS CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $0.00 BSA: PATIO COVER, STD, 101-0000-42404 0 $97.17 $0.00 OPEN PATIO COVER, STD, 101-0000-42600 0 $95.72 $0.00 OPEN PC Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00 SMI - RESIDENTIAL 101-0000-20308 0 $0.50 $0.00 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00 TOTALS:94 00 INSPECTIONS BOND INFORMATION Printed: Monday, June 06, 2016 3:52:31 PM 2 of 2. CJ SYS TEiMS Bin # • . * Cij'�/ of La Uinta City Building U'Safety Division P.O. Box-1 504, 78-495 Calle Tampico r La Quinta, -CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # Project Address: •. - -VfA- A: P. Number: Owner's Name: • I 1A �- e Address: 51 e:2-5 e, a , Z,. Legal Description: City, ST, Zip: u i y)" f " q as 53 Contractor. /FE%/ILfE /9 % f O.� Address-.�� lJOX v 004 Telephone: Project Description: �rrw�•to �} ,,ii City, ST, zip: IA avlkW eA 7 Teleph i= � " 77 ;3. ' e 61— Ia ! -rice. . 1 0 e.0 V0- ''LLJQ State Lic. # : 13 "77og T. City Lic. #: Arch., Engr., Designer: Address: City, ST, Zip: - Telephone: r ., Construction Type: Occupancy: State Lic. #: Project type (circle one): New Add'n . Alter Repair Demo Name of Contact Person: V e f - Sq. Ft: %.�- (0 # Stories: #Units: Telephone # of Contact Person: 760�(9$ `I 70Z) Estimated Value of Project-ta 'APPLICANT: DO NOT WRITE BELOW THIS UNE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Coles. Reviewed, ready for corrections Plan Check Deposit Trans Cates. Called Contact Person Plan Check Balance P Energy Coles. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan' V Revieyv, ready for correctionsfissue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. 11.0A Approval Plans resubmittedGra ding INHOUSE:- 3rd Review, ready for correctionsfissue Developer Impact Fee Planni .g Approval Called Contact Person AJ.P,P, Pub. Wks.'Appr Date of permit issue School Fees Total Permit Fees r'' PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. 1 . GENERAL NOTES: DESIGN REQUIREMENTS: WIND SPEED CONVERSION TABLE:. GOVERNING CODES: - - RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE' IBC APPENDIX CHAPTER I. 2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND ROOF LIVE ANO SNOW LOADS: 10, 20; 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES LEVEL 25, 30,40 & 50 psf) 1 -- - ° AND THE 2015 ALUMINUM DESIGN MANUAL -ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN COMMERCIAL APPLICATIONS - CBC AND 1& 0, CHAPTER 16. ACCORDANCE WITH 201212015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION ROOF LIVE AND SNOW LOADS: 20,25'? 30,40 & 50 psf. (SNOW LOADS AT GROUND LEVEL AND ACI 318-14 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. 25, 30, 40 & 50 psf) I DRAWING NOTES ADDITIONAL DESIGN REQUIREMENTS: 2. ALL ITEMS PERTAINING TO EACH INSTALLATION FE OF ROOF PANEL HEADER SPAN, COLUMN SIZE, 85 MPH 2 ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. 3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE 2. BASIC WIND SPEEDS: 110,120,130 MPH. EXPOSURES B AND C. MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 3.' OCCUPANCY CLASSIFICATION AND RI::K CATEGORY: 11, 11. 4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE 4. SEISMIC BASE SHEAR: 17 POUNDS PEff LINEAR FOOT PER WIDTH OF COVER. NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE 5. SEISMIC DESIGN PARAMETERS: - -- - - - --AND-DIRECT-THE WORK AND-SHAL-L-BE-SOL-EL-Y-RESPONSIBLE-FOR-AL-L-CONSTRUCTION-MEANS; METHODS, -SITE-CLASS. o TECHNIQUES, SEQUENCES AND PROCEDURES. SEISMIC DESIGN CATEGORY: D 5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE MAPPED SPECTRAL RESPONSE COEFFICIENTS: S6= 1.50, S, = 0.6, S. = 1.0, Sa 0.50 AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT: THERE RESPONSE MODIFICATION FACTOR, 8:1.25 SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED 6. DESIGN ASSUMPTIONS: ' i CHANGE ORDER. A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' 6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' 3 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM; NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10' 8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 r 1/2 INCHES THICK AND IS'LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. CBC / IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED 110 MPH 85 MPH 120 MPH 93 MPH 130 MPH 101 MPH SEE CONVERSION METHOD, THIS PAGE, FOR APPLICATION AND USE. SITE ADDRESS: 9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: WIND SPEED 8 EXPOSURE: EXISTING OR NEW CONRETE SLABS. , ,1 10. 20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY ° CARPORTS. - THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED ROOF / SNOW LOAD: 11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. EVALUATION REPORT AT A MINIMUM SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE DESIGN CONSIDERATIONS: 11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT. 12. MINIMUM COVER PROJECTION IS 10'. 4 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG. 14. COVERS ARE DESIGNATED -RIDGED BUILDINGS- AS DEFINED IN ASCE/SEI 7. 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS. RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7. 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES,. IN ACCORDANCE WITH ASCE/SE17, ° 17. -THE RATIO (H/P); COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL:NOT EXCEED ONE (1).', _ - 18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVE_ R PROJECTION OR WIDTH (P, FT), SHALL NOT BE LESS THAN ONE (1). MATERIAL SPECIFICATIONS: 5 19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER ° TABLE 1806.2 AND SECTION 1806.3.4. 23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. 24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. 6 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976 OR APPROVED EQUAL. 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF). 28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2, ° EXCEPTION 2. THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND SPEED BY 0.6 EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SHALL BE BASED ON 85 MPH =110 MPH. -- - 0.6 - WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: A. TITLE SHEET AND GENERAL NOTES. B. STRUCTURAL CONFIGURATION (i.e.. SOUD OR LATTICE ROOF, FREESTANDING OR ATTACHED). C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE STRUCTURAL SITE-SPECIFIC DESIGN LOADS. } E. APPROPRIATE STRUCTURAL DETAILS. 1 F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING ENGINEERING FIRM JURISDICTION. 