The URL can be used to link to this page

BPAT2016-008178-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: I BPAT2016-0081 Property Address: 60661 WHITE SAGE DR APN: 764340043 Application Description: RALPH DUNN / PATIO Property Zoning: Application Valuation: $1,863.00 Applicant: LIFETIME PATIOS P 0 BOX 5806 LA QUINTA, CA 92248 1:;&r ^& 4QR&Z DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: B License No.: 770843 AftDate: Cont�.r: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. . B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 7/27/2016 Owner: RALPH DUNN 60661 WHITE-SAGE-D_R��_ LA QUINTA, CA 1 2253n n PJUL 7 2016 Contractor: LIFETIME Pyy I�S C(YOFLAOUIPJ q P 0 BOX 590% llnUhly 'JELOPdf,Ef.'TCEPAF LA QUINTA, CA 92248 (760)772-0013 0c. No.: 770843 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 w`�o�rk for which this permit is issued. , I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: MID-CENTURY INSURANCE COMPANY Policy Number: A09461819 _ 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. Dates. J� Applicant: L 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. Lender's Name: As,__r4 /2 Signature -(Applicant or Age Lender's Address: Application Number: Property Address: APN: Application Description Property Zoning: Application Valuation: Applicant: LIFETIME PATIOS P O BOX 5806 LA QUINTA, CA 92248 BPAT2016-0081 60661 WHITE SAGE DR 764340043 RALPH DUNN / PATIO $1,863.00 Owner: RALPH DUNN 60661 WHITE SAGE DR LA QUINTA, CA 92253 Contractor: LIFETIME PATIOS P 0 BOX 5806 LA QUINTA, CA 92248 (760)772-0013 Llc. No.: 770843 Date: 7/27/2016 Detail: 207SF ATTACHED PATIO COVER AT REAR YARD [WEATHERWOOD, DUSTIN K. ROSEPINK ENGINEERING) THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING CODES. FINANCIAL INFORMATION DESCRIPTION ACCOUNT CITY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER, STD, OPEN 101-0000-42404 0 $97.17 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER, STD, OPEN PC 101-0000-42600 0 $95.72 Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 DESCRIPTION ACCOUNT QTY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $0.50 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 Description: RALPH DUNN / PATIO ADDITIONAL Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: APPROVED Applied: 7/26/2016 RSE ENGINEERED - OPEN Approved: 7/27/2016 DCL Parcel No: 764340043 Site Address: 60661 WHITE SAGE DR LA QUINTA,CA 92253 Subdivision: TR 30023-1 Block: Lot: 68 Issued: Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $1,863.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: 207SF ATTACHED PATIO COVER AT REAR YARD [WEATHERWOOD, DUSTIN K. ROSEPINK ENGINEERING] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING CODES. Printed: Wednesday, July 27, 2016 3:34:22 PM 1 of 2 `r SYSTEMS ADDITIONAL CHRONOLOGY CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE NOTES PLAN CHECK SUBMITTAL RAMSES SEVILLA 7/26/2016 7/26/2016 RECEIVED PHONED CHARLES TUNSTEAD (760-777-2650) AND LET HIM TELEPHONE CALL " DUANE CLAYTON 7/27/2016 7/27/2016 KNOW PLANS WERE APPROVED AND READY FOR PICK UP. CONDITIONS CONTACTS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT LIFETIME PATIOS P 0 BOX 5806 LA QUINTA CA 92248 (760)698-9398 LIFETIMEPATIOS@AOL. COM CONTRACTOR LIFETIME PATIOS P 0 BOX 5806 LA QUINTA CA 92248 (760)698-9398 LIFETIMEPATIOS@AOL. COM OWNER I.RALPH DUNN 60661 WHITE SAGE DR I LA QUINTA I CA 1 92253 1 (760)698-9398 Printed: Wednesday, July 27, 2016 3:34:22 PM 1 of 2 `r SYSTEMS BOND INFORMATION ATTACHMENTS Printed: Wednesday, July 27, 2016 3:34:22 PM 2 of 2 CMsys•renns FINANCIAL IWORMATION 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: $194.39 00 BOND INFORMATION ATTACHMENTS Printed: Wednesday, July 27, 2016 3:34:22 PM 2 of 2 CMsys•renns I Bin'# Qty of La Quinta Building sr Safety Division Permit # P.O. Box 1504,78-495 Calle Tampico La.Quinta, CA 92253 - (760) 777-7012 -6AT 9LO Building Permit Application and Tracking Sheet Project Address: 60661 White Sage Dr Owner'sName: Ralph Dunn A. P. Number: Address: 60661 White Sage Dr Legal Description: City, ST, Zip: La Quinta, CA, 92253 Contmrtor-. Lifetime Patios Teiepbone: 760 698 939E .Address: P. O. Box 5806 NectDescriptiol: Open Laftecp- Wpathpnignnd City, ST, Zip: La Quinta, CA, 92248 Shade Structure - Attached. . Telephone: 760 777 2650 W,- 9X23 207 Sq. ft State Lic.#: B770843 City Lic, ik. 3258 Arch., Engr., Designer. Address: City, ST, Zip: Telephone: Construction Type, Occupancy: State Lic. #: Project ripe (circle one): Near Add'n Alter Repair DMO Name of Contact Person: Charles Tunstead Sq. Ft.: 207 # Stoic. ToUnitp: Telephone# of Contact Person: 760 668 1700 Estimated Value of Project $1863.00 . APPLICANT: DO NOT WRITE BELOW THIS LINE 9 Submittal Rq7d Reed TRACMG PERrVUTFEES Plan Sets Plan Check submitted Item Amount . Structural CRICS. Reviewed, ready for corrections Ilan Check Deposit Truss Coles. U Called Contact Person Plan Check Balance. Tide 24 Calcs. Plans picked up Contraction Flood plain plan Plans resubmitted 14tch2lilcal Ghding plan V Review, ready for correctionsfitsue Electrical Subcoutactor List Called Contact Person Plumbing Grant Deed Plans picked up SALL H.O.A. Approval Plans resubmitted 3:rading hN HOUSE:- Review, ready for correctionsfissue Peveloper Impact Fee Planning Approval Called Contact Person U.P.P. Pub. Wks. Appr Date of permit Issue School Fees Total Permit Fees CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION %o if. CZc.ur��ov,� _ Nom ra posers VVeaer'Aroo� La '+ce shade M',e kod a� w Lc k% .a Duhh BOO lo�lo 1 WK e fir - LA Quihta U;Z 3 no- (oa S— g3g8 a 11v%�tG sol e Dri wi_ i,4 PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. GENERAL NOTES: DESIGN REQUIREMENTS: WIND SPEED CONVERSION TABLE: GOVERNING CODES: 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE 2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2015 ALUMINUM DESIGN MANUAL - ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN _ ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND ACI 318-14 FOR 20, 25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. DRAWING NOTES: 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. 3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. 5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER. 6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. 8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. 9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON EXISTING OR NEW CONRETE SLABS. 10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL CARPORTS. 11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. DESIGN CONSIDERATIONS: 11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT. 12. MINIMUM COVER PROJECTION IS 10'. 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG. 14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SEI 7. 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7. 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES," IN ACCORDANCE WITH ASCE/SEI 7. 17. THE RATIO (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONE (1). 18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT BE LESS THAN ONE (1). MATERIAL SPECIFICATIONS: 19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER TABLE 1806.2 AND SECTION 1806.3.4. 23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. 24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976 OR APPROVED EQUAL. 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF). 28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2, EXCEPTION 2. WIND SPEED CONVERSION TABLE: I 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. RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER I. ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf) COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf) ADDITIONAL DESIGN REQUIREMENTS: 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. 2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11. 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. 5. SEISMIC DESIGN PARAMETERS: SITE CLASS: D SEISMIC DESIGN CATEGORY: D MAPPED SPECTRAL RESPONSE COEFFICIENTS: S5= 1.50, S, = 0.6, S� = 1.0, Sa = 0.50 RESPONSE MODIFICATION FACTOR, R:1.25 6. DESIGN ASSUMPTIONS: A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10' A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: A. TITLE SHEET AND GENERAL NOTES. B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN TABLES. D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE SITE-SPECIFIC DESIGN LOADS. E. APPROPRIATE STRUCTURAL DETAILS. F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION. SHEETINDEX: SHEET # SHEET TITLE / DESCRIPTION CBC / IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED 110 MPH 85 MPH 120 MPH 93 MPH 130 MPH 101 MPH SEE CONVERSION METHOD, THIS PAGE, FOR APPLICATION AND USE. SITE DESIGN PARAMETERS: SITE ADDRESS: "Duu rJ' WIND SPEED & EXPOSURE: ROOF / SNOW LOAD: STRUCTURAL ENGINEERING FIRM 0;;Eo,A7-4C_ /NEEf2/NG STRUCTURAL ENGINEERING 26030 ACERO SUITE 200 PHONE: (949) 305.1150 T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO, CA 92691 FAX: (949) 305.1420 SH -1 ............. SOLID PANEL STRUCTURES STRUCTURAL ENGINEER SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN K. ROSEPINK SE 5885 SH -3 ............. PANEL SPANS TRI -V, W -PANEL & FLAT PAN POINT OF CONTACT: ANTHONY IRAN SH -4 ............MINIMUM FASTENERS SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS SH -7 ............HEADER BEAM TYPES, COLUMN / POST TYPES SH -8 ............EXISTING EAVE CONNECTION DETAILS SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS SH -10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH - 12 ..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SH - 13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH - 14 ..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF 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 Ll, 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 2 N N CID LO Z LLj m ch Urn O uw>- QZLLo cD LD M U) L6 ' CSO C/) O N Nt 0' Q�FESS I(� co o S5885 OF CAO\ 03-09-16 DURALUM IAPMO 0195 AHJAPPROVAL OF LAQUINIt ING & SAFETY DEPT. PPROVED CONSTRUCTION B REVISIONS MARK DATE DESCRVIIDN 4 STEL JOB # 16-1071 DATE 03-09.16 DRAWN BY AT CHECKED GM TITLE SHEET, 'DESIGN LOADS, GENERAL NOTES T-0 0 OF 50 SHEETS ° 5 O 6 a 7 a 8 ATTACHMENT ROOF PANEL SEE TABLES SEE DETAIL A, B & C, SHEET 4 FOR ROOF SHEET 8 PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM. —� � ~ ST NS PRS E TlF NS 7 SOLID PANEL STRUCTURES ROOF OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 ATTACHMENT SEE DETAIL A, B & C, ROOF PANEL SEE TABLES SHEET 8 SHEET 4 FOR ROOF PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT SUPPORTING WALL HANGER & BEAM. —� vT �OFST t 7� PRO FC ' SE T/ON ROOF OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN �S11/GT "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN 11 OF S7. TO ' SEE DETAIL 11, SHEET 12� BEAM FOR MANDATORY CTURE -SUPPORTING BEAM. SEE DETAIL 11, SHEET 12lpffir VgRISS SPLICE. Sp NO BEAM SPLICE AT l'OSTSpAN/ BEAM - SEE TABLES SEE FOR MANDATORY SPLICE.POSM SPA FOR MANDATORY SPLICE. Sp SEE TABLES NO BEAM SPLICE ATEXTERIOR SPAN TAc/NG= POSTS. "O.H." NOT Tq EXCEED 25% SEE TgSBPLSC//yG EXTERIOR POSTS.ST SPACINGAgC 06 ROOF PANEL FOR POST SPACING EXTERIOR POSTS. __ALLOWABLE SPAN / POSTS, SIZE VARIES O y N SEE SHT. 11 FOR MINIMUM 25% TO BEAM SIZE VARIES POSTS, SIZE VARIXTT Sp l'OSTSpAN/ SSS OF SkC NUMBER OF REQUIRED COLUMNS BSAMgC�owA� iv TgetsslNG SEE SHT. 11 FOR MINIMUM OFCFE025� POSTS, SIZE VARIES �-� 3PgN A(CoFAM WAe76sp� NUMBER OF REQUIRED COLS N. S ACtoW st' NOT TO 31/2" SLAB ATTACHMENT --1 w MAY BEUSED WHERE PERMITTED. NOTE: NO SPLICE AT EXTE �POSTS SEE TABLES NOTE: EACH COMPONENT IS INTER - FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION ROOF PANEL SEE TABLES �S11/GT SHEET 4 FOR ROOF PANEL ATTACHMENT 11 OF S7. TO ' CTURE -SUPPORTING BEAM. O.H VgRISS FOR MANDATORY SPLICE.POSM SPA ry O.H SPAN BEAM -SEE TABLES "O.H." NOT Tq EXCEED 25% SEE TgSBPLSC//yG 06 ROOF PANEL FOR POST SPACING EXTERIOR POSTS. __ALLOWABLE SPAN / SEE DETAIL 11, SHEET 12 BEAM SIZE VARIES FOR MANDATORY SPLICE. NO BEAM SPLICE AT Sp l'OSTSpAN/ SSS BEAM -SEE TABLES EXTERIOR POSTS. TgetsslNG FOR POST SPACING POSTS, SIZE VARIES A(CoFAM WAe76sp� MAY BE USED NOT TO 3 1/2" SLAB MAY BE USED q SeAM ° WABCEsp� TO CONSTRAIN FOOTING, SEE TABLES TO CONSTRAIN III lU FOOTING, SEE TABLES FOOTINGS----/ I WI J SEE TABLES \f/ NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "C" FREESTANDING W/ CANTILEVER OPTION 3 1/2" SLAB ATTACHMENT) w MAY BE USED WHERE PERMITTED. SEE TABLES NOTE: EACH COMPONENT IS INTER - FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION ROOF PANEL SEE TABLES MIN. 0.25" SLOPE SHEET 4 FOR ROOF PANEL PER FT ATTACHMENT TO SUPPORTING BEAM. O.H.,_ "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN J� SEE DETAIL 11, SHEET 12✓ FOR MANDATORY SPLICE.POSM SPA BEAM -SEE TABLES NO BEAM SPLICE AT SEE TgSBPLSC//yG FOR POST SPACING EXTERIOR POSTS. ST�IIPOSTS, SIZE VARIES OH' NOT 3 1/2" SLAB A(CoFAM WAe76sp� MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES III lU FOOTINGS SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION o m CV co u') Z wrnM � � O i CT uW>- Q Z U-) O M C� tfj C) cof) O CV � Nt O QRpFEss I(� S5 85 OF CA1 \FOS 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 16.1071 DATE 03-0116 DRAWN BY AT CHECKED GM SOLID PANEL STRUCTURES SH -1 1 OF 50 SHEETS <- a 6 0 7 0 8 1 - . RAFTER, SEE TABLES ,G MANDATORY BEAM SPICE - SEE 0 MAX O.H. O.H. 25% OF RAFTER 6p ALLOWABLE q�op1e�1R9ygN SPAN DETAIL 11, SHEET 12 POST CR SSSECTION, �CFSp' G 1y M 2 LENGTH OF STRUCTURE VARIES qN 0I2 H G @SFS NG MANDATORY BEAM SPICE - SEE MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 G• NO BEAM SPLICE AT DETAIL 11, SHEET 12 �f �p6o EXTERIOR POSTS MAY BE USED NOTE: EACH COMPONENT IS INTER- NO BEAM SPLICE AT AOS TO CONSTRAIN FOOTING, SEE CD3 LENGTH OF STRUCTURE VARIES EXTERIOR POSTS SF61TT9SAgC/ COMPONTENT UNLESS OTHERWISE SHOWN. I @SFS NG NOTE: THIS OPEN LATTICE -TYPE STRUCTURE M MAY NOT BE COVERED. 3 1/2' SLAB F SASAgN/ FT,q AO MAY BE USED TO CONSTRAIN FS c sF STSA FTq@��S/NG FOOTING, SEE COMPONTENT UNLESS OTHERWISE SHOWN. AQS�SA e r OPEN LATTICE STRUCTURES FkisTWALL /NG LEDGER ROOF OVERHANG. SEE DETAIL A,B & C, SHEET 8. OV, x POST WITH SIDE PLATES SEE SHT. 11 FOR MINIM JM NUMBER OF REQUI COLUMNS 3 1/2' SLAB ATTACHMENT MAY BE USED WHERE NOTE: EACH COMPONENT IS INTER- SEE TABLES SF TAq qA/ PERMITTED. F C I CHANGEABLE WITH ANY OTHER q@�FNc COMPONTENT UNLESS OTHERWISE SHOWN. s ` FOOTING WHERE REQUIRED, NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE TABLES MAY NOT BE COVERED. TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE RAFTER, SEE TABLE FOR SIZE AND SPACING MAX. O.H. O.H.y 25% OF RAFTER y.� I ALLOWABLE T 1 1 F WALL LEDGER OR ROOF �Sr/NG@L/tO/NG SSEE EET8. DETAIL B&C OVERHANG, RAFTER, SEE TABLE MAX O.H. O.H 25% OF RAFTER ?So ALLOWABLE pFAOVFq, SPAN OST v�A'G LU gC�'I'G H x MANDATORY BEAM SPICE - SEE x DETAIL 11, SHEET 12 <vOff' NO BEAM SPLICE AT pELb �4 EXTERIOR POSTS p� yq� LENGTH OF STRUCTURE VARIES G ApSA POST WITH SIDE LATES SFTSA qh/ SEE SHT. 11 FOR MINIMUM FT qCj NUMBER OF REQUIRED q@SFS G COLUMNS NOTE: EACH COMPONENT IS INTER-° ST 'So 31/2' SLAB ATTACHMENT CHANGEABLE WITH ANY OTHER SFFlAgC/ MAY BE USED WHERE COMPONTENT UNLESS OTHERWISE SHOWN. q@FSG SEE TABLES NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE RAFTER, SEE TABLE FOR SIZE AND SPACING— MAX. O.H. O H 25% OF RAFTER ALLOWABLE00 SPAN LENGTH OF STRUCTURE VARIES ,G MANDATORY BEAM SPICE - SEE 6p DETAIL 11, SHEET 12 POST CR SSSECTION, ,50 1y M w LENGTH OF STRUCTURE VARIES 0I2 H G @SFS NG MANDATORY BEAM SPICE - SEE 31/2' SLAB DETAIL 11, SHEET 12 MAY BE USED NOTE: EACH COMPONENT IS INTER- NO BEAM SPLICE AT AOS TO CONSTRAIN FOOTING, SEE OST CROSS-SECTI SEE POST DETAI SFFT SAq Imo. EXTERIOR POSTS SF61TT9SAgC/ COMPONTENT UNLESS OTHERWISE SHOWN. q@SFS/NG @SFS NG NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY NOT BE COVERED. 3 1/2' SLAB NOTE: EACH COMPONENT IS INTER- AO MAY BE USED TO CONSTRAIN CHANGEABLE WITH ANY OTHER sF STSA FTq@��S/NG FOOTING, SEE COMPONTENT UNLESS OTHERWISE SHOWN. I` TABLES NOTE: THIS OPEN LATTICE -TYPE STRUCTURE — MAY NOT BE COVERED. FOOTING SEE TABLES TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE F WALL LEDGER OR ROOF �Sr/NG@L/tO/NG SSEE EET8. DETAIL B&C OVERHANG, RAFTER, SEE TABLE MAX O.H. O.H 25% OF RAFTER ?So ALLOWABLE pFAOVFq, SPAN OST v�A'G LU gC�'I'G H x MANDATORY BEAM SPICE - SEE x DETAIL 11, SHEET 12 <vOff' NO BEAM SPLICE AT pELb �4 EXTERIOR POSTS p� yq� LENGTH OF STRUCTURE VARIES G ApSA POST WITH SIDE LATES SFTSA qh/ SEE SHT. 11 FOR MINIMUM FT qCj NUMBER OF REQUIRED q@SFS G COLUMNS NOTE: EACH COMPONENT IS INTER-° ST 'So 31/2' SLAB ATTACHMENT CHANGEABLE WITH ANY OTHER SFFlAgC/ MAY BE USED WHERE COMPONTENT UNLESS OTHERWISE SHOWN. q@FSG SEE TABLES NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE RAFTER, SEE TABLE FOR SIZE AND SPACING— MAX. O.H. O H 25% OF RAFTER ALLOWABLE00 SPAN LENGTH OF STRUCTURE VARIES ,G MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 POST CR SSSECTION, NO BEAM SPLICE AT OST FFTgSAgC/ SEE POST DETAIL, EXTERIOR POSTS @SFS NG 31/2' SLAB MAY BE USED NOTE: EACH COMPONENT IS INTER- A QST TO CONSTRAIN FOOTING, SEE CHANGEABLE WITH ANY OTHER SFFT SAq Imo. TABLES COMPONTENT UNLESS OTHERWISE SHOWN. q@SFS/NG NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY NOT BE COVERED. TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE g U' W 2 lm� V 2 N O � N O Lo Z � m m U rn W p I �w� uw>- Q Z Lf) co 2) (=) U) O cV � CS) Q�pFESS 1Cy� o S5 85 _ 1 OF CAI_\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DEWRFMN 4 STEL JOB 9 16-1071 DATE 03-0316 DRAWN BY AT CHECKED GM OPEN LATTICE STRUCTURES SH -2 2OF 50 SHEETS i a 0 5 0 6 0 7 0 8 C SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C 24" TRI"V" PAN I2, I 12"x 3 1/2" W PANEL 6"/ 8'x 2 Yz' FLAT PAN %7,.5' so• .09R <I,S. 40' R=.117' r'25' .35' 40• J. 180• , .77' , .67' I .67' .40'F .75' .45' T= (SEE TABLE .43' CALL UNMARKED RADII .06R> BELOW) 3. 