1 SH EET. I N DEX : 7o ff /NEER/NG SHEET # SHEET TITLE / DESCRIPTION STRUCTURAL ENGINEERING ' 26030 ACERO SUITE 200 PHONE: (949) 305.1150 T-0 ................... TITLE SHEET; DESIGN LOADS, GENERAL NOTES MISSION VIEJO, CA 92691 FAX: (949) 305-1420 SH -1 .............SOLID PANEL : TRUCTURES STRUCTURAL ENGINEER. SH-2.............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN ILROSEPINK,SE588S SH -3 .............PANEL SPANS TRI -V, W -PANEL &FLAT PAN POINT OF CONTACT: ANTHONY TRAN SH -4 ............MINIMUM FASTENERS ��® SH - 5-6 .........RAFTER SPAN -3 FOR OPEN LATTICE COMMERCIAL & PATIOS SH -7 ............HEADER BEAM, TYPES, COLUMN / POST TYPES SH = 8 ............EXISTING EAV_ CONNECTION DETAILS JUN O 6 2016 SH -9 ............HANGER CHAP.INELS AND MOUNTING BRACKETS SH - 10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH -11 ..........LATERAL FORt:E RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS CITY OF LA QUINTA SH - 12 ..........BEAM TO POSE: & LATTICE TUBE TO RAFTER CONNECTION DETAILS COMMUNITY DEVELOPMENT SH - 13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH - 14 ..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS SH - 15-17 .....SOLID COVERS ATTACHED,& FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 18-20 .....SOLID COVER. ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.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 COVgRS 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 Cil BUl DA 2 _ 04 W o N CO U) Z LLJ rn m 2 C/) 0 uW>- QZZLo O U) O co CV ai Q�ygFESS I( S5885. OF ct.\F� 03-09-16 DURALUM IAPMO 0195 AWAPPROVAL OF IA QUI QA SAFE- T Y DE T. 0 V't= C0 STRUCTI N BY REVISIONS P10111 GATE OESCRD'fl°N 4 STEL JOB R 16.1071 DATE 03.0316 DRAWN BY AT CHECKED - - -- - - 'GM TITLE SHEET, DESIGN LOADS, GENERALNOTES T-0 0 OF 50 SHEETS ° ° o v e o r o v o n SOLID PANEL STRUCTURES - ROOF ATTACHMENT OVERHANG, ATTACHMENT LF OR WOOD, OR SEE DETAIL A, B & C, LF ROOF PANEL SEE TABLES SEE DETAIL A, B & C, NGTy CONCRETE ROOF PANEL SEE TABLES SHEET 8 NGT// ° SHEET 4 FOR ROOF SHEET 8 ANO SI /ALATTACHMENT TOLOF STRUCTU WALL SEE SHEET 4 FOR ROOF ANO S/yAQ NL ATTACHMENT TO S7.RUCTU PANEL HANGERN& BEAM. TNF PRO ECT nSS TV ES SHEET 8 PAN SUPPORTING HANGER &BEAM MIN. 0.25" SLOPE PER FT. THE pR p ICC � T� /ES O. . SPAN O. 2 "O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEED 25% OF ROOF PANEL OF ROOF PANEL ALLOWABLE SPAN ALLOWABLE SPAN SEE DETAIL 11, SHEET 12� B SEE DETAIL 11, SHEET 12� FOR MANDATOR 61GE. FOR MANDATORY SP !GF=. B ° NO BEAM SPLICE AT PoSTSp / BEAM - SEE TABLES NO BEAM SPLICE AT OSTs P / EXTERIOR POSTS. SEE Tqe C/NG = EXTERIOR POSTS. SFF Tg13L C//yG FOR POST SPACING LFS ES POSTS, SIZE VARIES 0N./y0T POSTS, SIZE VARIES FXC NOT TO SEE SHT. 11 FOR MINIMUM 25% OF TO FkC i.i SEE SHT. 11 FOR MINIMUM OF EE025j 3 NUMBER OF REQUIRED COLUMNS BEAMq� FO NUMBER OF REQUIRED COLUMNS q� B"1 LOwAeLE SPAN OwABLF SP Iq 3 1/2" SLAB ATTACHMENT 3 1/2" SLAB ATTACHMENT v MAY BE USED NOTE: NO SPLICE AT EX IOR POSTS MAY BE USED WHERE PERMITTED. WHERE PERMITTED. SEE TABLES SEE TABLES NOTE: EACH COMPONENT IS INTER- NOTE: EACH COMPONENT IS INTER - FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER CHANGEABLE WITH ANY OTHER REQUIRED 4 COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE SEE TABLES SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION v 5 ROOF PANEL SEE TABLES SHEET 4 FOR ROOF PANEL LENGTH OF ROOF PANEL SEE TABLES LENGTH OF ATTACHMENT TO STRUCTU SHEET 4 FOR ROOF PANEL MIN. 0.25" SLOPE STRUCTU SUPPORTING BEAM. 0. RE Vq/�IES ATTACHMENT TO PER FT O.H RE VARIES SUPPORTING BEAM. ° O.H SPAN O.H SPA "O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEED 25% SppN OF ROOF PANEL OF ROOF PANEL ALLOWABLE SPAN ALLOWABLE SPAN J� 6 SEE DETAIL 11, SHEET 12 ✓ e SEE DETAIL 11, SHEET 12✓ e FOR MANDATORY SPLICE. SE M SPAN BEAM -SEE TABLES FOR MANDATORY SPLICE. p0 SPAN/ BEAM -SEE TABLES NO BEAM SPLICE AT ST Sp / NO BEAM SPLICE AT ST SP EXTERIOR POSTS. SFE TgB�FS NG FOR POST SPACING = EXTERIOR POSTS. SEE TABLES NG FOR POST SPACING ° POSTS, SIZE VARIES NOT j• POSTS, SIZE VARIES O -H' NOTT�II O OFB o SOK. Ow MAY BE USED ABLE SPAN MAY BE USED AB�FSp TO CONSTRAIN TO CONSTRAIN `W 7 FOOTING, SEE FOOTING, SEE TABLES TABLES FOOTINGS _-_ . _ _. - FOOTINGS ° SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. 8 TYPE "C' FREESTANDING W/ CANTILEVER OPTION ROOF OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION 2 r --- - -----W N co Ln --- W Pimm �--Qrn Z co W p Q � W LL uw>- Z t� O co U) Lfj � O N CD O Q�FESS I( 4 yl S58 5 �d OF 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARC DATE DESCRIPTION 4 STEL JOB 9 16.1071 DATE 03.0316 DRAWN BY AT - -CHECKED - - -- - - - GM SOLID PANEL STRUCTURES SH - 1 1 OF 50 SHEETS A t1 V 0 U 0 [ r o to o h o I J - -1- -4 - OPEN LATTICE STRUCTURES CO W N N O RAFTER, SEE TABLES L.0 m M Q WALL LEDGER ORROOF OVERHANG, LEDGER OR O/ SEE DETAIL ,B & CWALL Iva ROOF OVERHANG, MAX O.H. O.H. SEE DETAIL A,B & C, M 25% OF RAFTERW SHEET 8. SHEET B. c w q4?Sq i D ALLOWABLE o RAFTER, SEE TABLE Q Z L() O r' z �S 25% OF RAFTER O.H. O.H o U) o OcA01,Fa,. SPAN N M qp/Nc 0-) ° DETAIL 11, SHEET 12 . ,��G�OG• NO BEAM SPLICE AT - f :, - EXTERIOR POSTS �'�O6 01,I Mq r �?gg55 = O LENGTH OF STRUCTURE VARIES G = MANDATORY BEAM SPICE - SEE DETAIL 11• SHEET 12 POST, WITH SIDE PLATE S NO BEAM SPLICE AT 3 @ SEE. SHT. 11 FOR MINIM M EXTERIOR POSTS O� qr 0 S5885 OS p Sp NUMBER OF REQUI S T vY COLUMNS FFTq@� crNG LENGTH OF STRUCTURE VARIES yG I�fII4lUl t F M t ^ FS 6 t' @ 3 1/2' SLAB ATTACHMENT MAY BE USED WHERE OST"'Sp p @ POST WITH. SIDE L TES { : OST Sp SEE, SHT. 11 FOR MINIMUM ° NOTE: EACH COMPONENT IS INTER- SF Spq �V� PERMITTED. FTq@CC/yc SEE TABLES S Sp 9N i FFT qp/N� NUMBER OF REQUIRED q@SFS OF CAL �Fpe CHANGEABLE WITH ANY OTHER. h FS G COLUMNS COMPONTENT UNLESS OTHERWISE SHOWN. -FOOTING WHERE REQUIRED, SEE TABLES NOTE: EACH COMPONENT IS INTER- a s sp 3 1/z• SLAB ATTACHMENT 03 -1 - NOTE: THIS OPEN LAT TICE STRUCTURE CHANGEABLE WITH ANY OTHER SF Spq aVF MAY BE USED WHERE FTq@�FSG MAY NOT BE COVERED. COMPONTENT UNLESS OTHERWISE SHOWN. 