0" .63,T- (SEE TABLE .70' .25' z 6 y e• L o zs BELOW) 282' z r38T= (SEE TABLEA 7' I .40' 45' it.35' • .65' TYP. 3 ' .40' .40' .40' .40' .433' 24 13' 1.3' A' .433' 1.92' Al 1.92' .75' 3.00' .50' .50' .50' .50• 3.00' 3,251 4.00' 12.0 .001/8.00' ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE -10--T20 ROOF LIVEISNOW LOAD, psf 25 30 40 50 24" TRI -"V" PAN 0.88 0.83 0.75 0.80 24"x2V2'xO.018" 0.85 0.8D 0.65 0.65 - LUSL PANELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 13'_9" (IN.) 020(1) 120 MPH SPAN 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 12'-6" .018 11'-1' 11'-2" 10'-7" 10'-7" 9'-11• 14 7• 15'-3" 15'-3° 9 8.6, 8'-7" 8'-1" 8'_2• 7.5, .024 12'-3" 12'-3" 12•_3, 12•_3" 12•_3" 12•_3" 10 .024 12'-7" 12' 8' 11'-10" 12'-0" 11'-1' 10 13-7" 13-7' 10'x" 9'-9" 9'-9" 9'-2' 9'-3° 8'-7" 032 5'-10" 14'-3- 14 -3° 14 -3" 14'-3" 14'_3° 14'_3" 11'4" 032 14'-s" 14'-9' 14'-0" 14'-1' 13'-3' 14'-2' 12'-8" 12'-1" 12'-1" 11'-2" 11'-3° 10' 8" 040 15'-7" B'-4" 8'-4" 8'-4" 8'-4" 8'-4" 8'-4" 18'-0" 01B 16'-B" 16'-9" 15'-9" 16'-0" 15'-0' 14'-1" 13'-1" 11'-3" T -s" T-5" T -s" T -z" 7'-2" 6'-10• .020(l) 15'-9" 10,_1" 10'_1" 10'_1" 10'_1, 17 -7" 10•_1" 20 .024 9.6• 9'-6' 9'-0" 9'-1" 8'-8" 19'-4• 19'-4" 12' 6• B'-8' 8' 4" 8'-5" 8'-1" 12'-0" 7'-9" .024 12'_1, 12•_1" 12•_1, 12•_1, V7'-'3' 12•_1, .032 10'-9' 10'-9' 10'-3" 10' 4' 9'-10' 20 14'-10" 14' 8" 10'-9" 10'-3" 10'x" 9'-8' 14' 8" 17'-6" 16'-10" .032 7'-3" 7'-3" 7'-3' 7'-3" 7'-3' 10'2" .018 13'-3" 12'-9' 12'-9" 12'-0" 12'-0" 11'-7' 12'- 1" 12'' 1" 7'-8" 7' 4' 7' 4° 7'-1" 7'-1' 6' -to" .040 8'-9• 8'-9" 8'-9• 8'-9" 8'-9" B'-9" 25 .024 15•_1" 14•_7, 14•_7, 13•_8, 14.1•.020(1)11•_1 11'-4" 11'-4" 11'-4° 11'-4• 11_111•_1" 85 11'_1" 13'-3" W3* 13'-3" 13'-3" 9._8. 91$. 9._8. 9.8. 9._8, 9._8. .032 910" 9'-3" 9'-5" 8'-11" 9'-0'12'-0" 12'-2" 11'x• 11'-8" 10'_8• 10.2" 10 _2• 9'-7" 9'-8• 9'-2" IT -O' .024 6'_T• 6•_7 6'-7" 6'-7" 6'-7" 6'-7" 15'-6* .018 11'-0" 10'-7" 10'-8" 10'-2" 10'-3" 9'-9" 25 13'_2, 13'_2" 7'-0' 6'-9' 6'-10" 6'-7' 13'-9" 032 8'-3' 8'-3" 8'-3• 8'-3" 8'-3" 8'-3- 30 .024 13'-1" 12'-7' 12' 8" 12'-2" 12'-3" 11' 6' 16' 8' 16' 8" 8'-3" 8'-0" 8'-0" 7'-9" 7'-9" 7'-5" 040 9'-1" 9'-1• 91-1' 9'-1" 9'-1" 9'-1" .032 14'-2" 13'-7' 13' 8' 13'-0' 12'-10 13'-0' 9'-10" 9' 6" 9'-6" 9'-1' 9'-2" 8'-10" TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE -10--T20 ROOF LIVEISNOW LOAD, psf 25 30 40 50 12"x3Yz"x0.020" 0.88 0.83 0.75 0.80 24"x2V2'xO.018" 0.85 0.8D 0.65 0.65 - 24"x234"x0.024" 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 of O N Cfl Ln 1 Lu m M 2 �U� W p W > - UQZ LC) cc) O LC) ' COfl C/) O cl 04� O Q�pFESS I(�� `x�co S 5885 OF CAL\FOS 03-11-16 DURALUM IAPM0 0195 AHJ APPROVAL REVISIONS kDATE OESCRIPTM JOB # 161071 DATE 03-09.16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH - 3 3 OF 50 SHEETS 12" x 3 1/2" W PANEL 8" x 2 Yz" FLAT PAN LUSL PANELT (IN.) 110 MPH SPAN 1 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 13'-9" 13•_9, 13•_9, 13'_9" 13'_9" 13'_9" (IN.) (IN.) 020(1) 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 12'-6" 12'-6" 12'-0" 11'-1' 11'-2" 10'-7" 10'-7" 9'-11• 14 7• 15'-3" 15'-3° 15'-3" 15'-3" 15'-3" 15'-3° 020 10'-10" .024 9'-6° 9'-7" 9'-0' 020 12' 8' 12'-0" 13'-2" 12'-7" 12' 8' 11'-10" 12'-0" 11'-1' 10 13-7" 13-7' 17'-7° 17'-7' 17'-T' 17'-7" 17'-T' 5'-10° 032 5'-10" 5'-10" 10 024 12'-1" 11'4" 14'-s" 14'-9' 14'-0" 14'-1' 13'-3' 14'-2' 19'-7' 19'-7" 19'-7" 19'-7" 19'-7" 15'-7" 040 15'-7" 15'-7" 15'-7' 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 16'-B" 16'-9" 15'-9" 16'-0" 15'-0' 14'-1" 13'-1" 11'-3" 11'-3• 11'-3" 1 V_3" 11'_3, 1 V_3" 16'-2" .020(l) 15'-9" 15'-0" 15'-1" 14'-3" 17 -7" 17 -7" 17 7" 10•_1" 9.6• 9'-6' 9'-0" 9'-1" 8'-8" 19'-4• 19'-4" 12' 6• 12'-6' 12'-0" 12'-6" 12' 6" 12'-0" .024 040 11'-2" 10'-9' 10'-9' 10'-3" 10' 4' 9'-10' 20 14'-10" 14' 8" 14' 8' 14'-8" 14'-8" 14'-8" 14' 8" 17'-6" 16'-10" .032 16'-4" 16'-0" 16'-0" 10-2" 10'2" 10-2" 13'-3" 12'-9' 12'-9" 12'-0" 12'-0" 11'-7' 12'- 1" 12'' 1" 16'-3" 16'-3" 16'-3" 16'-3" 16'-3" .040 8'-4" 8'-6" 7'-11' 020 10'-10' 0'-4' 0'-3" 15•_1" 14•_7, 14•_7, 13•_8, 14.1•.020(1)11•_1 11'-4" 11'-4" 11'-4° 11'-4• 11_111•_1" 11'_1" 13'-3" W3* 13'-3" 13'-3" 13'-3" 20 .024 9 -9" 910" 9'-3" 9'-5" 8'-11" 9'-0'12'-0" 12'-2" 11'x• 11'-8" 12'-0" 12'-0" 12'-0" 12'-0" 12-0 13'-0• IT -O' .024 13'-0' 13'-0' 15'-6" 15'-0" 15' s" 15'-6* 15'-6" 11'-0" 10'-7" 10'-8" 10'-2" 10'-3" 9'-9" 25 13'_2, 13'_2" 13'_2" 13'_2" 13•_2° 13•_2• 13'-9" 032 13'-0" 13'-1' 12'-8" 14'-0" 14'-6' 14' -6" 14'-6" 13'-1" 12'-7' 12' 8" 12'-2" 12'-3" 11' 6' 16' 8' 16' 8" 14'_2, 14'_2• 14•_2" 14•_2• 14'_2" 14'-2" 040 .040 14'-2" 13'-7' 13' 8' 13'-0' 12'-10 13'-0' 10'-6" 10'-6• 10'-6" 10'-6" 10'-0" 10'-6" 15'-2" .020(l) 14'-10" 14'-10" 14'-3" 9'-9" 9'-9" 9'-s" 9'-2" 8'-9" 8'-11" B'-5" 8' 6' 8'-2" 10'-4• 11'-3° 11'_3" 11'-3" 11'-3" 11'-3" .020 024 .020 10' 6" 10'-1 ° 10'-2" 9'-7" 9'-9' 30 8'-8" 12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 10'-8" 10,-1" 10'-3" 03212'-6" 9'-9" 9'4" 10'4" 10'-4" V12'6" 10'4" 10'-4' 10'-4" 12'-1' 11'-10" 11'-6" 11'-6"13'-4" 11 _1" 11 _1, 11'-1" 13'4" 13'4" 13'4" 13'-4" .04014'2" .024 13'-8" 136' 13'-0" 13'3' 9'-7" 9'-7' 9'-2" 9,-1" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1° 11'-7° .020(l) 11'-0" 101-6" 11'4" 11'-4" 11'-4" 11'4" 11'4" 8'-3° B'-1" B'-1" 7'-10" 7'-10" T-6• 12'-1" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" .024 .032 9'-1" 9'-1" 8'-10" 8'-10" 8'-7" 40 10'-9" 11'4" 11'4' 11'4" 11'-4" 1114" 11'4" 11 13'-0" 13'-1" .032 12'4" 12'-3" 12'-3" 12'-3' 12'-3" 12'-3" 12'-3" 11'-3" 11'-1' 11'-0" 10'-7" 10'-8" 10'-3" 13'-1" 12•_2" 12•_2, 12'_2" 12•_2" 12'2" 12•_2• .040 .040 12'-9" 12'-9" 12'-3" 12'4 8'-2" 8'_2" 8'-2" 8'-2" 8'-2" 8'-2" 14' 8" .020(l) 14'-1" 9'-3" 9'-3" 9'-3" 9'-3' 9'-3• T-1" 7'-1" 7'-1" 6'-11" V-11" 6'-9- 9'-9" 9'-9' 9-2- 9'-2" 9'-2' 9'-2" 9'-2" 9'-2" .024 .020 8'-0' 7'10• 7'-10" 7' -1' B'-1" 50 T-10• 10, T, 10'-7' 1 D'-7" 10'-7" 10'-7" 10'-7' 9'-2' 9'4" .032 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 91-9" 9'-7" 10'4" 10'4° 10'-4" 10'-4" 10'4" 11'-3" 1'-3' .024 1'-3 11'-3" .040 >1 >130---W' 30 1010 10'-10" 10'-7" 10'-8• 10'-4• of O N Cfl Ln 1 Lu m M 2 �U� W p W > - UQZ LC) cc) O LC) ' COfl C/) O cl 04� O Q�pFESS I(�� `x�co S 5885 OF CAL\FOS 03-11-16 DURALUM IAPM0 0195 AHJ APPROVAL REVISIONS kDATE OESCRIPTM JOB # 161071 DATE 03-09.16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH - 3 3 OF 50 SHEETS 8" x 2 Yz" FLAT PAN 6" x 2 Yz" FLAT PAN LUSL PANELT (IN.) 110M SPAN 1 120 MPH SPAN 130 MPH SPAN LUSL (IN.) (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 12'-6" 12'-6" 12'-0" 12'-6" 12'-6• 12'-6" 14 7• 14-7" 14 7' 14-7" 14'7" 14 7" 020 10'-10" 10'-1' 9'-6° 9'-7" 9'-0' 020 12' 8' 12'-0" 12'-0" 11'-4" 11'-6" 10'-9" 13-7" 13-7° 13-7" 13-7' 13 7• 13'7" 15' 10" 5'-10° 5'-10° 5'-10° 5'-10" 5'-10" 10 024 12'-1" 11'4" 10'-9" 10-10' 10'-1" 10 024 14'-2' 12'-1" 15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 15'-7' 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" .032 14'-1" 13'-1" 13 4" .032 16'-2" 15'-8" 15'-9" 15'-0" 15'-1" 14'-3" 17 -7" 17 -7" 17 7" 17 -7" 17'7" IT 7" 19'-4" 19'-4" 19'-4• 19'-4" 19'x" 19'-4" 040 040 15'-7" 14'-10" 14'-10" 14'-1" 14'-2" 1 17'-6" 16'-10" 17'-0" 16'-4" 16'-0" 16'-0" 10-2" 10'2" 10-2" 10-2" 10'2' 10'2' 12.1. 12'- 1" 12'' 1" 12 1" 12-1" 020 8'-9" 8'-4" 8'-6" 7'-11' 020 10'-10' 0'-4' 0'-3" 9'-9" 9'-10• 9'-5- '-5"11'4" 1 l'-4" 11'-4" 11'-4" 11'-4° 11'-4• 11'-4" 13'-3' 13'-3" 13'-3• 13'-3" 13'-3" 13'-3" 20 .024 9 -9" 9 -3' 9 5' 8 -11" 20 .024 12'-2" 11'x• 11'-8" 11'-2" 11'-3' 10'-7" 13'-0" 13'-0• IT -O' IT -O" 13'-0' 13'-0' 15'-6" 15'-0" 15' s" 15'-6* 15'-6" 15'-6" .032 11'-0" 10'-6° .032 14'-2" 13'-9" 13'-T' 13'-0" 13'-1' 12'-8" 14'-0" 14'-6' 14' -6" 14'-6" 14'-6' 14'-6" 16'-8" 16' 8" 16' 8• 16' 8' 16' 8" 16'-8- .040 .040 13'-0" 12'-10 13'-0' 12'x" 12'-6" 11'-10' 15'-6" 15'-2" 15'-2" 14'-10" 14'-10" 14'-3" 9'-9" 9'-9" 9'-s" 9'-9" 9,-9" 9'-9" 10'-4• 10'-4• 10-4' 10'-4" 10'x" 10'4" .020 .020 8'-8" 8'-8" 8'-3" 8'-3" 7'-10' 10'-8" 10,-1" 10'-3" 9'-8" 9'-9" 9'4" 10'4" 10'-4" 10'-4" 10'4" 10'-4' 10'-4" 11'-1• 11'_1, 11'_1• 11 _1" 11 _1, 11'-1" .024 .024 25 9'-11" 9'-7" 9'-7' 9'-2" 9'-3" 8'-10" 25 12'-0• 11'-6" 11'-7° 10'-10" 11'-0" 101-6" 11'4" 11'-4" 11'-4" 11'4" 11'4" 11'4" 12'-1• 12'_1" 12'-1• 12'_1" 12'-1" 12'_1" .032 .032 11'-10" 11'-3• 11'-3" 10'-9" 10'-10" 10'4" 14'-1' 13'-7" 13'-0" 13'-1" 13'-2" 12'4" 12'-3" 12'-3" 12'-3' 12'-3" 12'-3" 12'-3" 13'-1" 13'-1" 13'-1° 13'-1' 13'-1" 13'-1" 040 .040 12'-9" 12'-9" 12'-3" 12'4 11'-9' 15'4' 15'-1" 15'-1' 14' 8" 14'-9" 14'-1" 9'-3" 9'-3" 9'-3" 9'-3' 9'-3• 9'-3• 9'-9" 9'-9" 9'-9' 9'-9" 9'-9' 9'-9- .020 .020 -1' B'-1" 7'-s" T-10• 7'-0" 9'-11" 9'-7" 9'-7" 9'-2' 9'4" B'-11' 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 91-9" 10'4" 10'4" 10'4° 10'-4" 10'-4" 10'4" .024 .024 30 9 -6' 9 1 ° 9 -2" 8 -10° 8 -11" 8 4" 30 11'-4" 10'-9" 11'-0" 10'4" 10'-6° 9'-11" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 11'-4" 11'4" 11'4" 11'4• 11'-4" 11'4" 032 .032 11'-1" 10'-8" 10'-9" 10-4 10'-4" 10'-0" 13'-2" 12'-0" 1T -O" 12' 6" 12'-7" 11'-10" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" .040 .040 12'-7' 12'-2" 12'-2' 11' 8" 11'-9" 11'-3• 14'-9" 14' s" 14'-7"14'-1" 13'-7" 8'4" 8'4" 8'-4" 8'4" 8'4" 8'-4-,,l9'-0• 9'-0" 9'-0' 9'-0" 9'-0" 9'-0" 020.020 7' 8' 7'-s" 7'-6" 7'-3" 7'-2" 6'-11" 9'-1" 8'-10" WAD" B'-7' 8'-6" 9'-0" 9'-0" 9'-0" s'-0" 9'-0" 9'-0" 9'-6" 9'-6" 91-6" 9'-6° 9'-6" 9'-6" 024 .024 40 8'-8" B'-3" B'-3" 8'-0° 7'-10" 40 10'-2" 9'-10" 9'-10" 9'-7" 9'-8" 9'-3" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9• 12'-1" 12'-9" 12'-9" 124 12'-6" 12'-1° 032 .032 10'-2" 9'-10" 9'-10" 9'-7" 9'-T 9'-3" 10'-3' 10'-1" 10'-1" 9'-10" 9'-10° 9'-8" 10'-7" 10'_7" 10'_7" 10'-7" 10'7" 10'-7" 11'-2" 11•_2" 11'_2• 11,_2, 11'_2" 11•_2" .oa0 .040 11'-6" 11'-2" 11'-2" 10'-8" 10'-10" 10' 6" 13'-9" 13' 4" 13' 6" 13,-0" 13'-1" 12'-7" 7'-5" 7'-5" T-5" 7'-5" 7'-5" 7'-5" 8'-3" 8'-3• 8'-3" 8'-3" 8'-3" 8'-3" .020 .020 6'-5' 6'-5" 6'-5" 6'-3" 6'-3" 6•_1• 7'-B" T -T' T-8" T-5" 7'-6" 7'-2" 8-3" 8 3" 8 3 8' -3" 8' -3" 8' -3" 81_9" 8'-9' 8'-9" 8'-9" 8'-9" 8'-9" .024 .024 50 7'4' 7'-3' T-3" T-1" 7'-0" 6'-11' 50 8'-9" B'-7" 8'-7" 8'-5" 8'4" 8'-1" 9 1' 9-1" 9-1' 9-1" 9-1" 9 1" 9'-8" 9'-8" 9'-8" 9'-8" 9•_8" 9'_8" 032 032 8'-6- 8'-5' 8'4" 8'-3' 10'4" 10'-3" 10'-3" 10'-1" 10'-1" 9'9" 9'-9" 9'-9" 9'-9" '" 10'4" 10'-4' 10'-4• 10'-4' 10'4" 040 r.040 VOl-44 r-1'-2" 11'_10" 11'_7' 11' 9' „'-0. 11.-0. of O N Cfl Ln 1 Lu m M 2 �U� W p W > - UQZ LC) cc) O LC) ' COfl C/) O cl 04� O Q�pFESS I(�� `x�co S 5885 OF CAL\FOS 03-11-16 DURALUM IAPM0 0195 AHJ APPROVAL REVISIONS kDATE OESCRIPTM JOB # 161071 DATE 03-09.16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH - 3 3 OF 50 SHEETS 0 7 0 8 MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FREESTANDING SOLID COVERS FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED -a FIGURE INDICATES FREESTANDING L Z N O CN Z W m M r= Q a' co i crw VLu > Qz►� o� M 2 C:, o N Nt rn �9QppFNt ESS Ig1�l S 5885 OF CA0\ 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL REVISIONS AWtK DALE DESCRIPTION 4 STEL JOB # 16.1071 DATE 03-016 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN H - 4 4 OF 50 SHEETS TABLE 1 TABLE 2 TABLE 3 (2) 2"x6 %" 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 UMBER OF N❑.14 TEK OR SMS SCREWS PEF NUMBER OF N❑.14 TEK OR SMS SCREWS PER FOOT OF BEAM LENGTH _ ❑❑T OF WALL HANGER AND BEAM LENGTH PER FOOT OF BEAM LENGTH co D� 110 MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH EXP. BI EXP, C EXP, B EXP. C EXP. B EXP. C EXP. 131 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 1 2 2 2 2 2 1 1 1 2 2 1 1 1 1 1 1 6 1 1 1 2 2 2 6' 1 1 1 1 1 2 6' 1 1 1 1 2 2 2 2 2 3 1 2 2 2 .2 2 1 1 1 1 1 1 1 1 12 2 2 2 7. 1 1 1 2 2 2 7' 1 1 1 1 1 1 2 2 3 3 3 2 2 2 2 2 2 1 1 1 1 1 2 $ 1 2 2 273- 2 2 8' 1 1 2 2 2 2 8' 1 1 1 1 1 1 2 Z 2 3 3 2 2 2 2 3 3 1 1 1 2 1 2 g� 2 2 2 22 2 91 1 2 2 2 2 2 91 1 1 1 1 1 1 2 3 3 3 4 2 2 2 3 3 3 1 1 1 2 2 2 10,2 2 2 2 2 3 10' 1 2 2 2 2 2 10' 1 1 1 2 3 3 3 3 4 2 2 2 3 3 3 1 2 2 2 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 12' 2 2 3 3 3 3 12' 2 2 2 2 2 3 12' 1 1 1 1 1 2 3 3 3 4 4 5 2 3 3 3 2 4 2 2 2 2 2 2 13 2 2 2 3 3 3 13 12 2 2 3 3 3 I 13 1 1 1 1 1 2 3 4 4 4 4 5 2 3 3 3 3 4 2 2 2 2 2 2 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED -a FIGURE INDICATES FREESTANDING L Z N O CN Z W m M r= Q a' co i crw VLu > Qz►� o� M 2 C:, o N Nt rn �9QppFNt ESS Ig1�l S 5885 OF CA0\ 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL REVISIONS AWtK DALE DESCRIPTION 4 STEL JOB # 16.1071 DATE 03-016 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN H - 4 4 OF 50 SHEETS a 6 0 0 8 o u 0 t o r n RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C 1 LUSL T" (IN.) z W z� aw v)zo TYP. 3" x 8" RAFTER 8.0° z aw 'o 2" X 6 1/2" RAFTER z 1- a� a'o 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" 10 024 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" 10 02418'-4" 16„ 22'-6" 22'-4" 22'-6" 21'-1" 22'-2" 19'-2" 24 24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6" 21'-6" 21'-6" 21'-6" 21'-6" 21'-6" 21'-0" 24" 13'-1" 13'-0" 13'-1" 12'-10" 11'-2" 11'-7" 11'-7" 11'-7"1'-7" 11'-7" 11'-3" 24" 18'-3" 18'-4" '17'-3" 18'-2" 16'-3" 16'-3" 16'-3" 16'-3" 16'-3"16" 20 .042 23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-1011 032 16" L'12'-3" 20'-3" 20'-2" 20'-3" 8"20'-1" 18'-2" 18'-0" 18'-0" 18'-0"8'-0" 18'-0" 17'-7" 032 16„ 28'-7" 28'-6" 28'-7" 27'-9" 28'.3" 25'-3" 25'-3" 25'-3" 25'-3" 25'-3"18'-9" r25'-7" 24'1 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 17'_10" 17'-10" 24 16'-7" 16'-6" 16'-7" 16-1" 16'-4" 14'-10" 14'-8" 14'-8" 14'-8" 14'-8" 14'-B" 14'-4" 24" 23'-4" 23'-3" 23'-4" 22'-8" 23'-1" 20'-8" 20' 8" 20'-8" 20'-8" 20'-8" - 20'-2" 25 .042 16" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 21'-6" 21'-6" 21'-6" 21'-2" 21'-3" 20'-8" 042 16" 24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2" 21'-9" -9" 1'-9" 21'-9" 21' 2 21'-9" 21'-2" 042 16" 34'-7" 34'-4" 34'-7" 33'-7" 34'-2" 30'-8" 30'-8" 30'-8" 30'-8" 30'-8" 32'-8" 29'-10" 24"24" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 17'-7" 17'-7" 17'-7" 17' 4" 17'-6" —1-6--1 0" 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'-4" 30 .042 16" 1B'-1" 19'-1" 18'-1" 19'-1" 18'-1" 19'-1" 18'-1" 19'-1" 18'-1" 19'-1" 18'-1" 19'-1" 20 .024 16" 12'-4" 11'-9" 12'-4" 11'-9" 12'-4" 11'-9" 12'-4" 11'-9" 12'-4" 11'-9" 12'-4" 11'-9" 20 .024 16" 17'-4" 16'-7" 17'-4" 16'-7" 17'-4" 16'-7" 17'-4" 16'-7" 17'-4" 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'-B" 9'-8" 241 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 40 .042 16" 15'-10" 5'-10" 15-10" 15'-10" 15'-10" 15'-10" 16'-8" 16'-8" 16'-8" 16'-8" 16'-8" .032 16" 15'-8" 15'-8" 15'-8" 15'-8" 16-8" 15'-8" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" .032 161, 22'-1" 22'-1" 22'-1" 22'-1" 22'-1" 21'-1" 21'-1" 21'-1" 21'-1" 21'-1" 22--0- 21'-1" F24" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 13'-8" 13'-8" 13'-B" 13'-8" 13'-8" 13'-8" 24" 12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-9" 12'-3" 12'-3" 12'-3" 12'-3" 24" 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" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 15'-0" 15-0" 15'-0" .042 16„ 19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10" 18'-1" 18'-1" 18'-1" 1" 1" .042 16" 26'-8" 26'-8" 26'-8" 26'-8" 26'-8" 25'-6" 25'-6" 25'-6" 25'-6" 25'-6" 26'-7" 25'-6" 24" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 2" 11'-2"14'-9" 24" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 24" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10'21'-91. 20'-10" 20'-10" 20'-10" 20'-10" 20'-10" 20'-10" * NOTE: SINGLE RAFTERS SPACED 32" O.C. WHEN DOUBLED AND SINGLE 24" O.C. MAY BE USED AT 48" O.C. 16" O.C. MAY BE USED AT024 RAFTERS SPACED WHEN DOUBLED. 16" 10'-7" 11'-7" 10'-7" 11'-7" 10'-7" 11'-7" 10'-7" 11'-6" 10'-7" 11'-6" 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" 12'-9" 9'-3" 032 16" 14'-4" 14'-9" 14'-4" 14'-9" 14'-4" 14'-9" 14'-0" 14'-6" 14'-4" 14'-7" 14'-4" 14'-2'1 032 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' 25 25 24" 11'-1" 11'-1" 24" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 12'-1" 12'-1" 12'-1" 11'-10" 12'-0" 11'-7" 17'-0" 17'-0" 17'-0" 16'-8" 16'-9" 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'-4" 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" P—"'-7" 24„ 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 14'-7" 14'-7" 14' 4" 14'-6" 14'-0" 20'-6" 20'-6" 20'-6" 20'-6" 20'-6" 20'-6" 0.042" TYP. 8.0° 0.029 6.5 0.024" 6.5" 032° 0.0.042" 0.032" 0.042" F --2.0^---I 1-2. 