4 SEE TABLES NOTE: THIS OPEN LATTICE -TYPE STRUCTURE - MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES D U RALU M TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE IAPMO 0195 AHJ APPROVAL 5 RAFTER, SEE TABLE FOR SIZE AND SPACING MAX O.H. ?S% M 25% OF RAFTER O.H OFA 9 �OWSPAN RAFTER, SEE TABLE FOR SIZE AND SPACING ° k O QSTSp FRyq MAX O.H. O.H qC/NCO' 25 OF ALLOWABLE ?S.t'- a ° G 0_ SPAN Q'�a pIlF q OST 2 p/ygNc qC/hG 6 REVISIONS U' Wxanc DATE DESCR IVN �6p. 2q g 3 p O M N= 2 ° LENGTH OF STRUCTURE VARIES `'1C �,� BOG• 2 MANDATORY BEAM SPICE - SEE O�6 4 M �3 p�.q,� NO BEAM SPLICE AT OST CROSSSECTI LENGTH OF STRUCTURE VARIES G EXTERIOR POSTS °OS SEE POST DETAI SFF T Sp MVI �I Y 4 STEL JOB # 16.1071 MANDATORY BEAM SPICE -SEE T��S 994E 7 NC 31/2' SLAB DETAIL 11, SHEET 12 POST CRp SEE POST DETAIL,SS-SEC NO BEAM SPLICE AT O MAYBE USED S T FF pglE D3-0316 g PONENT IS ER EXTERIOR POSTS Sp EACH TH STSo REEN T�<FS �G } CHANGEABLE WINOTE: ANY OTHER sF FOOTING, 3 1/2• SLAB FT qCj DRAWN BY AT TABLES MAY BE USED COMPONTENT UNLESS OTHERWISE SHOWN.. . _ _ _. _ _ _ 9@� NO. _. __ _ .. r _ ._. _ _ _ _ _ _ p _ - - - TO CONSTRAIN - FS NOTE: EACH COMPONENT IS INTER- QS SEE 6 . a - - --- - CHECKED GM ° NOTE: MAY NOT BE OVERED. OPEN STRUCTURE CHANGEABLE WITH ANY OTHER SFFTge qC/N I TABLESG, FOOTING SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. SFS c '� NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES OPEN LATTICE MAY NOT BE COVERED. STRUCTURES 6. TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE 1 • a SH -2 _ . 2 OF 50 SHEETS 0 2 u o t o r u m a a SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. 6 & C 24" TRI -"V" PAN 1z, 1 12" x 3 1/2" W PANEL 6" / 8" x 2Y2" FLAT PAN R=,117' 09R U.S. .40' .35' 40' .77' .1 5' 180'77' I .67' .67' .40'r .75' .45' T= <SEE TABLE a3' CALL UNMARKED RADII .06R) HEL04) 3. 0' b5, T- (SEE TABLE .70' 25'i.l s• HELDv) 2B2• r•3e'T= (SEE TABLE BELOW)]27- 25, 2 6' �- a• T. o• as• ALUM. ALLOY 3004-H36 OR EQUAL a 6 7 TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVE/SNOW LOAD, psf 20 25 30 40 50 24' TRI -"V" PAN - 0.88 0.83 0.75 0.80 w 0.80 0.65 0.65 24'x2y'xO.024• 0.90 ° LUSL PANELT (IN.) 110 MPH SPAN 120 MPHM12'3'l2'-3' MPH SPAN 11' 6" EXP.8 EXP.0 EXP.B .B EXP.0 13'-9" 10'-3" 10'-3" 10'-3' 13'-9" 10'-3° 15'-7' 15'-r 15'-7° .018 10 9'-0" .032 16'-2° 12 -0" 11-1 ° 11-2• 10'-7" 10'-r 9'-11' 19'-4' 8'-r2° 15'-3" 15'-3" 7'-5' 15'-3" 15'-3" 12'-3" 12'-3" 12'-3" 9'-s' 12'-3" 1 T -r 17'-7' 10 .024 164° 13'-2" 12'-7" 12'-8" 11'-10" 12'-0° 11'-1' 3 12'-1• 10' 4" 9'-9" 9'-9'3" 17'-r 1 T -r 8'-7- 14'-1' .032 14'-3" 14'-3" 14'-3' 14'-3' 14'-3' 14'-3" 10 _2, 10 _2• 15'-0° 10,_2• 12'-8- 12'-," 12'-1' 11'-2" 11'-3" 10'-8' 19'-r 9'-7" 19'-7- 8,4, 8,4, 8,4, 8,4, 8'-4" 8,4, >1'6':;p 8'-6" .018 15'-6' 15' 6" 11' 4" 17'-7• 16' 8• 16'-9" ° 16'-0" 7'-9' 7'-5" 7'-5" T-2° 7'-2" 6'-10' 11,_3" 11,_3" 10'-1• 10'-1" 10'-1" 10'-1" 10'-1" 10'-1° 9-9• 9-3" 20 .024 - 10'-1° 9'-s• 9'-6' - 9'-1• 13'-0" 13'-0' 13'-0' 8'$' 8'4' 8'-5° 8'-1" 8'-1' T-9' .024 032 12'-1" 12'-1° 12'-1• 12'-1" 12'-1• 12'-1" 11'-0° 11'-2" 10'-9' 10'-9' 10'-3' 10'•4" 9' 8" 9'-9' 9'-9" , 4'-8" 4 14'x" 14'-8" 7'-3" 7'-3• 7'-3• 7'-3" T-3" 7'-3• o2a .018 13' 6" 13'-3° _7 ' ,12'4' 124' 11'-T 11,-6" 7'-8° 7'4" 7'=4" 1 T-1' 6'-10" 16'-3" 12'_1• 81_9" 8'-9• 8'-9• 8'-9" 8'-9" 8'-9" 25 .024 14'-7' 14'-7' 13'-8• 14'-1" •. 8'-3° 7'-10" 11•_1" 11 '-1" 11,_1 • 11'_1" 8'-5" 8'-1" 8'-1•' 10'4• 7'-9" 10'-4• 9'-8' 9'-8• 9' 8' '-8" 9'-8•- 9'-8" ° - 9'-3" 9'-5• 032 9'-0" 9'-11' 9'-r ;>9 12'-0" 12'-0' 12'-0" 1.2'-0' 12'-0" - 10'-0" 10'-2• 102• 9'-T - 9'-8" 9'-2' 11'4" 9'-2' 6'-T 6'-7• s'-7• 6'-T 6'-r 6'-r 10'-2" 10'-3" 10'4" .018 13,_2" 13,_2• 13'_2" 13,_2" 13,_2" 13'_2" 11' 4' .032 T-3" 7'-0" 7'-0" 6'-9' 12,_3" 12,_3" 12,_3" 8'-3° 8'-3• 8'-3" 8'_3" 8'_3" 8'-3" 5 30 .024 14,_2" 14,_2" 14,_2" 14,_2" 12'-3" .040 11'-9° 8'-3' 8'-0" 8'-0" 7'-9" T-9" T-5" 9'-3• 14'-2' 13'•7" 13' 8° 10'-0• 10' 6' 10'-6" 10' 6' 032 10' 8" .020(l) 8'-1° � 7'-10" T-6' 9'-10' 9'-6" 9'-6" 9'-1' 9'-2• 8'-10' 8'-6 a 6 7 TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVE/SNOW LOAD, psf 20 25 30 40 50 12'x3Y"x0.020" - - 0.88 0.83 0.75 0.80 24"x2Y2'x0.018 0.85 0.80 0.65 0.65 24'x2y'xO.024• 0.90 0.88 0.70 0.65 24'x2Y"x0.032' 0.90 0.88 - (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 8 ALUM. ALLOY 3004-H36 OR EQUAL LUSL PANELT 110M SPAN 1 120 MPH SPAN 130 MPH SPAN _EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 1-112'-1' (IN.) 11' 6" 9" 13'-9" 13'-9" 13'-9' 13'-9" 13'-9" 13'-9" 15-7" .020(l) 15'-7' 15'-r 15'-7° 15'-7" 10 9'-0" .032 16'-2° 12 -0" 11-1 ° 11-2• 10'-7" 10'-r 9'-11' 19'-4' 19'4" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 9'-6 024 9'-s' 17'-r 1 T-7° 1 T -r 17'-7' 1 T-7' 1 T-7- 164° 13'-2" 12'-7" 12'-8" 11'-10" 12'-0° 11'-1' 10 12'-1• 17'-7"'IT -7" 17'-r 17'-r 1 T -r 17'-r 14'-1' .032 13'4" 10'-10" 10'4" 10'-3' 10'_2, 10'_2• 10 _2, 10 _2• 15'-0° 10,_2• 13'-3' 14'-0' 14'-,' 13'-0" .024 19'-r 9'-7" 19'-7- 19'-7° 19'-r 19'-r 12'-2• .040 8'-9" >1'6':;p 8'-6" T-11° 15'-6' 15' 6" 11' 4" 17'-7• 16' 8• 16'-9" 15'-s' 16'-0" 15'-0• .024 11,_3" 11,_3, 11,_3, 11,_3" 11,_3" 11,_3" 13'-0" 020 (1) 12'x" 10-1' 9$" 9-9• 9-3" 9 5" 8-11" 20 10'-1° 9'-s• 9'-6' T-0• 9'-1• 13'-0" 13'-0' 13'-0' 12'-0' 12'-0• 12'-0• 12'-0° 12' 6" I T 6" .024 10'4" 10'-4' 10'4' 10' 4" 11'-10" .114" 11'-6' 11'-0° 11'-2" 10'-9' 10'-9" 10'-3' 10'4" s'-10" 20 14'-6" , 4'-8" 14'-8" 14'x" 14'-8" 14'-8" 14'-8" 11,_1• .032 1,_1• 111'-0• 1 o2a 13' 6" 13'-3° 12'-9• -. 12'-9' ,12'4' 124' 11'-T 11,-6" 10' 6" 16'-3" 16'-3^ 16'-3• ' 16'-3" 16'-0• 16'-3" 12'_1• .040 .020 - 14'-,' 15'-1" 14'-7' 14'-7' 13'-8• 14'-1" 13'-2- 8'-3° 7'-10" 11•_1" 11 '-1" 11,_1 • 11'_1" 11•_1" 11,_1" 10'4• .020 (1) 10'-4• .024 s'-10" - 9'-3" 9'-5• 8'-11• 9'-0" 9'-11' 9'-r 9'-T 12'-0" 12'-0' 12'-0" 1.2'-0' 12'-0" - 12'-0" 11'•4" .024 11'4• 11'-4" 11'4' 11'4" 9'-2' 9'4° 032 11'-0° 10'-7' 10' 8' 10'-2" 10'-3" 10'4" 25 13,_2" 13,_2• 13'_2" 13,_2" 13,_2" 13'_2" 11' 4' .032 12,_3" 12,_3" 12,_3" 12,_3" 12,_3" 12,_3" 12'-7• 12'-8' 12'-2' 12'-3• 11'-0' 14'_2" 14,_2' 14,_2" 14,_2" 14,_2" 14,_2" 12'-3" .040 11'-9° 9'-3• 9'-3" 9'-3" 9'-3' 9'-3, 9'-3• 14'-2' 13'•7" 13' 8° 10'-0• 10' 6' 10'-6" 10' 6' 10'-6" 10' 8" .020(l) 8'-1° 7'-9' 7'-10" T-6' 9'-2• 8'-9" B'-11' 8'-5" 8'-6 8'-2" 024 11,_3" 11,_3• 11,_3, 11,_3° 1,_3• 11,_3" .024 9'-6' 9'-1" 9'-2° >9"-9.' B'-11' 8'4" 30 10'-0• 10'-1' , 0'-2' 9'-7- 9'-s' 10,_9" 30 10,_9" 12'-6• 12'-6' 12'-6' 12'-6" 12'-0' 12'-s" 032 11'-1" 10' 8" 10'-9' 10' 4' 12' 6" 12'-1" 11'-10" 11'-s" 11 6" i t'-1" 11'-7" 11'-r 13'4' 13'-4' 13'4" 13'-4" 13'-4" 13'4" .040 12'-7" 14'-2" 13' 8" 13'-0' 13'-0• 3'-3• 13'-3- 9. 