0._J_3 T2.0"—I— * 3"x8" RAFTER * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 30041436 OR ALUM. ALLOY 3004-H36 ALUM. ALLOY 30041436 OR EQUAL OR EQUAL EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING o/rT � co h CV U-) Z Lu m m O wi Fw>- UQ Z Lu) m O CD o CV � 03 rn QRpFESS I(( co S5 85 - - 1 OF Cpl\F�� 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRvnDN 4 STEL JOB 9 16.1071 DATE 03-09.16 DRAWN BY AT CHECKED GM MINIMUM FASTENERS SH -5 5 OF 50 SHEETS ^A RAFTER SPANS FOR OPEN LATTICE STRUCTURES V 110/120/130 MPH 0.024" 6.5" 0.024" 6.5" 0.032" 0.032" 0.042" 0.042" MAX. * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR OR EQUAL EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING EXP. B & C t\ N O m W N QD Lri CD 2 C7� M ccn W p w j — QZLon M O L6 U) N- o N cy; m rn Q�FESS l! S5885 OF cp-\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRFTIDN 4 STEL JOB # 16.1071 DATE 03-09.16 DRAWN BY AT CHECKED GM RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS SH -6 6 OF 50 SHEETS Z1- a v No 2" X 6 1/2" RAFTER ZZ 3z a V V)o DBL. 2" x 6 1/2" RAFTER LUSL (IN.) 110 MPH 120 MPH 130 MPH LUSL "T" (;T 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 .024 16" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 024 16" 14'-8" 14'-6" 14'-8" 14'-6" 14'-8" 14'-8" 14'-8" 14'-8" 24" T-6" T-6" 7'-6" T-6" T-6" T-6" 8'-6" 8'-6" 8'-6" 8'-6" 8'-6" 8'-6" 24" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2" 11'-10" 11'-10" 11'-10' 11'-10" 11'-10" 11'-2" 11'-10" 30 032 16" 12'-6" 12'-6" 13'-1" 12'-6" 13'-1" 12'-6" 13'-1" 12'46" 13'-1" 12'-6" 13'-1" 30 032 16" 18'-7" 18'-4" 18'-7" 18' 4" 18'-7" 18'-4" 18'-7" 18'-4" 18'-7" 18'-4" 18'-7" 18'-4" 24" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 24;; 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-1" 15'-1"15'-1"15'-1" .042 16"-0" 15'-9" 15'-9" 16'-0" 15'-9" 16'-0" 15'-9" 16'-0" 15'-9" 16'-0" 15'-9" 042 16„ 22'-7" 22'-2" 22'-7" 22'-2" 22'-7" 22'-2" 22'-7" 22'-2" 22'-7" 22'-2" 22'-7" 22'-2" 24" 12'-3" 12'-3" 17-3" 12'-3" 12'-3" 12'-3" 12-10' 12'-10' 12-10' 12'-10' 12'-10' 12'-10' 24" 18'-6" 18'-6" 18'-6" 18'-6" 18'-6" 18'-2" 18'-2" 18'-2" 18'-2" 18'-2" 18'-6" 18'-2" .024 16" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 024 16" 2'-10" 12'-8" 2'-10" 12'-8" 2'-10" 12'-8" 2'-10" 12'-8" 2'-10" 12'-8" 2'-10" 12'-8" 24" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 7'-2" 7'-2" 7'-2" T-2" T-2" T-2" 24" 9'-10" 9'-10" 9'-10" 9'-10" 9'-10" 10'x" 10' 4" 10'-4" 10' 4" 10' 4" 9'-10" 10'-4" 032 16" 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 03216'-1" 16" 16'-4" 16-4" 16'-4" 16'-1" 164" 16'-1" 16'-4" 16'-1" 16'-4" 16'-1" 40 40 24" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 24" 12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 9'-4" 9'-4" 9'-4" 9' 4" 9' 4" 9' 4" 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" .042 16 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" 13'-9" 13'-2" 13'-9" 042 16 19'-9"19'-9" 19' 4" 19' 4" 19'-9" 19'-4" 19'-9" 19' 4" 19'-9" 19' 4" 19'-9" 19'-4" 24" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 24„ 16'-2" 16-2" 16'-2" 16'-2" 16'-2" 15'-10' 15'-10" 15'-10" 15-10" 15'-10" 16'-2" 15-10" 024 16" T-3" _2. 8 2 T-3" 8 -2" 7'-3" 8'-2" 7'-3" 8'-2" 7'-3" 8'-2" 7'-3" 8'-2" 024 16" 10'-10" 11'-4" 10'-10" 11' 4" 10'-10" 11'-4" 10'-10" 11'-4" 10'-10" 11' 4" 10'-10" 11'-4" 24" 5'-2" 5'-2" 5'-2" 5'-2" 5'-2" 5'-2" 5'-9" 5'-9" 5'-9" 5'-9" 5, 9.. 5,_9., 24„ 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 9 �D 9 4_ 9 �„ 4_ 9 -4 8'-3" 9-:� 50 032 16" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 50 032 16" 14'-8" 14'-6" 14'-8" 14'-6" 14'-8" 14'-6" 14'-8" 14'-6" 14'-8" 14'-6" 14'-8" 14'-6" 24" 7'-0" T-0" T-0" T-0" T-0" T-0" 8'-4" 8'-4" 8'-4" 8' 4" 8' 4"8'-4" 24„ 11'-3" 11'-3" 11'-3" 11'-3" 11'4" 11'-10" 11'-10" 11'-10" 11'-10" 11'-10" 11'-3" 11'-10" 042 16"-9 12'-6" " 12'-6" 11'-9 " 12'-6" 11'-9" 12'-6" 11'-9" 12'-6" 11'-9" 12'-6" 042 16" 17'-9" 17'-6" 17'-9" 17'-6" 17'-9" 17'4- 17'-9" 17'-6"17' 17'-9" 6"17'-6" 17'-9" 24" " 9'-0" 9'-0" 9'-0" 9.-o" 9'-0"�2-1 10'-2" 100'-2" 10'-2" 10'-2" 10'-2" 24„ 13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 14'-3" 14'-3" 14'-3" 14'-3" 14'-3" 13'-7" 14'-3" 0.024" 6.5" 0.024" 6.5" 0.032" 0.032" 0.042" 0.042" MAX. * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR OR EQUAL EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING EXP. B & C t\ N O m W N QD Lri CD 2 C7� M ccn W p w j — QZLon M O L6 U) N- o N cy; m rn Q�FESS l! S5885 OF cp-\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRFTIDN 4 STEL JOB # 16.1071 DATE 03-09.16 DRAWN BY AT CHECKED GM RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS SH -6 6 OF 50 SHEETS 1 0 2 3 4 Im 5 6 0 7 0 8 6.5" ROLLFORM A GUTTER FASCIA ALUM. ALLOY 3004-H36 SPLICE WHERE ICCURS- 0.075", TYP. B MAG BEAM ALUM. ALLOY 6063-T6 FAM. '-)DBL. 2"x6.5"4.042" ALUM. ALLOY 3004-H36 OR EQUAL J DBL. 2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 8.0" .�YP0y4�2" . F---3.0. 4.0" DBL. 3x8"x0.042" BEAM O W/ DBL. 14 GA. STL. INSERT ALUM. ALLOY 3004-H36 OR EQUAL DBL. 3x8"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 FI II 1 LENGTH OF THE 3"xB" BEAM. u t o r V rl HEADER BEAM TYPES 7 SPLICE WHERE 1CCURS - 0.0700 TYP. C 4" [-BEAM ALUM.'ALLOY 6063-T6 3"x8"0.042" BEAM K ALUM. ALLOY 3004-H36 OR EQUAL (�YALUM. ." AG GUTTER ALLOY 6063-T6 T=12 GAINSERT T=0.125"ASTM A653SS WHERE ALUM. GRADE 50 G60-\ 3.O' OCCURS ALLOY 6063 T6 ALUM. I 6.656" 7 032' ir �--3.0"--I 3" SQ.x0.032" ALUM. BEAM E W/ 12 GA. STL. "U" CHANNEL ASTM A653 SS GRADE 50 G60 T=12 OR 14 GA ASTM A653 SS GRADE 50 G60 0.625" l - 11 { 3"x8"x0.042" BEAM M�3.o'---I M W/ 14 GA. STL'. INSERT G ASTM A653 RADE G 50 60 DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM L ALUM. ALLOY 3004-H36 W/ 12 GA. STL. INSERT OR EQUAL N ASTMA 653 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. COLUMN / POST TYPES 0 024' 0.032' 0.042 LASTIC 1.00° 1 5PLUGS 6." .040' ALUM. _ SMS.048' STE@ 24• D . 3.0" EA. SIDE 3.0" " .032" 2 ALUM. ��ALUQ�A ALUM POST 3" SQ. ALUM. POST 3" SQ. ALUM. POST LOY 3004H36 C ALUM. ALLOY 3004-H36 ITH S' DEP HEIGHT LIMITED TO SQ. STEEL POST (D�ALUM. ALLOY 3004-136 10'-0" MAXIMUM. F ASTM A653 GRADE 50 CP60 OR EQUAL 0.110 TYP. .o" F 7" I -BEAM ALUM. ALLOY 6063-T6 G W/ 1 "C" INSERT ALUM. ALLOY 6063-T6 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" 13.0 TYP E MAG POST ALUM. ALLOY 6063-T6 NOTE: EACH HEADER BEAPA TOP AND BOTTOM FLANGES SHALL BE CUT AT EACH INTERIOR COLUMN WHERE 3 OR MORE COLUMS OCCUR. DO NOT CUT FLANGES AT END COLUMNS. SQ. STEEL POST ASTM A500 GRADE B 4 2 0 W o N C-0 L iw- m M W O Nd W LU LL jI. wi - Q Z LO O co (n L6 CD U) O cV � cl ct rn Q�pfEss 1! o S58 5 - - 1 OF CAL \F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 16.1071 DATE 03-0416 DRAWN BY AT CHECKED GM HEADER BEAM TYPES, COLUMN / POST TYPES SH - 7 7 OF 50 SHEETS =3"SQ.xt=0.188" =3"SQ.xt=0.250" IH =3"SQ.xt=0.313" =4"SQ.xt=0.188" =4"SQ.xt=0.250" SQ. STEEL POST ASTM A500 GRADE B 4 2 0 W o N C-0 L iw- m M W O Nd W LU LL jI. wi - Q Z LO O co (n L6 CD U) O cV � cl ct rn Q�pfEss 1! o S58 5 - - 1 OF CAL \F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 16.1071 DATE 03-0416 DRAWN BY AT CHECKED GM HEADER BEAM TYPES, COLUMN / POST TYPES SH - 7 7 OF 50 SHEETS • E a 7 0 8 0m ©M a� Am u t o r u EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS A34 FRAMING ANGLE NOTE: WHERE COVER CONSTRUCTION INCLUDES DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS DESIGN (E) WALL COVER LOADS OPENING PROJECTION I 3/16" STEEL 0 1/4"0 HOLES,TYP. NOTE, BRACKET CAN BE LOCATED ANYWHERE ON EAVE. SEE TABLE 2 FASTENERS, SEE TABLE 3 REQUIRED TO VERIFY ADEQUACY OF THE EXISTING10, STUD WALL FRAMING WHERE ONE OR MORE OF THE 20 psf >V >18' 8" 0 0 TYP. BRACKET NOTE: PROVIDE WATER PROTECTION, METAL FLASHING OF FASTENERS CONNECTED FOLLOWING CONDITIONS OCCUR: 30, 40 & 50 psf > 6' > 14' AT EVERY 2x TABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS WITH 6 -INCH MIN.THICKNESS CAUCK JOINTS AND SLOPE R.F. OR EXT. HANGER MAXIMUM PROJECTION (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING. SD9112 SCREWS DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL WITH 2x FULL S G G NUMBER