9-1' 9-1 -1' 9-1• 9-1' 9-1" 020(1) .020 ;>8 8'-3' 8'-1" 8'-1° 7'-10" 7'-10" T-6" 10'-3' 10'-3• 10'-3' 10'-3" 10'-3" 10'-3" 9'-5' 9'-1" 9'-1" -'8-10' 8'-10' 8'-7• 40 8'-0" 11'•4" 11'4' 11'4• 11'-4' 11'4" 11'4" .032 40 .032 11'-3" 11'-1' 11'-0" 10'-r 10'-8' 10'-3" 10'-2' 12,_2" 12,_2" 12,_2" 12,_2" 12,_2" 12,_2" 040 10'-7" 10'-7' 10'-r 10'-r 10'-r 10'-7" 12'-8" 124" 12'4" 12'-1" 12'-1' 11'-8- 8'-2" 8'-2" 8'-2^ 8'_2" 8'_2" 8-2- 10'-10" .020(l) 7'-5" T-5" T-5" T-5" T-5° T-1" T-,"' T-1" s'-11^ 6 11" 6'-9" 9'-2" 9'-2" 9'-2" 9'-2" 9'-2' 9'-2- 6'S" 024 6'-3° 6'-3" 6'-1" 8'-3' 8'-3' B'-0" T-10• 7'-10" 7' 8' 7' 8' T-6" 50 10'-r 10'-7r' 10'-r 10'-r 50 .032 T4• T-3' T-3" T-1' T_W 9'1° -8'-9" 9'-7" 9'-3' 9'-5' 8'-11- 9'-1° 50 11'-3° .032 11'11'-3" .040 8'-7- 8'4' 8'-3° 10,11' 104* 45' TYP. .75' ALUM. ALLOY 3004-H36 OR EQUAL 8"x 2y" FLAT PAN 1 6" x 2Y2" FLAT PAN LUSL PANELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PANELT' 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 (IN.) EXP.B EXP.0 - EXP.B EXP.0 EXP.B EXP.0 020 12'-0" 12'-6• 12'-0" 12'-0" 12'-6• 12' 6• 020 14'-7° 14'-r 14'_7" 14'_7" 14'_7• 14'_7" 10'-10" 10'-1' 10'-3' 9' b• 9'-7" 9'-0" 12'-8" 12'-0" 1 T-0' 114° 11' 6• 10 _9• 13'-r 13'-7° 13'-r 13'-7" 13'-r 13'-7' 5'-10° 5-10" 5'-10" VAO' 5'-10' 5-10° .024 .024 12,_3" 12,_3• 12,_3• -1-0 12,_3° .040 14'-2" 10 13'4' 1-112'-1' 114" 11' 6" 9" 10'-10' 10'-1' 18'-0' ' 18'-0• 18'-0• 15-7" 15'-7• 15'-7' 15'-r 15'-7° 15'-7" 10 9'-0" .032 16'-2° 15' 8" 15'-9' 15'-0" 15'-1" 19'-4' 19'4" 14'-1' 13'-1" 13'4" 12'4° 12'-6" 12'-0° 9'-6 9' 6" 9'-s' 17'-r 1 T-7° 1 T -r 17'-7' 1 T-7' 1 T-7- 164° 16'-6° 040 12'-1° 12'-1" 12'-1° 12'-1" 12'-1• 19'-4' .020 15'-7' 14" 10' 14'-10 14'-1' 14'-2" 13'4" 10'-10" 10'4" 10'-3' 10'_2, 10'_2• 10 _2, 10 _2• 10 _2, 10,_2• 13'-3' 13'-3' 020 13'-0" .024 12'-2• 8'-9' 8'-9" 8'4' 8'-6" T-11° 15'-6' 15' 6" 11' 4" 11'-4' 11'4" 11'-4° 11'-4' 11'4' .024 14'-2" 13'-s" 13'-7" 13'-0" 20 12'x" 10-1' 9$" 9-9• 9-3" 9 5" 8-11" 20 .040 13'-0" 13'-0• 13'-0" 13'-0" 13'-0' 13'-0' IT -6' 15'-2• .032 14'-10" 14'-10° 14'-3" 10'-4" 10'4" 10'-4' 10'4' 10' 4" 11'-10" .114" 11'-6' 11'-0° 11'-0" 10'-6" 14' 6" 14'-0° 14'-6" 14'-6" 14'-6° 141-6- 11'-1' .040 11,_1• 11,_1• 1,_1• 111'-0• 1 o2a 13' 6" 12'-10' IT -O" 12'-4• 12'-0" 11'-10" 10'-10 11,-6" 10' 6" 9'-9" 9'-9" 9'-9" 9'-9' 9'-9• 9'-9" 12'_1• .032 .020 14'-,' 13'-r 13'-8° 8 11" 8' 8" 8' 8' 8'-3" 8'-3° 7'-10" 13'_1• 13'_1' 13'-1" 10'4^ 10'-4• 10'-4" 10'4• 10'4" 10'-4• .024 25 9'-9" 9'-11' 9'-r 9'-T 9'-2" 9'-3" 8'-10' 25 11'•4" 11'4' 11'4• 11'-4" 11'4' 11'4" 9'-2' 9'4° 032 10'-4' 1�0'4'110'-4" 10'4" 10'4" .024 11'-10" 11'-3" 11'-3" 10'-9° 10'-10' 104" 11' 4' 12,_3" 12,_3" 12,_3" 12,_3" 12,_3" 12,_3" .040 .032 12'-9" 12'-9' 12'-3" 12'4" 11'-9° 9'-3• 9'-3" 9'-3" 9'-3' 9'-3, 9'-3• .020 8'-1" 8'-1° 7'-9' 7'-10" T-6' 99 024 30 9'-6' 9'-1" 9'-2° 8'-10" B'-11' 8'4" 30 10'_9, 10,_9" 10,_9" 10,_9" 10,_9, 10,_9" 032 11'-1" 10' 8" 10'-9' 10' 4' 10'4° 11'-7" 11'-7" 11'-r 11'-r 11'-7' 11'-7" .040 12'-7" 12'-2" 12'-2' 11'-8• 11'-9' 11'-0" 8'4• 8'4" 8'4° 8'4" 8'4• 8'4' .020 40 .024 8-8" 8'-3' 8'-3" 8'-0" 8'-1' T-10° 40 .032 10'-2' 9'-10" 9'_10• 9'-7' 9'-7- 9'-3" 10'-7" 10'-7' 10'-r 10'-r 10'-r 10'-7" .040 11' s• 11'-z" 11'-2" 10'-8^ 10'-10" 10' s" 7'-5" T-5" T-5" T-5" T-5° 7'-5" .020 6'-5' 6'S" 6'-5" 6'-3° 6'-3" 6'-1" 8'-3' 8'-3' 8'-3' 8'-3" 8'-3" 8'-3" .024 50 T4• T-3' T-3" T-1' T_W 9'1° -8'-9" 9'1" 9'-1"9'-1" 9'-1' 9'-1° 50 .032 8'-7- 8'4' 8'-3° .040 9'-9" 9,-9° 9'-5• 9'-r 9'-2° .024 12,_3• 12,_3" 12,_3• 12,_3• 12,_3" 12,_3° .040 14'-2" 13'4" 13'4' 12'-0" 12'-9" 12'-1" 18'-0" 18'-0" 18'-0' ' 18'-0• 18'-0• 18'-0" 032 9'-0" 9'-0' 9'-0" 9'-0• 9'-0• 9'-0" .020 16'-2° 15' 8" 15'-9' 15'-0" 15'-1" 19'-4' 19'4" 19'-4" 19'4" 19'-4" 19'4" .040 9'-0' 9'-6 9' 6" 9'-s' 9'-6- 9'-6" .924 1T-0" 16'-10" 1T-0° 164° 16'-6° 16'-0" 12'-1° 12'-1" 12'-1° 12'-1" 12'-1• 19'-4' .020 10'-10" 10'4" 10'-3' 9'-9' 9'-10" 9'-5- '-5" 13'-3" 13' 13'-3" 13'-3' 13'-3' 13'-3" 13'-0" .024 12'-2• 111-81 11' 8' 11'-2• 11'-3" 10'-7- 15'-6' 15' 6" 15'-6' 15'-0' 15'-6" 15'-0" .032 14'-2" 13'-s" 13'-7" 13'-0" 13'-1" 12'x" 16'-8" 16'-8" 16'-8' 16' 8' 16' 8" 16'-8" .040 IT -6' 15'-2• 15-2" 14'-10" 14'-10° 14'-3" 10'-4" 10'4" 10'-4' 10'4' 10' 4" 10'4° .020 10'-8" IVA" 10'-3" 91-8' 9'-9' 9'4" 11'-1' 11,_1• 11,_1• 11,_1• 1,_1• 111'-0• 1 o2a 12'-0• 11'-0' 11'-r 10'-10 11,-6" 10' 6" 12'-1' 12'-1" 12,_1• 12•_1' 12'_1, 12'_1• .032 14'-,' 13'-r 13'-8° 13'-1" 13'-2" 12' 4' 13'-1' 13'-1" 13'_1• 13'_1' 13'-1" 13'-1' .040 9'-9° 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" .020 9'-11' 9'-7" 9'-r 9'-2' 9'4° 8'-11" 10'-4' 1�0'4'110'-4" 10'4" 10'4" .024 11' 4' 10'4" 10' 6" 9'-11" 11' .032 2 N rt O O W N cfl Ln Z W a� ce Jo�� p w uw> - Q Z Lo O O U O ' Co co C3) Q�FESS I(l YKI 2 S58 5 ' - 1 OF CAL 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL REVISIONS MARK DATE DESDRFTIDN 4 STEL JOB # 16.1071 DATE 03-09.16 DRAWN BY AT CHECKED 'GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHEETS 12,_3• 12,_3" 12,_3• 12,_3• 12,_3" 12,_3° .040 14'-9' 14'-0° 14'-r 14'-1" 14'-1" 13'-r 9'-0" 9'-0' 9'-0" 9'-0• 9'-0• 9'-0" .020 9'-1° 8'-10" 8'-10° 8'-7' 8'-6" B'-," 9'-0' 9'-6 9' 6" 9'-s' 9'-6- 9'-6" .924 10'-2' 9,-10• 9'-10" 9'-7" 9'-8°---9'-3- 9'-3" 12' 12'-1" 12'-9" 12'-9" 12'-4° 12'-6° 12'-1" .032 10'-3' 10'-1'10'-1' 11'-2• 11,_2" 11•_2° 11,_2" 11,_2° 11,_2" .040 13'-9" 13'4° 13'-0" 13'-0" 13'-1" 12'-r 8'-3" 8'-3• 8'-3' B'_3" 8'-3" 8'-3" .020 7'-8° T -r 7'-8" T-5• T-6" 7'-2" 81-9• 8'-9" a'-9" 8'-9" 8'-9" 8'-9" .024 8'-9" 8'-T' 8'-7r' 8'S' 8'4" 8'-1" 91-8° 9'-8' 91-8" 9'-8' 91-8" 9'-8' .032 10'4' 10'-3" 10'-3" 10'-1" 10'-1° 9'-9' 10' 4" 10'4" 10' 4' 10'-4 10'4" 10'4' .040 11'_10" 117" 11'_9° 1V-6" 11,-6" 11,_2" 2 N rt O O W N cfl Ln Z W a� ce Jo�� p w uw> - Q Z Lo O O U O ' Co co C3) Q�FESS I(l YKI 2 S58 5 ' - 1 OF CAL 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL REVISIONS MARK DATE DESDRFTIDN 4 STEL JOB # 16.1071 DATE 03-09.16 DRAWN BY AT CHECKED 'GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHEETS t FOOTNOTE: —"SAMPLE -----3 FIGURE INDICATES '--ATTACHEDI " FIGURE INDICATES FREESTANDING Ll 2 C4 W O W W rn co L0 C-) Z �¢ci, 4 U i �0 �w>- QZLLo M O L6 o U) o N rn CD Q�pFESS I(�� S 5885, OF 'CA1-\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL - i REVISIONS MAFM DATE DESCRFTION 4 STEL JOB # 16 -1071 DATE 03-09-16 DRAWN BY AT CHECKED --- ---- •— - — - — GM MINIMUM FASTENERS SH - 5 5 OF 50 SHEETS RAFTER SPANS FOR OPEN LATTICE STRUCTURES TYP. 110/120/130 MPH EXP. B & C 0.024° 6.5- 0.024° 6.5" 0.032" 0.032" 0.042° .042° I —2. 