AND TYPE OF FASTENERS TO DRAIN (OPTIONAL) CHANNEL, 2X OR 3X 110, C 120, B 120, C O EXISTING EAVE ALLOWABLE PROJ. TO BEAM RAFTER BRACKET Ya' 0 SIMPSON STRONG -BOLT 2 SS AT 48' D.C. (n,b) LEDGER OR WALL HANGER OVERHANG 26'-0" SEE TABLE 1 Fj 25'-4" 20'-7" WITH FASTENERS 1 1/4" (24" MAX.)2x6OR 2" x 6" NOTCHED 2xl LEDGER 26'-0" 26'-0" 25'-7" PER TABLES 3 & 4 21'-2" o m � WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) ALUM. PANEL 2X OR EXIST. RAFTERS AT I 2x WOOD STUD OR 20 Ya' 0 SIMPSON STRONG -BOLT 2 SS AT 48. O.C. (n,b) 2"x6" FULL OR 2"x8" NOTCHED 3x ALUM. RAFTER 24" O.C. AT ROOF 1 MIN. CONCRETE WALL 26'-0" RAFTER 26'-0" EXIST. FASCIA BOARD OVERHANG 2"x8" FULL OR26' 2"x10" NOTCHED 0" (3}#14x3 1/2' W. 26'-0" ALLOWABLE PROJ. EXISTING EAV 2X FULL DEPTH WOOD SCAB, 3" 1" MIN. 26'-0" 5' (A) (A) TO BEAM OVERHANG SEE TABLE 1 (24" MAX.) (A) (A) (A) WHERE OCCURS, T— (A) (A) (A) NOTE, PLACE -SIKA FLEX' OR SIMILAR (A) (A) 25 SEE TABLE 2 6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 20 MATERIAL BETWEEN BRACKET AND NOTE: BRACKET MAY BE 26'-0" 26'-0" 25'-2" 41 20'-7" COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER (A) (A) SEAL W/ SAME CONNECTION'S. EAVE CONNECTION WALL CONNECTION (B) (B) A L EXISTING ROOF OVERHANG DESIGN LOADS, B NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x6y" ALTERNATE EAVE CONNECTION C' RD = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"xB" MINIMUM RAFTERS) NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS 30, 40, 6 50 psf OR KILN -DRY WOOD -FILLED 2"x6Yz" OR 3"xB" ALUMINUM SECTIONS. WITH A 10 psf MAXIMUM DESIGN LOAD. 2 EXISTING RAFTER ALLOWABLE BENDING STRESS IS 2'x6^ FULL OR 2 x8 NOTCHED 26'-0" 26'-0" TABLE 1 TABLE 2 TYPE AND NUMBER OR RAFTER OF FASTENERS CONNECTED REQUIRED TO EXISTING ROOF AT ROOF PANEL OVERHANG TABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS WITH 6 -INCH MIN.THICKNESS COVER LUSL EXISTING FRAMING MEMBER AT ROOF OVERHANG MAXIMUM PROJECTION (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING. SD9112 SCREWS DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL WITH 2x FULL COVER LUSL NUMBER AND TYPE OF FASTENERS WIND SPEED (MPH) AND EXPOSURE 110, B 110, C 120, B 120, C 130, B 130, C 10 Ya' 0 SIMPSON STRONG -BOLT 2 SS AT 48' D.C. (n,b) 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" Q= 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. 10 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 25'-7" 25'-4" 21'-2" o m � WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 20 Ya' 0 SIMPSON STRONG -BOLT 2 SS AT 48. O.C. (n,b) 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2"x8" FULL OR26' 2"x10" NOTCHED 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) 25 Ya' SIMPSON STRONG -BOLT 2 SS AT 48. O.C. (n,b) 6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 20 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) 30 SIMPSON STRONG -BOLT 2 S AT 36' 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 2'x6^ FULL OR 2 x8 NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0 " 8 (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 40 y2' 0 SIMPSON STRONG -BOLT 2 SS AT 36' O.C. (n,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) 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 11' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 50 W 0 SIMPSON STRONG -BOLT 2 SS AT 24. O.C. (n,b) 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 12' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 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 FOOTNOTES TO TABLES 3 & 4: IN. EMBED ANCHOR 3' MINIMUM INT❑ CONCRETE WALL AND INSTALL IN ACCORDANCE WITH ESR -3037 b, USE 3' SQ.xY4' STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER T AGAINST EXISTING CONCRETE WALL, c, WHERE ROOF PANEL RAIL OCCURS, USE Ii2 DIAMETER LAG SCREW IN LIEU ❑F C2> �4 DIAMETER LAG SCREWS, 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'-0" 16'-0" 16'-0" 16'-0" 16'-0" (C) - (2) Y4' DIAMETER LAG SCEWS (D) - DIAMETER LAG SCREW (E) - �a' 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. Q 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" TZ I- WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED m 3: (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 40 2" x 4" FULL 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" Of 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'-s" - 19'6" 5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) 6' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 7' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 550 2" x 4" FULL 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8' (C) (C) (C) (C) (C) I (C) (D) I (D) I (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) 2" x 6" NOTCHED 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 9' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) 2"x6" FULL OR 2"x8" NOTCHED 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 10' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 2"x8" FULL OR11' 2"x10" NOTCHED 20-9" 20'-9" 20'-9" 20'-9" 20'-9" 20'-9" 12' (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 'V N Co Lo uj m O u ai Z �<� o u> Q Z LLLo OCO co �- C) U) O N cm QROFESS l COD S5 85 - 1 OF CAO - 03 -11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK 0.47E DESCRPTIM 4 STEL JOB N 16.1071 DATE 03-09-16 DRAWN BY AT CHECKED GM EXISTING EAVE CONNECTION DETAILS SH -8 8 OF 50 SHEETS E r 7 0 8 n eu 0 u t o r 0 u HANGER CHANNELS AND MOUNTING BRACKETS i Wo0 -)N CD L0 Z iW— a) O 2 �U� W fj) O W > — Q Z � O If) co rn Q�OFESS Icol o S58 5 OF cg_\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRFMN 4 STEL JOB # 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM HANGER CHANNELS AND MOUNTING BRACKETS SH -9 9OF 50 SHEETS FASTENERS, SEE TABLE 3, SHEET 4 T=,060'7 TYP,-11— 2.740" 1.50" FASTENERS, 078 SEE TABLE 3 SHEET 8 300" ^ T=.060" ALUM. 3004-H36 O6 .63 .25"R .05 fwv FASTENERS o 3' 1.5 " .202" FASTENERS, SEE TABLE 3 SHEET 8 l 6" t= 0.04" .010"x90" (2) DIA. SEE SHEET 4 00 NM `�° 563" .281" .2005" (h J A 3" FASTENERS CONTINUOUS A- RAIL ROOF PANEL (WHERE OCCURS) O " M SHEET 8 SEE TABLE 3 u~i .0603.FASTENERS, 3' w ALUM.ALLOY SEE SHEET4 FASTENERS, �-1.880' SEE TABLE 3, SHEET 4 1 75" 6M.ALL ALUM.ALLOY ALUM. ALLOY 6063-T6 ALUM.ALLOY 6063-T6 6063-T6 OROLLFORMED HANGERNOTE: O EXTRUDED HANGER/ CONNECTION OC I.R. HANGER "H" BRACKET THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED AT ROOF LOADS EXCEEDING 30 psf. (3)%2 0 LAG SCREWS 1 1/2" 10# L.L.=(2)#14 SMS EA. SIDE 20#,25#,30# L.L.=(3)#14 SMS EA. SIDE BEAM SPLICE TO #14 SDS, 40#,50# L.L.=(4)#14 SMS EA. SIDE OCCUR DIRECTLY OVER 5/8" 0 PLASTIC 3 PER SIDE I POST. NOT PERMITTED PLUG WHERE J 1"3/4" - OR 1 1/2" 2 -POST UNITS @ - @ 6 SCREWS I SCREW IS INSIDE J Q PER SIDE I 5" .5" #1 4 SMS MAY 3., 2" x 6 1/2" OR BE USE AS D 5" MIN. 3" x 8" ALUM. 3.5" 3.5" ALTERNATE TO RAFTER 1/4"0 BOLTS _ AEACH 3.5" 3.5"i' 3"x8" ALUM.3/4" OR 1 1/2" -- - - - 5„ 8" BEAM f HEADER �"EXISTING U-BRACKETEl I5^U)X ORW WOOD STUD FRAMING SEE NOTES3"x8" ALUM. E) STUCCO BELOW6 1/2" SIDEPLATE EA. 2 (E) STUCCO x 3-1/2"LAG SCREWS L.L:10 psf I SIDE SEE POST SCHEDRAFTER I I 0 x 3-1/2" LAG SCREWS L.L.=20, 25 and 30 psf #14 SMS EA. SIDE PENETRATION BRACKET 2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf TOP, MID HEIGHT NOTE: LENGTH OF LAG SCREW SHALL PROVIDE (2" MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES THREADED PORTION OF SHANK COMPLETE NOTE: USE LEDGER WHERE RAFTER SPACING PENETRATION INTO EXISTING CORNER STUD, EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8. SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11 HEADER BRACKET 2 RAFTER TO STUD WALL CONNECTION 3 BEAM TO POST CONNECTION 8 11/2" OR 2"LATTICE #8 S.M.S. ALTERNATE 1/2" DOUBLE RAFTER- #8 S.M.S. EACH SIDE EXISTING ALUMINUM MEMBER WITH BOLT CONNECTIO PLAN 2 LATTICE 1 1/2" OR 2" SHEATHING WOOD FILL OR DBL. 3'xB'x0.042 BEAM ALTERNATE: NOMINAL LEDGER OR DBL. 2'x6.5'x0.032'/0.042' 4-#14 S.M.S. EACH (NEW OR EXISTING) f, BEAM RAFTER TO COL. F ¢ SEE NOTE, DETAIL B, L = CONNECT. (8 -TOT.) 2"x6.5" OR 3"x8" RAFTER SHEET 8 w = 0 to of ALTERNATE: 1/2" BOLT U) I o a.5^O t6' ALTERNATE: FASTNERS, SEE TABLE 3, °'SHEET8 5/8' 0 ACCESS (2)-#14 S.M.S. EACH RAFTER HOLES TO COLUMN CONNECTION c INSTALL 6 - #14 3"x 3"STL.POST (24") o ALTERNATE: (4 -TOTAL) X :Y4' INSERT ATTACHED OR (2)-2x6.5" OR _ ALTERNATE: 3' SQ. POST LONG SDS R EACH 3"x 3'STL.POST COLUMN (2)-3"x8"HEADER FOR FREESTANDING (2)- 2x6.5" OR (2)-3"x8" HEADER ` EXISTING HEADER T❑ COLUMN (2)-1/2"BOLT / ALTERNATE: 1^ STUCCO OR EQUAL (12 FASTENERS 3"x3"x0.024" (1) - 1/2" BOLT OR 2.5" PENE. INTO EACH WOOD STUD PER 2"x 6.5" SIDEPLATE CONNECTOR (2)- #14 S.M.S. EACH RAFTER C❑NNECTI❑N) DBL. RAFTER/ DBL. HEADER CONN. O STUB COLUMN TO DOUBLE HEADER CONN. O EXIST. STUCCO / LEDGER O DOUBLE HEADER TO O ATTACHMENT DETAIL COLUMN DETAIL i Wo0 -)N CD L0 Z iW— a) O 2 �U� W fj) O W > — Q Z � O If) co rn Q�OFESS Icol o S58 5 OF cg_\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRFMN 4 STEL JOB # 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM HANGER CHANNELS AND MOUNTING BRACKETS SH -9 9OF 50 SHEETS COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS . 1 0 2 "T" BRACKET @ 3 -SQ. POST W/ (4}414 SMS EA SIDE OF POST OR 1/2" M.B. THROUGH POST POST (2}3/8"0 STRONG -BOLT 2 SS EA. BRACKET TO SLAB.9 1/2" MINIMUM DISTANCE TO24' EDGE OF SLAB. TABLE 1 TABLE 2 23' 8 24' CUBED (1) ATTACHED ONLY ATTACHED AND 22° FOOTING & ANCHOR BOLTS FREESTANDING ALUM."T'BRACKET USE WITH 20" ALTERNATE FTG. POST TYPE B,C,D, OR E. STEEL."T" BRACKET OR 9" SQ. SINGLE POSTS FOOTING SIZE EMBED. BOLTS CUBE SIZE SQ. 18' DEEP • CUBE FTG. 18" 18' SQ. 12" 1r-22-CUBED(1) (2}318"0 1718' 20" 21"30 12' BASE PLATE USE WITH POST TYPE B,C,D,E,F,G,H,J OR K. (2}3/8"0 STRONG -BOLT 2 SS EA. BRACKET TO SLAB.9 1/2" MINIMUM DISTANCE TO24' EDGE OF SLAB. I kILSEE TABLE 1 23' 8 24' CUBED (1) (2}1!2'0 31/4" 22° 25" SO. 16° 28" SQ. 20" 25'- 3D' CUBED (2) (4}100 31/4' 26' 32" SQ. 23" 33"MINIMUM DISTANCE FROM f f r C7 & 2-3/8" HOLES TYP. EA. SIDE 28" 35" SQ. 25" SLAB CRACK TO COLUMN. (1%" MIN. EMBEDMENT) 1 I SHALL BE IN GOOD CONDITION W Z .Q DE G .SLAB v POURED CONCRETE FOOTING SEE TABLES 31" - 34• CUBED (2) (4}s18.0 4" 30° 39" SQ. 28" 35" - 39' CUBED (2) (4}314.0 4 314' 32" 43" SQ. 30' 34° 47" SO. 32" 40 -ar cuBED (z) (4}3la'0 a 31a' 36" 51" SQ. 34" NOTE: BOLTS SHALL BE SIMPSON STRONG•BOLT 2 SS ESR -3037) 1) MAY USE EITHER STEEL T BRACKET OR ALTERNATE FREESTANDING BASE PLATE. 38° 55' SQ. 37" FOR SIZE 31/2" MIN. SEE FOOTING(ICC-ES IN BEAM SPAN TABLE QUA 40" 60' SQ. 39" 42" 64" SQ. 41' 44' 69- SQ. 43" EXISTING SLAB , O ATTACHED COVERS ONLY O POSTS TO CONC. FOOTING ATTACHED COVERS ONLY I 2) REQUIRES USE OF ALTERNATE FREESTANDING BASEPLATE. CUBE FOOTING Wl 31/2'SLAB ALUM. ALLOY 3.00" OR 6063-T6 �� 2.40"— 0 1.375" 0 x;75„ 1.60" 1.50 .090" TYP. INSTALL 1Y2" x 1y" x y" 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 87/16"0 HO. FOR 3/8" A ASTM A500 GRADE B INSTALL 1Y" x 1Y2" x Y" HDG WASHER PLATE AT ANCHORS .157"-- TYP._ USE FOR 3" OR 4" STEEL POSTS 0 2- 5/16"0 NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. STEEL POST ONLY: USE POST TYPE F, G. H. I,JORK 1/2 DEPTH OF I 2 FLANGES BASE PLATE 3/16" FOOTING OR I POST 12" MIN. EMBD. INSERT TO 3"WIDE EA. 9" SQ. X 5/8" THK. ELI THK. BASE PLATE FOR 3" POST, (ASTM A500 GRADE B STEEL) _ I I f r C7 & 2-3/8" HOLES TYP. EA. SIDE m F- ~ ALTERNATE FREESTANDING W Z BASE PLATE ANCHOR (1)-1/2"121M.B. •"� :••' F x9" LONG, 1" N.. •• w FROM END '•�,� W O m OF POST Z 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, 1. (4)- SS316 3/4"0 STRONG -BOLT 2 SS STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) 3" OR 4" SQ. INSERT x 0.188" ASTM A500 GRADE B STEEL 2 CD � . CD rn CD " m o a' W� p � . wil- > OzLoo� o CV Nt a7 QRpFNt ESS Iq�l S5885 OF' CA1�FO� 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS NARK DATE DESLRVTIM 4 STEL JOB # 16-1071 DATE 03-09.16 DRAWN BY AT CHECKED GM COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH - 10 10 OF 50 SHEETS INSERT TO 2 FLANGES BASE PLATE 3/16" 2 1/8" APART POST BASE FLARES INSERT TO 3"WIDE EA. 9" SQ. X 5/8" THK. SIDE OF FLANGES THK. BASE PLATE FOR 3" POST, (ASTM A500 GRADE B STEEL) 4" WIDE FOR 4" POST 1 Y4" 6 Yz" 1 X. 1-7/16"0 HOLE & 2-3/8" HOLES TYP. EA. SIDE WELDED STEEL BASE PLATE 1 Q ALTERNATE FREESTANDING BASE PLATE ANCHOR 2 CD � . CD rn CD " m o a' W� p � . wil- > OzLoo� o CV Nt a7 QRpFNt ESS Iq�l S5885 OF' CA1�FO� 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS NARK DATE DESLRVTIM 4 STEL JOB # 16-1071 DATE 03-09.16 DRAWN BY AT CHECKED GM COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH - 10 10 OF 50 SHEETS a 2 0 3 0 4 0 5i 61 01 71 �-m 81 t o r LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES. R❑L INSULATED TERL❑CKINC c� 'ALL IGER 4BEAM 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 5" .5^ #14 SMS MAY BE USE AS 3.5" 3.5" ALTERNATE TO 1/4"0 BOLTS 3.5" 3.5" 8" BEAM n .5 5" ❑1 OR ❑2 I SEE NOTES BELOW I I 6 1/2" SIDEPLATE EA. I I SIDE SEE POST SCHED. #14 SMS EA. SIDE TOP, MID HEIGHT AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES POST SCHEDULE 3" SQ. x.032" + (2)-2" x 6 1/2"x 0.032" 3" SQ. x.032" + (2)-2" x 6 1/2"x 0.042" W/ (6)-#14 S.M.S. EACH SIDE. Ifl W/ (8)-#14 S.M.S. EACH SIDE. USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING. BEAM TO POST CONNECTION 21 ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED ROOF PLAN FASTENERS, #14 SMS 2 32' D.C. "EET 4 4 MIN. PER EACH JOINT ROLL -FORMED #14 SMS @ 32' O.C. MAX. OR IRP (4 MIN. PER PANEL INTERLOCK) OLL-FORMED PANEL ALUMINUM SKINS IRP TOP & BUTT. 0.024' SEE SHEET 4 20 ROLL -FORMED PANEL INSULATED ROOF PANEL 1 ROOF HANGER INTERLOCKING SEAM INTERLOCKING JOINT P J It r Lk N C.0 n W rn M Ud � rn O Q LU LL uw Q Z � O o � o N cl rn Q�nFESS I� S 5885 - - 1 of CAL�FO� 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRunm 4 STEL JOB # 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH -11 11 OF SD SHEETS 0 2"X6.5"X0.032" SIDE PLATES m 110 MPH 120 MPH 130 MPH EXP. B EXP. C EXP, B EXP. C EXP. B EXP. C 5' 2 2 2 3 3 3 6' 2 3 3 3 3 4 7' 2 3 3 4 3 4 8' 3 3 3 4 4 5 9' 3 4 4 4 4 5 10' 3 4 4 5 5 6 11' 4 4 4 5 5 6 12' 4 5 5 6 5 7 13' 4 5 5 6 6 1 7 a= D2 2"X6.5"X0.042" SIDE PLATES 110 MPH 120 MPH 130 MPH EXP. B EXP. C EXP. B EXP, C EXP. B EXP. C 5' 2 2 2 2 2 3 6' 2 2 2 3 3 3 7' 2 3 3 3 3 4 8' 2 3 3 4 3 4 9' 3 3 3 4 4 5 10' 3 4 4 4 4 5 11' 3 4 4 5 5 6 12' 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. R❑L INSULATED TERL❑CKINC c� 'ALL IGER 4BEAM 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 5" .5^ #14 SMS MAY BE USE AS 3.5" 3.5" ALTERNATE TO 1/4"0 BOLTS 3.5" 3.5" 8" BEAM n .5 5" ❑1 OR ❑2 I SEE NOTES BELOW I I 6 1/2" SIDEPLATE EA. I I SIDE SEE POST SCHED. #14 SMS EA. SIDE TOP, MID HEIGHT AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES POST SCHEDULE 3" SQ. x.032" + (2)-2" x 6 1/2"x 0.032" 3" SQ. x.032" + (2)-2" x 6 1/2"x 0.042" W/ (6)-#14 S.M.S. EACH SIDE. Ifl W/ (8)-#14 S.M.S. EACH SIDE. USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING. BEAM TO POST CONNECTION 21 ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED ROOF PLAN FASTENERS, #14 SMS 2 32' D.C. "EET 4 4 MIN. PER EACH JOINT ROLL -FORMED #14 SMS @ 32' O.C. MAX. OR IRP (4 MIN. PER PANEL INTERLOCK) OLL-FORMED PANEL ALUMINUM SKINS IRP TOP & BUTT. 0.024' SEE SHEET 4 20 ROLL -FORMED PANEL INSULATED ROOF PANEL 1 ROOF HANGER INTERLOCKING SEAM INTERLOCKING JOINT P J It r Lk N C.0 n W rn M Ud � rn O Q LU LL uw Q Z � O o � o N cl rn Q�nFESS I� S 5885 - - 1 of CAL�FO� 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRunm 4 STEL JOB # 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH -11 11 OF SD SHEETS 0 0 2 0 3, a SIMPLE SPLICE O 6 u r r, u n BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS FULL MOMENT OPTIONAL DECORATIVE FASCIA 1' 1" 24' 8" 1"1 ( WOOD, ALUM. OR HARDBORD ) II � + + + ALUM. ALLOY 3004-1-136 1'-0" 1,15' O 4,' II ++ + + ii + + ++ ALUM. ALLOY 3004-H36 (2)#10 S.M.S.@ EA. VALLEY, TYP. 16" 1 OR 6063-T5 FOR EXTRUDED (12) -#14 x 1/2' S.M.S. EACH SIDE OF 3" #10 S.M.S. NOTE: FULL MOMENT SPLICE MAY OCCUR IN ALTERNATE INTERIOR BAYS J. AT ANY LOCATION EXCEPT AT END BAYS SPLICES - ROLLFORMED & EXTRUDED FASCIAS AND (3) - 5/8" 0 THRU BOLTS SO. POST (8 -TOTAL) (8 TOT. 'll TYP. THICKNESS = .035 #12 S.M.S. (24 TOT II TYP. THICKNOSS = ALTERNATE: 1/4'0 BOLT W/ WASHER EA SIDE OF 3' SQ. POST 914 S.M.S. @12-O.C. 'I 6.38" .035" FASCIA _ __ - 6 1/2"x2"x.024 II � + + + ALUM. ALLOY 3004-1-136 1'-0" 1,15' O 4,' II ++ + + ii + + ++ ALUM. ALLOY 3004-H36 OR 6063-T5 FOR EXTRUDED 16" 1 OR 6063-T5 FOR EXTRUDED NOTE: USE SIMPLE SPLICE ONLY SQ. POST,CONNECT WEB NOTE: FULL MOMENT SPLICE MAY OCCUR IN ALTERNATE INTERIOR BAYS J. AT ANY LOCATION EXCEPT AT END BAYS SPLICES - ROLLFORMED & EXTRUDED FASCIAS NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED S PUCE WHERE ]k 4" OCCURS 070" TYP. ALUM.ALLOY 4 6063-T6 16„ 1„ 4" I -BEAM 3'-0" MOMENT C -SPLICE I NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED 0 4 ------ 5 5 SPLICE WHERE OCCURS 11" TYR 0 ALUM.ALLOY 6 6063-T6 7" I -BEAM 1 °%2" SQ. OR 2" LATTICE TUBE ALUM. ALLOY 3105-H25 7 1. 