0._J_3 T2.0"—I * 3"x8" RAFTER * 2"x6.5" RAFTER ALUM. ALLOY 3004-1-136 * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-1-136 OR ALUM. ALLOY 3004-H36 OR EQUAL OR EQUAL EQUAL LUSL T' (IN) zZ wi a 0-0 `� zo 3" x 8" RAFTER z z ¢ cwi ai o 2" X 6 1/2".RAFTER _ z z a w of zo DBL. 2" x 6 1/2" RAFTER 110 MPH 120 MPH 130 MPH LUSL "T" �IN) 110 MPH 120 MPH 130 MPH LUSL "T^ �IN) 110 MPH 120 MPH 130 MPH EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 'EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 10 .042 16" 29'-8" 26'-3" 29'-6" 26'-3" 29'-8" 26'-3" 28'-9" 26'-3" 29'-3" 26'-3" 26'-3" 25'-7" 024 16„ 16'-0" 14'-2" 15'-10" 14'-2" 16'-0" 14'-2" 15'-0" 14'-2" 15'-9" 14'-2" 13'-8" 13'-9" 024 16" 22'-6" 19'-10" 22'-4" 19'-10" 22'-6" 19'-10" 21'-1" 19'-10" 22'-2" 19'-10" 19'-2" 24" 24'-2" 24'-1"' 24'-2" 23'-6" 24'-0" 21'-6" 21'-0" 24" 13'-1" -13'-0" 13'-1" 12'-3" 12'-10" ` 11'-2" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-3" r24" 18'-4" 18'-3" • 18'•4" '17'-3" 18'-2" 15'-8" 10 0 20 .042 16" 23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9" 21'-10"-10" 21'-10" 21'-10" .032 16" 20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2" 032 16" 28'-7" 28'-6" 28'-7" 27'-9" 28'-3" 25'-3" 25'-3" 25'-3" 25'-3" 25'-3" 25'-7" 24" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" " " " " "�jn 24" 16'-7" 16'-6" 16'-7" 16'-1" 16'-4" 14'-10'` �4-8" " " " " " 24 23'-4" 23'-3" 23'-4" 22'-8" 23'-1" 20'-8" 20'-8" 25 .042 16" 19'-8" 21'-6" 19'-8" 19'-8" 21'-6" 21'-6" 19'-8" 19'-8" -i1'-2" ..21'-3" 19'-8" 20'-8" •042 16" 24'-6" 21'-9" 24'-4"' 21'-9" 24'-6" 21'-9" 23'-9" 21'-9" 24'-3"' . 21'-9" 23'-2" 21'-2" .042 16" 34'-7" . 30'-8" 34'-4" 30'-8" 34'-7" 30'-8" 33'-7" 30'-8" 34'-2" 30' 8" 32'-8" 29'-10" 24" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 17'-7" 17'-7" 17'-7" 17'x" 17'-6" .,16'-10" 24" 20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0" 17'-9" 17'-9" 17'-9" 17'-9" 17'-9" 17'-3" 24" 28'-2" 28'-1" 28'-2" 27'-4" 27'-10" 25'-1" 25'-1" 25'-1" 25'-1" 25'-1" 26'-8" 24'x" 30 .042 16" 18'-1" 18'-1" F-1" 18'-1" 18'-1" 18'-1" 19'-1" 18'-1"- 19'-1" 024 16" 12'-4" 11'-9" 12'-4" 11'-9" 12'-4" 11'-9" 12'-4" 11'c9" 12'-4"- ,• 11'-9" 12'-4" 11'-9" 024 16„ 17'-4" 16'-7" 17'-4" 16'-7" 17'-4" 16'-7" 17'4" 16'-7" 17'1" 16'-7" 17'-3" 16'-7" 24" 13'-9" 13'-9" 13'-9" - 13'-9" � 13'-9" ' 13'-9" .15'-7" 15'-7" 15'-7" 15'-7" . 15'-7" 15'-7" 24" 10'-2"' 10,-2" 10'-2" 10'-2" 10'-2"- 10'-1" 9.'; 8" 9'-8" 9'-8" 9'-8" 9'-8." 9'-8" 24" 14'-2"'-, "14'-2" 14'-2" 14'-2" 14'-2" 13'-7" 13'-7" 13'-7"13'-7" 13'-7" 14'-2- 13'-7" 40 .042 16" 1516' 8" 516' 8" 15-10 16' 8':1516-8'. 1516' 8^ 1516' 8" .032 16" 1515"0 1515'"0" 1515 ^0" 1515,-0 1515 ^0 15;5°O .032 16" 2221" -1" 22-1" 21'-1" 22'-1" ' 21'-1" 22'-1" 21'-1" 22'-1" 21'-1" 22'-0" 21'-1" 20 20 [24- 12'-1" 12'-1" 12-1" 12'-1" 12'-1" 12'-1" 13'-8" 13'-8" 13'-8" 13'-8"• 13'-8" 13'-8" 24" 12'-10" 12'-10 12-10 12-10 12-10 12'-9"24" 12'-3" 12'-3" 12'-3" 12'-3" ll 12'-3" 12'-3" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 17'-3" 17'-3" 17'-3" 17'-3" 17'-3" 18'-0" 17'-3" 50 .042 16" 13'-4" 15-0" 1$'-4" 15'-0" 13'-4" 15'-0" 13'-4" 15'-0" 13'-4" 15'-0" 13'-4" .: -15'-0" 042 16" 19'-0" .• 18'-1" 19'-0" 18'-1" 19'-0" 19'-0" 18'-1" 18'-1" 19'-0"' 18'-10" 18'-1" . 18'-1" 042 16" 26'-8" 25'-6" 26'-8" 25'-6" 26'-8" 25'-6" 26'-8" 25'-6" 26'-8" 25'-6" 26'-7" 25'-6" 24" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 2" 11'-2" 11'-2" 11'-2" 11'-2" 24" 15'-6" 15'-6" 15'-6" 15'-6.. 15'-6" - 15'-6'- 14'-9" 14'-9" 14'-9" 14'-9" 14'-9" 14'-9" r24- 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 20'-10" 20'-10" 20'-10" 20'-10" 20'-10" 21'-9" 20'-10" * NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT 32" O.C. WHEN DOUBLED .AND SINGLE RAFTERS SPACED 24".O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED. 024 16" 10'-7",' 10'-7. ' 10'-7" ' 10'-7" 10'-7" 10'-7" 11'-2" 024 16" 15'-10" 16'-3" _.__.. 15'-10" 16'-3" 15'-10" 16'-3" 15-10" 16'-1" 15'-10" 16'-2" 15'-10" 15'-8" 24„ 8'-1" 8'-1" 8'-1" . 8'-1" 8--1 " 8'-1" 9'-6" 9'-6" 9'-6" 9'-6" 9'-6" 9'-2" 24„ 13'-4"• '13'-4" 13'-4" 13'-2" 13'-3" 9'-3" 9'-3" - 9'-3" 9'-3" 9'-3"9'-3" 12'-9" 25 032 16" 14'4" 14'-4" 14'-9" 14'-4" 14'-9" 14'-4" 14'-6" 14'-4" . 14'-7" 14'-4" 14'-2" 25 032 16" 20'-2" 20'-9" 20'-2" 20'-9". 20'-2" 20'-9" 20'-2" 20'-6" 20'-2" 20'-7" 20'-2" 19'-10' 24" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 12'-1" 12'-1" 12'-1" 11'-10" 12'-0" 11'-7" 24" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 17'-0" 17'-0" 17'-0" 16'-8" 16'-9" 16'-7" 16'-3" 042 16" 17'-4" 17'-9" 17'-4" 17'-9" 17'-4" 17'-9" 17'-4" - 17'-7" 17'-4" 17'-8" 17'x" 17'-1" 042 16" 24'-6" 25'-1" 24'-6" 25'-1" 24'-6" 25'-1" 24'-6" 25'-1" 24'-6" 25'-1" 24'-6" 25'-1" 24" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 24„ 20'-0" 20'-0" 20'-0"--420'-0 20'-0" 20'-6"20'-6" 20'-6" 20'-6" 20'-6"20'-6" 20'-0" FOOTNOTE: —"SAMPLE -----3 FIGURE INDICATES '--ATTACHEDI " FIGURE INDICATES FREESTANDING Ll 2 C4 W O W W rn co L0 C-) Z �¢ci, 4 U i �0 �w>- QZLLo M O L6 o U) o N rn CD Q�pFESS I(�� S 5885, OF 'CA1-\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL - i REVISIONS MAFM DATE DESCRFTION 4 STEL JOB # 16 -1071 DATE 03-09-16 DRAWN BY AT CHECKED --- ---- •— - — - — GM MINIMUM FASTENERS SH - 5 5 OF 50 SHEETS TYP. 8.0" 0.024° 6.5- 0.024° 6.5" 0.032" 0.032" 0.042° .042° I —2. 0._J_3 T2.0"—I * 3"x8" RAFTER * 2"x6.5" RAFTER ALUM. ALLOY 3004-1-136 * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-1-136 OR ALUM. ALLOY 3004-H36 OR EQUAL OR EQUAL EQUAL FOOTNOTE: —"SAMPLE -----3 FIGURE INDICATES '--ATTACHEDI " FIGURE INDICATES FREESTANDING Ll 2 C4 W O W W rn co L0 C-) Z �¢ci, 4 U i �0 �w>- QZLLo M O L6 o U) o N rn CD Q�pFESS I(�� S 5885, OF 'CA1-\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL - i REVISIONS MAFM DATE DESCRFTION 4 STEL JOB # 16 -1071 DATE 03-09-16 DRAWN BY AT CHECKED --- ---- •— - — - — GM MINIMUM FASTENERS SH - 5 5 OF 50 SHEETS C4 W CD rn N cfl Lo Z LLI ��M W v)v� 0 , u w w > , < LD Lo o� CD�o • N�cl Q�pFESS 1(�� S5 85 y e.� !A' 03-11-16 DURALUM IAPMO 0195 AHJ APPROVAL REVISIONS MARK DATE DESCRwnON 4STEL JOB # 164071 DATE 03-09.16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -4 4 OF 50 SHEETS N tl o V u0 t 0r. V ° n 1 o J HEADER BEAM TYPES z 04 1 1.52° GUTTERt EXT. CLIP + 0.375 C W OY W W rn M 61" 1.79 3 SPLICE I T=12 GA. INSERT T�.125' t^ V Q U j SPLICE WHERE WHERE I OCCURS I _ I ASTM A653 SS ° GRADE 50 G60� 3.0 WHERE AALLUUM. OCCURS 6063-T6 0 SPLICE OCCURS " O ° 6.5" ° 2. 7" 0.73 OCCURS 1 1 II ----\ 4.0° 1 4.6 ALUM. 6.656" 7.0° 0 ° LLI W > I II it 0.070° i _ Q Z LLro 0.075° I 3 0., TYP. 0.065' IITyp " O .038' " �' 11 2.04" TYP. i I--3.0 co U o z 2.06 ` Il LL r _� 1 f L__________J 3" SQ.x0.032" ALUM. BEAM I 0.375 r ch N W/ 12 GA. STL. "U" CHANNEL E 1.75' Nt 2.93" 3.0" 3.0"".00" ASTM A653 SS GRADE 50 G60 ° A GUTTER FASCIA B MAG BEAM C 4" I -BEAM D 4.5" MAG GUTTER 7" I -BEAM ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY25° F ALUM. ALLOY 6063-T6 Q�pFESSI 3004-H36 6063-T6 6063-T6 6063-T6 "C" 3 G W/ 1 INSERT S _ ALUM. ALLOY 6063-T6 o 5885 ' T=12 OR W/ 2"C" INSERTS14 GA. H y - �r ' LUM ASTM A . ALLOY 6063-T6 7.875' V ° A653 SS GRADE50OF CAl�FO�.. All .042°/ 6.5" G60 NOTE: r WHERE'C' INSERT OCCURS AS SHOWN IN op ° �. 8.0° 03-11-16 8.0° SPAN TABLES, IT SHALL BE INSTALLED THE 0.042° 0.042" FULL LENGTH OF THE 7" I -BEAM. 4 TYP. TYP. 0.625° = " NOTE: EACH HEADER BEAM TOP AND 2.0 3'0° 2.0" 2.875° BOTTOM FLANGES SHALL BE CUT AT DURALUM IAPMO 0195 ° DBL. 2-x6.5,"x0.042" 3"x8"x0.042_ " BEAM EACH INTERIOR COLUMN WHERE 3 ti OR MORE COLUMS OCCUR. DO NOT 14 GA. STL. INSERT ALUM. ALLOY, 3004-H36 _ � �_4.0"J� CUT FLANGES AT END COLUMNS. 3.0° 3.0" 3.0° &IS TMA653 GRADE 50 G60 'AWAPPROVAL OR EQUAL MAX - DBL. 2"x6.5"x0.032" BEAM 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM s K L-'3"x8"x0.042" &RDBL. ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 • ALUM. ALLOY 3004-H36 W/ 12 GA. STL. INSERT OR EQUAL OR EQUAL OR EQUAL ( N; ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS e ° OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. ° a T=12 OR COLUMN / POST TYPES ASTM ASTM A653 SS 6 GRADE 50 G60 8.0" G=3"SQ.xt=0.188" REVISIONS "g 3 "w'" DATE DESCRvnoR .042° TYP. 0.024' H=3"SQ.xt=0.250" ° 0.032' 0.042=3"SQ.xt=0.313" _1 =0 8" 4STELJOB 161071 F _3.0°�F--4'0" 3.0°---I 100°r 65" PLUGS K=4"SQ.xt-0.250" o° 7 MAX. DBL. 3"x8"x0.042" BEAM W/ DBL. 14 GA. STL. INSERT �„ 040' ALUM, oae• STEEL �° 3.0 2124MSD EA. SIDE DATE ° 0 9 AT DRAWN BY AT CHECKED GM O ALUM. ALLOY 3004-H36 3'0 .032" 1 .28° 0Wp..075" ° 3.0" a ° 11 OR EQUAL 11 ALUM. _ II I I I 1-2.0°--I 3.0 .OR' DBL. 3 x8 x0.042 BEAM 12 GA. STL.INSERT �- - 3 ° T 1--3.0' -2.0° -I --30o I t HEADER BEAM TYPES, (PD_�ALUM. -IF= + COLUMN/ POST TYPES g B ALLOY 3004-H36 OR EQUAL SQALUM POST (BA�LUA 3 SQ. ALUM. POST C ,� 3 SQ: ALUM: POST a- f �____3 01. °"LOY S NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS 3004-H36 HEIGHT LIMITED TO ALUM. ALLOY 3004-H36 �� 3 SQ. STEEL POST WITH-SIDEPLATES D MAG POST E 3.0 OR 4.0 SQ. STEEL POST S SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED 10'-0" MAXIMUM. F ALUM. ALLOY -3004=H36 ALUM. ALLOY SH -7 THE FULL LENGTH OF THE 3"x8" BEAM. ASTM A653 GRADE 50 CP60 �OR EQUAL _ j 6063-T6 ASTM A500 GRADE B ; 7 OF 50 SHEETS A o 0 o u t r n HANGER CHANNELS AND MOUNTING BRACKETS 1 1/2" 10# L.L =(2)#14 SMS EA. SIDE ASTENERS, 1 20#,25#,30# L.L.=(3)#14 SMS EA, SIDEJBEAM E TABLE 3, SHEET 4 FASTENERS, 078 1.50" SEE TABLE 3 SHEET 8 :630e 40#,50# L.L.=(4)#14 SMS EA. SIDE N ALUM. 3004-H36 o .06 " .25"R ,05' 13 PER SIDE � 1.5 " .202" FASTENERS, SEE 1" t= 0.04" .010"x90" (2) DIA. SEE SHEET 4 5740"S' O -Cl04 M .563" '.281" .200 5" PER SIDE I 5" #14 SMS MAY -_ 2 � FASTENERS Q CONTINUOUS A- RAIL ROOF PANEL � (WHERE OCCURS) 2"x 6 1/2" OR O_ "' ri SHEET 8 5" MIN. 3" x 8" ALUM. SEE TABLE 3 06 „ v~i RAFTER SEE EN E S,T w ALUM.ALLOY 1/4"0 BOLTS FASTENERS, 4 3.5" SEE TABLE 3 E o ALUM.ALLOY 6063-T6 ALUM.ALLOY •5 8" BEAM 5" 6063-T6 ROLLFORMED O O EXTRUDED HANGER / CONNECTION ; OC I.R. HANGER 3 GER WOOD STUD FRAMINGSEE NOTES NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf 3"x8" ALUM. E) STUCCO MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED I 6 1/2" SIDEPLATE EA. 5 AT ROOF LOADS EXCEEDING 30 psf. x 3-1/2"LAG SCREWS L.L=10 psf T= 6063-T6 "H" BRACKET " (3) %p"fd LAG SCREWS 1 1/2" 10# L.L =(2)#14 SMS EA. SIDE 20#,25#,30# L.L.=(3)#14 SMS EA, SIDEJBEAM SPLICE TO #14 SDS,V 40#,50# L.L.=(4)#14 SMS EA. SIDE J OCCUR DIRECTLY OVER 5/8"0 PLASTIC 13 PER SIDE I POST. NOT PERMITTED PLUG WHERE J 1" 3/4" OR 1 1/2" @ 6 SCREWS @ 2 -POST UNITS I SCREW IS INSIDE 4 Q _ PER SIDE I 5" #14 SMS MAY 3" 170-- 2"x 6 1/2" OR 5" BE USE AS 5" MIN. 3" x 8" ALUM. 3.5" 3.5" ALTERNATE TO RAFTER 1/4"0 BOLTS _ 3.5" 3.5" 0 3" 3"x8"ALUM.AEACH 3/4" OR 1 1/2" -- —-------- •5 8" BEAM 5" X 1" HEADERU-BRACKET 1❑OR ❑2EXISTING i I WOOD STUD FRAMINGSEE NOTES 3"x8" ALUM. E) STUCCO BELOW I 6 1/2" SIDEPLATE EA. 5 2 )C (E) STUCCO RAFTER0 x 3-1/2"LAG SCREWS L.L=10 psf SIDE SEE POST SCHED. x 3-1/2" LAG SCREWS L.L=20, 25 and 30 psf #14 SMS EA. SIDE PENETRATION BRACKET 2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf TOP, MID HEIGHT NOTE: LENGTH OF LAG SCREW SHALL PROVIDE (2" MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES " THREADED PORTION OF SHANK COMPLETE NOTE: USE LEDGER WHERE RAFTER SPACING SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11 PENETRATION INTO EXISTING CORNER STUD, EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET B. HEADER BRACKET n2 I RAFTER TO STUD WALL CONNECTION 3 BEAM TO POST CONNECTION n8 6 1 1/2" OR 2"LATTICE #8 S.M.S. ALTERNATE 1/2" DOUBLE RAFTER - BOLT CONNECTIO PLAN 2 o ALTERNATE: 4414 S.M.S. EACH RAFTER TO COL. 7 I I 4.5.0 16" 0 3"x 3"STL.POST (24") 0 ALTERNATE: INSERT ATTACHED OR (2)-2x6.5" OR 3"x 3"STL.POST COLUMN (2}3"xWHEAD FOR FREESTANDING (2) -1/2 -BOLT 81 2"x 6.5" SIDEPLATE DBL. RAFTER / DBL. HEADER CONN.0 #8 S.M.S. EACH SIDE EXISTING ALUMINUM MEMBER WITH LATTICE 1 1/2" OR 2" SHEATHING WOOD FILL OR DBL. 3'x8'x0.042 BEAM NOMINAL LEDGER OR DBL. 2'x6.5'x0.032'/0.042' J (NEW OR EXISTING) BEAM 3 \ SEE NOTE, DETAIL B, cn RNFFT A 2"x6.5" OR 3"x8" RAFTER ALTERNATE: 1/2" BOLT ALTERNATE: (2)-#14 S.M.S. EACH RAFTER TO COLUMN CONNECTION (4 -TOTAL) ALTERNATE: (2)- 2x6.5" OR (2)-3"x8" HEADER ALTERNATE: 3"x3"x0.024" (1) - 1/2" BOLT OR CONNECTOR (2)- #14 S.M.S. EACH RAFTER STUB COLUMN TO DOUBLE HEADER CONN. ( FASTNERS, SEE TABLE 3, SHEET 8 EXISTING 1" STUCCO OR EQUAL 2.5" PENE. INTO EACH WOOD STUD 'EXIST. STUCCO / LEDGER O ATTACHMENT DETAIL 'o 0 a o 'k--5/8' 0 ACCESS HOLES INSTALL 6 — #14 X :y4' 3' SQ, POST --/"" LONG SDS @ EACH HEADER TO COLUMN (12 FASTENERS PER CONNECTION) DOUBLE HEADER TO O COLUMN DETAIL . Z _04 W O Z Lu , U o i �W W > — Q Z O co cr) O C/) O C14 m Q�ypFESS ICyyyl 2 o S 5885 OF. CAO ...... 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS KAwc DATE DESCRVrION 4 STEL JOB # 16-1071 DATE 03-0916 DRAWN BY AT CHECKED GM HANGER CHANNELS AND MOUNTING BRACKETS SH -9 9 OF 50 SHEETS p, o 'I- o b tt _ COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT, DETAILS / MIN. NUMBER OF REQ. COLUMNS ° _o 5 ° 6 ALUM. ALLOY 3.00" OR 6063-T6 2.40" ° /� 1.375" 7 O 1.60" 1.50 090" TYP. INSTALL 1y" x 1y" x Y8" HDG ° WASHER PLATE AT ANCHORS FOR 130 MPH NOTE: CONCRETE SLAB ANCHORS SHALL BE %' DIAMETER SIMPSON STRONG -BOLT 2 SS 8 (ICC -ES ESR -3037) ALUM "T-= BRACKET' n q 7/16"0 HOLE T— TABLE 1 TABLE 2 j .r .piq 2 1.125" ATTACHED ONLY ATTACHED AND "T"BRACKET @WSQ.POST .157" TYPO ' FOOTING & ANCHOR BOLTS FREESTANDING W/ (4)#14 SMS EA. SIDE OF POST OR 1/2" M.B. THROUGH POST 5.50" ALUM."T"BRACKEi USE WITH (1)-1/2"OM.B. ALTERNATE FTG. x9" LONG, 1" POSTPOST D- Q TYPE B.C.D. OR E. W W caZ OF POST ° POURED FOOTING SIZE EMBED. CONCRETE SCHEDULE IN BEAM FOOTING SPAN TABLES STEEL."T' BRACKET OR 9" SQ. BOLTS 18' 18° SQ. 12" 1 BASE PLATE USE WITH 17'-22" CUBED (1) (2)3/8"0 1 7/8' 20" 21" SQ. 12' POST TYPE B,C,D,E,F,G,H,J OR K. �.. (2}3/8"O STRONG BOLT 2 SS SEE TABLE 1 22• 25" SQ. 16° EA. BRACKET TO SLAB. 23' & 24' CUBED (1) (2}1/2'0 3114" - 3 9 1/2" MINIMUM DISTANCE TO 24' 28" SQ. 20' EDGE OF SLAB. 25-- 30' CUBED (2) (4}1/2'0 31/4' 26' 32" SQ. 23" 33" MINIMUM DISTANCE FROM MEMOd .. 28' 35" SQ. 25" SLAB CRACK TO COLUMN.31'-34" - CUBED (2) (4}5/8.0 4' (1%IN. ° MEMBEDMENT) 30 39" SQ. 28' _ DFJ ITH .0 d G 35- - 39' CUBED (2) (4)-3/4'0 4 3/4' 32" 43" SQ. 30" r" SLAB SHALL BE IN v POURED CONCRETE SEE TABLES 40"-42' CUBED (2) (4)3/4'0 4 314' 34" 4T SQ. 32" 36^ 34' GOOD CONDITIONFOOTING 51" SQ. FOR SIZE NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS 38" 55" SQ. 37" 31/2• MIN. SEE FOOTING (ICC -ES ESR -3037) 40" 39' IN BEAM SPAN TABLE QUA 1) MAY USE EITHER STEEL T BRACKET OR 60" SQ. 4 ALTERNATE FREESTANDING BASE PLATE. 42" 64" SQ. 41" .- POSTS TOCONC.FOOTING 2) REQUIRES USE OF ALTERNATE FREESTANDING 44" 69"SQ. 43' O'EXISTING_SLAB�? ATTACHED COVERS ONLY O ATTACHED COVERS ONLY BASEPLATE. CUBE FOOTING W/3 lir SLAB _o 5 ° 6 ALUM. ALLOY 3.00" OR 6063-T6 2.40" ° /� 1.375" 7 O 1.60" 1.50 090" TYP. INSTALL 1y" x 1y" x Y8" HDG ° WASHER PLATE AT ANCHORS FOR 130 MPH NOTE: CONCRETE SLAB ANCHORS SHALL BE %' DIAMETER SIMPSON STRONG -BOLT 2 SS 8 (ICC -ES ESR -3037) ALUM "T-= BRACKET' n q 7/16"0 HOLE T— FOR 3/8" MB 56" ASTM A500 GRADE B j .r .piq INSTALL 1Y2" x 1Y2" x Y" HDG 1.125" WASHER PLATE AT ANCHORS .157" TYPO W USE FOR 3" OR 4" 1.75 STEEL POSTS 5.50" q 2- 5/16"0 HOLES ---- NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. STEEL "T" BRACKET ( D 2 FLANGES 2 1/8" APART li a 75" BASE FLARES TO 3"WIDE EA. SIDE OF FLANGES FOR 3" POST, 4" WIDE FOR 4" POST 1-7/16"0 HOLE & 2-3/8" HOLES TYP. EA. SIDE STEEL POST ONLY: USE POST TYPE F, G, H, I,JORK 1/2 DEPTH OF I FOOTING OR 1 12" MIN. EMBD.1-4 I I (3)-3/4"0 B FOR POST TYPE F, G, H. I, 3" OR 4" SQ. INSERT '1" x 0.188" ASTM A500 GRADE B STEEL T.O.C.I LL1J I (4)- SS316 3/4"0 STRONG -BOLT 2 SS STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) INSERTTO BASE PLATEg/16^ POST INSERT-- 9" NSERT 9" SQ. X 5/8" THK. I' THK• BASE PLATE (ASTM A500 GRADE B STEEL) 1 Y4" l 6 Y" 11 WELDED STEEL BASE PLATE 1 Q ALTERNATE FREESTANDING BASE PLATE ANCHOR 2 C4 - W _ a' Z wrnc'm W 0 Lu LL w>— h <zU-) O r - M U)Lo cn o N CID Qp�FESS Ill � 2 o S 5885: LL *f UF.- CAL 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRIPTIM 4 STEL JOB # 161071 DATE 03-0916 DRAWN BY AT CHECKED GM COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH - 10� 10 OF 50 SHEETS j .r .piq m W < _ (1)-1/2"OM.B. :"• x9" LONG, 1" 'rb°' D- Q FROM END W W caZ OF POST POURED SQUARE, SEE FTG. CONCRETE SCHEDULE IN BEAM FOOTING SPAN TABLES POST EMBED. O9SQUARE INTO FOOTING (3)-3/4"0 B FOR POST TYPE F, G, H. I, 3" OR 4" SQ. INSERT '1" x 0.188" ASTM A500 GRADE B STEEL T.O.C.I LL1J I (4)- SS316 3/4"0 STRONG -BOLT 2 SS STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) INSERTTO BASE PLATEg/16^ POST INSERT-- 9" NSERT 9" SQ. X 5/8" THK. I' THK• BASE PLATE (ASTM A500 GRADE B STEEL) 1 Y4" l 6 Y" 11 WELDED STEEL BASE PLATE 1 Q ALTERNATE FREESTANDING BASE PLATE ANCHOR 2 C4 - W _ a' Z wrnc'm W 0 Lu LL w>— h <zU-) O r - M U)Lo cn o N CID Qp�FESS Ill � 2 o S 5885: LL *f UF.- CAL 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRIPTIM 4 STEL JOB # 161071 DATE 03-0916 DRAWN BY AT CHECKED GM COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH - 10� 10 OF 50 SHEETS Z N O N -c:) , Z L rn M �o uw>1A 0 - hQZ �U)o • N�cl 0-3 Q�oFEss ►cyy�t S5.85 ' OF- Do - 03 -11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESLR�fiON 4 STEL JOB # 16-1071 DATE 03-09-16 DRAWN BY AT CHECKED GM LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH - 11 110F 50 SHEETS 2 0 3 A " - V u o C' Y V BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SPLICE DETAILS 11 BEAM TO POST DETAILS 1_2__ BEAM TO POST _DETAILS SIMPLE SPLICE FULL MOMENT -.,24'" r I I I I 910 S.M.S. II #12 S.M.S. (s TOT. T.P. THICKNESS =.035 6.38" (24 TO TYP. THICKNIISS =.035" u II � II + + + L ++ + + + + ++ 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 NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED. SPLICE WHERE 4n OCCURS .070" TYP. r• ALUM. ALLOY 4 6063-T6 16' 1' 4" I -BEAM 3'-0" MOMENT C -SPLICE NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. o � 4° 1.2rJi O + O O 5 ' .� 5 - SPLICE WHERE OCCURS 4. 6 �1 t — (2)#10 S.M.S.@ EA. VALLEY, TYP. • � iitl W -_4 vE w t r 41 NGE I -BEAM ALUM ALLOY j AS NEEDED TO CLEAR (6061-T6) ALTERNATE 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 @ 7' I -BEAMS 9` i r H - BRACKET TO POST 14 F 3" x 8" x .042" BEAM, 3" SQ. STEEL OR MAG BEAM. (6)-#14 SDS @ EA. SIDE TOP & BOTT. TOT.=24 (12)-#14x 1/2" S.M.S. EACH SIDE OF 3' SO. POST (8 -TOTAL) ALTERNATE: 1/4"0 BOLT W/ WASHER EA. SIDE OF 3' SQ. POST I 'S0 -r ' + 1.to• 1 O + 7 i.so I _ �L 4414 x 1/2• S.M.S. EACH SIDE OF 3' SQ. POST (B -TOTAL) ALTERNATE: 1/4.0 BOLT W/ WASHER EA. SIDE OF 3' SQ. POST UTTER FASCIA 3.00• 3' SQ. POSTMAG BEAM R 240' O3"SO. STL. BEAM RAFTER "TAIL" TO GUTTER NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf ROOF LIVE AND SNOW LOADS "L" FASTENERS 1'-0" 4 - #14 SDS 2'-0" 6 - #14.SDS T-0" 121- #14 SDS FASTENER SPACING= 3/4" #14 x 1/2" S.M.S. TOP & BOTT. (2) -TOT. FASTENER TO FASCIA - SEE TABLE — FASTENER TO RAFTER TAILS - SEE TABLE �OPTIONAL LATTICE TUBES AT OVERHANG 11" LT 1 TYP ROOF PANEL _ o o a � FASTENER 61/2" 0 o GROUP O O ROLLFORMED OR O O EXTRUDED GUTTER _-_.n _ ALUM. BRACKETX _ 3" x 3" ALUM. OR #14 S.M.S. @1TO.C. ALUM. ALLOY 16" 1 " STEEL POST FASCIA 6063-T6 3 _0 j 6 1/2"x2"x.024 2" 1" "L" SEE TABLE n 7 I -BEAM MOMENT C -SPLICE RAFTER r1%2" -SQ. OR'2"-LATTICE TUBE P1 2"x3" LATTICE TUBE P2 rLATTICE TUBE TO RAFTER 16 ( "U"'BRACKET- RAFTER TO,BEAM' 17 3.125" FOR 3 x RAFTER 2.125" FOR 2 x RAFTER ALUM. ALLOY 3105-H25 7 1.50" 1.50" .28" 2" 2" m� 018" 8 ALUM. ALLOY 3105-H25 y .28" 3" 12n } -018, T #8'x 2 "SMS, 2 1/2" 1 1/2" SQ., 2" SQ., OR2"x3" LATTICE L @ 3" O.C. MIN.. ^ TO 6"O.C. MAX. 1 (6) - #14x 3/4"TEK SCREWS BRACKET TO RAFTER (6) - #14x %4" TEK SCREWS BRACKET TO BEAM t = .040" (c) 6063-T6 2 N W CV N O Z LLI rn c' Q ai 2 �U� W p uw>- Q Z Lf) 0 . M Lo O O Ncl QppFESS Icp Cyyyl S 5.885 OF �L�F�� .. .• . 03=11-16 DURALUM IAPMO 0195 REVISIONS ' DATE I MSCRUnM 4 STEL JOB # 161071 DATE OM9-16 DRAWN BY AT CHECKED GM BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SH - 12 12 OF 50 SHEETS A ° e 1 O T=12 GA. ASTM A653 SS GRADE 50 G60- 3.0" 2 .032° ALUM. I I O 3" SQ.x0.032" ALUM. BEAM e,'\W/ 12 GA. STL. "U" CHANNEL ASTM A653 SS GRADE 50 G60 3 f ATTACHED &!FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C ° 3" SQ.0.032" ALUM. BEAMDBL. 2"x6.5"x0.032" 3"x8"x0.042" BEAM 4 FREESTANDING E i W/ 12 GA. STL. "U" CHANNEL I OR K ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING MAX.COL. SPACING ¢= ��_ MAX.COL. SPACING F o MAX POST FTG. MIN. 5 o � o BEAM TYPES .032" 6.5" .042 MAX %1 DBL. 2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL DBL.2"x6.5"x0.042" ALUM. ALLOY 3004H36 OR EQUAL 0 8.0" .042" TYR ".0°--- F ----3.0 L DBL. 3"x8"x0.042" BEAM ALUM. ALLOY 3004H36 OR EQUAL T ° FOOTNOTE: "SAMPLE" FIGURE INDICATES EXPOSURE B 6 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. 7 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB SHALL BE THE SMALLER OF THE MAXIMUM SPACING SHOWN IN THIS COLUMN OR THE MAXIMUM POST SPACING SHOWN FOR THE SELECTED BEAM. 3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE ° MAXIMUM COLUMN SPACING MEASURED AT THE COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR 25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE 9 1/4" MINIMUM. B I I SEE ALTERNATE FOOTING TABLES - SHT. 9 FOR ATTACHED COVERS TYR iK1 3"x8"x0.042" BEAM ALUM. ALLOY 3004M OR EQUAL T=12 OF 14 GA 7.8 5° ASTM I A653 SS GRADE 50 G60 3"x8"x0.042" BEAM W/ 14 GA. STL. INSERT IVi 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 OI 14 GA. ASTM A653 S: GRADE 50 G60 .042" f�l1IIIIIIIII DBL. 3"x8"x0.042" BEAM 0 W/ DBL. 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 DBL. 3"x8"x0.042" BEAM %1 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. C r V r, ° I ° J f ATTACHED &!FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C 3" SQ.0.032" ALUM. BEAMDBL. 2"x6.5"x0.032" 3"x8"x0.042" BEAM W FREESTANDING E i W/ 12 GA. STL. "U" CHANNEL I OR K ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING MAX.COL. SPACING ¢= ��_ MAX.COL. SPACING F o MAX POST FTG. MIN. MAX.POST FTG. MIN. MAX•POST MAX.POST FTG. MIN. MAX•POST MAX.POST FTG. MIN. a j o a .ON SLAB _ m SPACING (IN.) POST SPACING SPACING SPACING (IN.) POST FOR DBL. FOR 3'x8° (IN.) SPACING SPACING POST FOR DBL FOR 3'x8" CIN.) POST m 3 FTG. (2) (g) � (SPAN) (1) TYPE (SPAN) (1) TYPE 2!6.5'x0.032• BEAM (1) TYPE 2'x6.5'x0.032 BEAM (1) TYPE IF 2 13'-7„ 5, 16'-96 1 17 B 14'- � 14'- _'10" 15'-415 231 G B 1 17 141 14 -6" 15 230 G 51 O (IN.) POST FOR DBL. -9 (IN.) 4,-7" H 4 SPACING FOR DBL. 15'--l- (IN.) POST m 6, 15'-15,-3" 168 B 131 230 G__13'-713 14'-114,-1" B 157 13'-713-3 14'-113,-9" 229 G 6' 2'x6.5"x0.032" BEAM (1) TYPE 2'x6.5'x0.032' 113'-3" H 7 (1) TYPE G 13'-7" „ 16'-9" 14'-2"' 16 B 12'x" 28 12'-7" 13'-1" 31 15 12'-7" 13'-1" 28 14'-197_,15'-4" , B G 5 O M J 8 -6" 8 13' 3" 16 B 11'-7" 29 11'-9" 12'-3" G B 16 11'-9" 12'-3" 28 G , 8 17 13'-7" 31r1,-4„ 13 -3" 19 11'-7" 29 11'-9" 12'-3" 18 11'-6" 12'-0" 28 15'1'"16 J 7'-7" g, 12'-12�-7" 1 C ill -0"1 229 G 11'-211'-2' 11'-711'-7" B 168 11'-2"0,-1011 228 G 9' LL G 6' 1 g -0 �, 11'-3" 18 -3" 12'-4" 6'-10„ 10' 12'-02'-0" 1 C 10'-4" 330 G 10'-710•-7" 111-011'-0" B 169 10'-710,-3' 1111'-0"0'-8" 229 G 10' U) , 7 g,_9„7,14'- 19 ,4„ B 12'� 2 231G12'-712 33 13'-1B 11, 11' 4. 120 C 91 1 330 H 10'-110,-1' 10'-61 B 119 10'-19'-10' 10'-6"0'-1" 229 71 J 8'-6" 3'-10"1 11'x" 18 9'-10" p,-6" 11'-7" 30 H 11'-9" 12'-3" B 12' 10'-10.10" 120 C 9'-6" 91-8" 3 30 H 9'-8" C 119 9'-8- 91 -8.19'-2" 2 , 8 13'-3" 17 B 11'-7" 29 9 -6" 9,-8" 9'-8" 11'-9" 9'-6" 29 B 17 2 /QRpFESS IO�� o ATTACHED W FREESTANDING Z ATTACHED FREESTANDING � = MAX.COL. SPACING ¢= ��_ MAx.POST FTG. MIN. MAX.POST FTG. } ATTACHED MAX.POST FREESTANDING MIN. ATTACHED MAX.POSTF FREESTANDING MIN. } MAX.POST FTG. MIN, MAX -POST FTG. MIN MAx.POST MAx.POST FTC,, MIN. MAx•POST MAx.POST FT(,, MIN. 2 MAX.COL. SPACING p �_SPACING p ON SLAB 3 SPACING (IN.) POST SPACING (IN.) POST FOR DBL. SPACING FOR 3°x6° (IN.) POST SPACING FOR DBL. SPACING FOR 3'x8° (IN.) POST m (2) (3) F (SPAN) (1) TYPE (SPAN) (1) TYPE 2'x6.5"x0.032" BEAM (1) TYPE 2'x6.5'x0.032' BEAM (1) TYPE G 13'-7" 5' 16'-9" 16 B 14'-7" 31 H 14'-197_,15'-4" B G 5 O M 16'-4" 18 14'-7" 33 J 14'-8" 15'-2" 17 13'-7" 31r1,-4„ 316 6, 6' 15'1'"16 B 131-113 332 H 13'-713 14'-13'-10' B b5l"12 9 13'-0" G 6' g,_g„ �, g 18 -3" 12'-4" I -4 12'-7" 13'-1" B 17 12'-7" 1 30 G , 7 g,_9„7,14'- 12%.91120 B 12'� 2 231G12'-712 33 J 13'-1B 12'-7" 20 11'-7' 12'-1" G 71 J 8'-6" 3'-10"1 19 18 B 11'-7" 30 H 11'-9" 12'-3" B 18 11'-9" 30 29 G ° , 8 13'-3" 17 B 11'-7" 29 G 11'-9" 12'-3" B 17 11'-9" 12'-3" 28 G , 8 -j „ 7 -7 13'-0" 20 11'-7" 31 H 11'-8" 12'-1" 11'-7" 19 11'-2" 11'-7" 30 29, G J „ 7 -7 , 9 1LL 2'-7" ' 18 C 11'-0" 29 G 11'-2" 11'-7" B 17 -7"29, 1p'_80 G 9U) 12'-3" 20 11'-0" 30 H 11'-0" 11' 4" 11'-0" 201'-0" 18 10'-7" 29 29, 1019 6'-10„10' 12'-0 �,�„ 121(; 21 10'-4 O,�„ 330 G 10'-710,-6" 11'-010,-9" B 120 21 MV 229 G 10' 6'-2" 11' C 9'-10" H H 10'-1" 10'-6" B 19 '..4^ 10'-3" 29 G 11' 6'-2" 11' 11-4 '-2" 18 C 9'-10" 30 fi 10'-1" 10'-6" 9'-10' 17 21 9'-3" 29 GO r 5,_8„ 11 21 2 22 9'-10" 30 333 10'-0" 10'-3" 9 -8" 20'_6 122 9 -8" 29 231 G r 5,_8„ 12, 1. 10'-110'-8" 121 C 9'-6" 331 H g'-8" 91_89 C 121 91_8119 91 8118,_g" 230 G 12' g _6 g =7 4 -2 2 /QRpFESS IO�� o ATTACHED W FREESTANDING Z ATTACHED FREESTANDING � = MAX.COL. SPACING ¢= ��_ MAx.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST MAX.POST FTG. MIN. MAX.POST MAX.POSTF FTG• MIN. >o_ Q ON SLAB m3 SPACING (IN.) POST SPACING (IN.) POST SPACING FOR DBL. SPACING FOR 3"xB° (IN.) POST SPACING FOR DBL SPACING FOR 3'xB" (IN.) POST 223. - (2),(3) F_ (SPAN) (1) TYPE (SPAN) (1) TYPE 2'x6.5"x0.032" BEAM (1) TYPE 2'x6.5.4.032' BEAM (1) TYPE „ 16'-9" 17 14'-7" 32 I 14'-1 15'-4" 16 14'-1 15'-2"ri 31 G M 15'-3 13'-3" 1 13'-7" 17 13'-7" 13'-10" 316 6, 20 -31 13 -14'-1" - 9 13'-0" 3 2 g,_g„ �, 14'-2" 18 B 12'-4" 31 H 12'-7" 13'-1" B 17 12'-7" 12'-10" 30 G , 7 12%.91120 12'-4" 33 J 12'-2" 12'-7" 20 11'-7' 12'-1" 31 J 8'-6" 8' 13'-3"� 18 B 11'-7" 30 H 11'-9" 12'-3" B 18 11'-9" 12'-1" 29 G , 8 11';10' 20 11'-7" 32 J 11'-4" 11'-9" 20 10'-10" 11'-3" 31 -j „ 7 -7 1 9 B 11'-0" 30 H 11'-2" 11'-7" B21 18 11-2" 11'-4" 29, G 96'-10" LL 21 11'-0" 32 I 10'-9" 11'-2" 10'-3 1p'_80 10'19 V7"19 C 10'-4" 30 H 10'-7" 11'-0" B 18 10'-7" 10'-9" 29, 1019 21 B 10'-4" 32 G 10'-2" 10'-7" 21 9'-9" 9'-10"30G 6'-2" 11' C 9'-10" 30 H 10'-1" 10'-6" B 19 10'-1" 10'-3" 29 G 11' 22 9'-10" 32 I 9'-9" 9'-10' 21 9'-3" g _p" 31fj- r 5,_8„ 12, 10'-1 _g" 2 22 C 9'-6" 333 H 9 -8" 9 -8" C 122 9 -8" 9-4"R,_�„ 231 G 12' g° 9 -6' J g,�„ g,-1" 9'-0" 2 /QRpFESS IO�� o � r - W rn N (0 Lo Z m M U ci � x� uw>- Ctf O �- Q Z LLo co Lo O _O O N rn S5885 OF CAL 03-11-16 DURALUM IAPM0 0195 II REVISIONS MARK I DATE OESCRVMN /' 4 STEL JOB 0 161071 DATE 03.0616 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH'- 34 , 34 OF 50 SHEETS