2" 2" .28" �y 2N I �� m� 018" 8 MOMENT C -SPLICE 2"x3" LATTICE TUBE ALUM. ALLOY 3105-H25 y 28" 3" 2.t — 018, 8 T w 1'-0" 1,15' O 4,' O O O O INOTCH I I -BEAM FLANGE 16" 1 ALUM. ALLOY 3105-H25 7 1. 2" 2" .28" �y 2N I �� m� 018" 8 MOMENT C -SPLICE 2"x3" LATTICE TUBE ALUM. ALLOY 3105-H25 y 28" 3" 2.t — 018, 8 T w 1'-0" w .�FjI(� 2'-0" INOTCH I I -BEAM FLANGE 1 -BEAM ALUM ALLOY) AS NEEDED TO CLEAR (6061-T6) ALTERNATE I I I SQ. POST,CONNECT WEB STL. C -BEAM TO POST W/ (2) - 5/8"0 J. THRU-BOLTS @ 4' I -BEAM, SQ. POST AND (3) - 5/8" 0 THRU BOLTS @ 7' I -BEAMS H - BRACKET TO POST t Fl3" x 8" x .042" BEAM, 3" SQ. STEEL OR MAG BEAM. t (6)-#14 SDS @ EA. SIDE TOP & BOTT. TOT.=24 X 3" ALUM. OR TEEL POST LATTICE TUBE TO RAFTER #8 x 2 "SMS, 2 1/2" 1 1/2" SQ., 2" SQ., OR 2"x3" LATTICE @ 3" O.C. MIN. "^ TO 6"O.C. MAX. 3' SO. POST 4414 x 1/2" S.M.S. EACH SIDE OF 3" SQ. POST (8 -TOTAL) ALTERNATE. 1/4"0 BOLT W/ WASHER EA SIDE OF 3' SQ. POST GUTTER FASCIA 3.00' 3' SQ. POSTMAG BEAM OR .240' 3'SQ. STL. BEAM RAFTER "TAIL" TO GUTTER NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf ROOF LIVE AND SNOW LOADS "L" FASTENERS 1'-0" 4-#14 SDS 2'-0" 6-#14 SDS T-0" 12 - #14 SDS FASTENER SPACING = 3/4' #14 x 1/2" S.M.S. TOP & BOTT. (2) -TOT. 9 FASTENER TO FASCIA - SEE TABLE — FASTENER TO RAFTER TAILS - SEE TABLE OPTIONAL LATTICE TUBES AT OVERHANG �I ROOF PANEL v (j FASTENGROUP ER 6 1/2" _ 40i ROLLFORMED OR EXTRUDED GUTTER ALUM. BRACKET X 914 S.M.S. @12-O.C. FASCIA 6 1/2"x2"x.024 2' 1" "L" SEE TABLE RAFTER "U" BRACKET - RAFTER TO BEAM 1 (6) - #14x %4' TEK SCREWS BRACKET TO RAFTER (6) - #14x %4" TEK SCREWS BRACKET TO BEAM O ,I I CD O�� + N C.0 Ln 2 HCNI OM Wil . wil LL LLI Q 0 Ln MCoLf) COO O CV Nt 0' QRpFESS 1(� co S58 5 - 1 OF CAL\FOS 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARX DATE DEStltvnON 4 STEL JOB # 16-1071 DATE 03-09-16 DRAWN BY AT CHECKED GM BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SH - 12 12 OF 50 SHEETS CT1 A W N —� O 5 i EXISTING WALL � � z O CJl A r t � V O Vl ? ao � CO 00 V O Ul ip � CO coOD V Z CTl 0 O o SUITE 200 o m On ,� MISSION VIEJO, CA 92691 .-gym v m cp 949.305.11501 FAX 949.305.1420 Po m 0 m Z7 _G CO co V O N o3 -i oTD � m UU) � D co ao � w = a vmv —' O O V A N O m � D � (n O Oo � -D CO co co m z O o � � N T O 2_ r z z � o � � � T n =. m m O z z z z -• -• m � v m— � N r m v � — z m C Z � D m o v II O S C TI D Z —� N a -<D �E m = W O rt 71 D \ N Z D UZI r '- m D = Z Gi .D -I �. t m D m p� Z �w ~N m r m N G) _ 'v m p � m v D m Z C ? O Azom, C7 C c Z G) m D >m { TT W n' W m 0— nC 0 c— �m m —� z b z y .Zl b D 2 m cn D m� p �z Z cm -) co �' 22 - z Uj M M m M z� v CD z1 � z* o-' +D _ z _0 o� u 2 zm u D my : Z Az '\ Z N cn V5 z a CT1 A W N —� O 5 � � V O CJl A r t � V O Vl ? ao � CO 00 V O Ul ip � CO coOD V O CTl 0 o SUITE 200 o m ,� MISSION VIEJO, CA 92691 m cp 949.305.11501 FAX 949.305.1420 Po m 0 Z7 CO co V O N o3 � D Z co ao � w —' O O V A N O � N � � O Oo � -D CO co O) z z � � N O r z z � o � � � N z z z z -• -• � � � � N r wr.s�iam. �wmw:e.r.�n�mi� iurmw: icwnmmuuw�.www.wwaom•w¢w.wnoruoumaanwn•www�w+ooin•namnm�.w+o•ri.nwn.un«.c+*m 0 11,�, 5 C%J � =O W i; o REG /ST ��T C O D C C o oA T�Dy ZaACERO, o SUITE 200 o m ,� MISSION VIEJO, CA 92691 cp 949.305.11501 FAX 949.305.1420 Po m 0 � o3 � wr.s�iam. �wmw:e.r.�n�mi� iurmw: icwnmmuuw�.www.wwaom•w¢w.wnoruoumaanwn•www�w+ooin•namnm�.w+o•ri.nwn.un«.c+*m 7 0 B r n u e r n i 1 0Of 2 0 3 0 4 0 s 0 s 0 BEAM TYPES ATTACHED &FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C 3" SQ.x0.032" ALUM. BEAM DBL 2"x6.5"x0.032" 3"x8"x0.042" BEAM E W/ 12 GA. STL. "U" CHANNEL I OR K ATTACHED FREESTANDING ATTACHED FREESTANDING 032" 6'5° T MAX.COL. F r MAX.POST MAX.POST MAX.POST MAX.POST . L.. SPACING O MAX.PTS G. MIN. MAX.POST FTG. MIN. FTG. MIN. FTG• MIN. > o T=t2 GA. .042 523: SPACI.) POST SPACING IN.POSTSPACING SPACING(IN.POSTSPACING SPACING(IN.) POST mASTM A653 SS8,p"ON SLAB (SPATYPE()FOR DBL.FOR 3°x6")FOR DBL. FOR 3"x8'GRADE SOG60(2),(3)) (SPAN) (1) TYPE 2•x6.5'x0.032' BEAM (1) TYPE 2'x6.5'x0.032" BEAM (1) TYPE OTYP " G 13'-7" 5' 16'-9" 15 B 14'-7" 29 G 15' 4" B 15 14'-1 15' 4" 28 G 5 032' I Q 16'-9" 17 14'-7" 31 H 4'-10" 15'x" 15'-1" 30 ALUM.��•---1--2 p 11'-4" g' 15'-3" 16 B 13'-3" 28 G 13'-7" 14'-1" B 15 13'-7" 14'-1" 28 G 6, — 15'-3" 18 H 13'-7' 14'-1" 17 29 DBL. 2"x6.5"x0.032" 14'-2" 16 12'-4" 28 12'-7" 13'-1" 15 12' 7" 13'-1" 28 I ALUM. ALLOY 3004-H36 9'-9" � 14'-2" 18 B 12'-4" 30 G 12'-7' 13'-1" B 17 12'-3" 12'-9" 29 G 7 OR EQUAL 3.0° 3" SQ.x0.032" ALUM. BEAM J 8, 6.. $ 13'-3" 16 B 11'-7" 29 G 11'-9" 12'-3" B 16 11'-9" 12'-3" 28 G $, W/ 12 GA. STL. "U" CHANNEL DBL. 2"x6.5"x0.042" 3"x8x0.042" BEAM 13-3" 19 11'-7" 29 11'-9" 12'-3" 18 11'-6" --12-4- ASTM 2'-0" 28 E � ALUM. ALLOY 3004-H36 K ALUM. ALLOY 3004-H36 J 1 12'-7" 17 11'-0" 29 11'-2" 11'-7" 16 11'-2" 11'-7" 29 ASTM A653 SS OR EQUAL OR EQUAL ILL 7'_7 9 12'-7" 19 � 1 1'-0" 29 G 11'-2' 11'-7" B 18 10'-10' 11'-3" 28 G 9' GRADE SU G60 ^ vJ 6'-10„ 10, 12'-02 0 1 19 C 10'-4" 0 4 300 G 10'-710,-7' 11'-011'-0" B 169 10'-710'-3' 11'-0 0,-8" 229 G 10' 25° E—,.11'11'4"17 9'-10"3010'-1" 10'6" 17 10'-1"10'-6"2911CH10'-1'10'-6"B199'-10'29GO 11'-4"209'-10"30 12' 10'-10" 18 C 9'-6" 30 Fi 9'-8" C 17 9'-8" 9'-8" 29 G 12' /—T -120R 0'-10" 20 9'-6" 30 9'-8" 19 9'-6" 9'-2" 29 14 GA 7.$75" ASTM A653 SS GRADE 50 G60 � ATTACHED FREESTANDING ATTACHED FREESTANDING � MAX.COL. Ho MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST MAX,POST FTr,, MIN. MAX.POST MAX.POST FT(,, MIN. no 8.p° � SPACING n_ SPACING SPACING SPACING SPACING a, ON SLAB m � SPACING (IN.) POST SPACING (IN.) POST FOR DBL. FOR 3"x8" (IN.) POST FOR DBL. FOR 3°x8" LIN.) POST m � 0.042" 625° CC (2).(3) (SPAN) (1) TYPE (SPAN) (1) TYPE 2"x6.5'x0.032 BEAM (1) TYPE 2'x6.5'x0.032' BEAM (1) TYPE Typ' G 16'-9" 16 14'-7" 31 H 14'-1 15'-4" 15 14' 1 15'-4" 30 2.875^ O 13'-7" 5' 16' 4" 18 B 14'-7" 33 J 14'-8" 15'-2" B 18 14'-1" 14'-7" 31 G 5' 3"x8"x0.042"BEAM r 11,x„ 6, 15'-15'-0" 119 B 13 1,3'-3" 332 kG 13'_713-4 14'-13'-10' B 168 112'7"13'-l" 3'-4" 231 G 6 I II— W/ 14 GA. STL. INSERT 0°�3'0"�+--3 ASTM A653 GRADE 50 G60 i 9'_9" 7. 14'-2" 17 B 12'-4" 29 12'-7"13'1B1629G�, MAX.3'-10"1912'3112'-4"2'-10'192'-4"303"x8"x0.042" BEAM�13'3" 17 11'-7"2911'9"12'-317"28��BL.3"x8"x0.042"BEAM ,W/ 12 GA. STL. INSERT8-6$20g11'-7" 31 11'-8" 12'-1" B 19 1'-7" 30 G 8 � ALUM. ALLOY 3004H36 I� ASTM A653 GRADE 50 G60 J ��_��-a - 9' 12'-7" 18 11'-0" 29 G 11'-2" 11'-7" 17 11'-2" 11'-7" 29 9' OR EQUAL NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS LL 12'-3" 20 v 30 H 11'-0" 11'-4" B 20 10'-7" 11'-0" 29 G SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED r /� , 12'-O" 18 10' -4" 3O G 10' -7" 11'-0" 1711'-0" 29 , THE FULL LENGTH OF THE 3'x6" BEAM. ^J 6'-10" 10 11'_$" 21 C 10'-4" 30 H-9" B 20 29 G 1 � LL 11'-4" 18 9'-10" 30 10'-1" 10'-6" 17 10'-1" 10'-6" 29 FOOTNOTE: "SAMPLE" O 6'-2" 11' 11'-2" 21 C 9'-10" 30 {-i 10'-0" 10'-3" B 20 9'-7" 29 G 11' r 5,_8„ 12, 10'-10" 18 C 9'-6" 30 H 9'-8" 9'-8" C 18 9'-8" 9'-8" 29 G 12' FIGURE INDICATES 10'-8" 21 9' 21 EXPOSURE B FIGURE INDICATES r=12 OR EXPOSURE C 14 GA- WHERE AWHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. ASTM A653 SS ATTACHED FREESTANDING ATTACHED FREESTANDING GRADE 8.0" MAX.COL. F � MAX.POST MAX.POST MAX.POST MAX.POST 50 G60 � SPACING n o MAX.POST FTG. MIN. MAX.POST FTG. MIN. FTG. MIN. FTG• MIN. � o_ ^^ m — SPACING SPACING SPACING SPACING SPACING (IN.) 042" POST m I..L ON SLAB � � (IN.) POST SPACING (IN.) POST FOR DBL. FOR 3'x6' (IN.) POST FOR DBL. FOR 3"x8" � 1. FOOTNOTES TO ALL SPAN TABLES: TySHOWN IN THIS ILL p C (2).(3) F (SPAN) (1) TYPE (SPAN) (1) TYPE 2^x6.5"x0.032' BEAM (1) TYPE 2'x6.5^0.032^ BEAM (1) TYPE F- 1. FOOTING SHOWN REPRESENTS LENGTH OF G 13,_7„ 5, 16'-9" 17 14'-7" 32 I 15'-4" 16 14'-1 15'-2" 31 G 5, EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB. 14'-7" 34 J 14'-4" 14'-10' B -:':-19 13'-8" 14'-2" 33 H WHERE SLAB OCCURS, CUBED FOOTING SIZE M 15'-3" 18 13'-3" 31 I 13'-7" 14'-1" 17 13'-7" 31 MAY BE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY. � � ,� � r 11'-4" 6' B B G 6' 3.0' 13'-9" 20 13'-3" 34 J 13'-1" 13'-7" 19 12'-6' 13'-0' 32 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB 3.0° MAX 3.0 14'_2" 18 12'-4" 31 H 12'-7" 13'-1" 17 12'-7" 12'-10" 30 , SHALL BE THE SMALLER OF THE MAXIMUM SPACING DBL. 3"x8"X0.042" BEAM 91-91, 7 12'-9" 20 B 12'-4" 33 J 12'-2" 12'-7" g 20 11'-7" 31 G 7 SPACING SHOWNOFOR THE SELECTEDIBEUAMNPosT W/ DBL. 14 GA. STL. INSERT 13'-3" 18 11'-7" 30 H 11'-9" 12'-3" L1'- 12'-1" 29 , .J 8'-6' 8 11'-10' 20 B 11'-7" 32 J 11'-9" g 11'-3" 31 G 8 3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE ASTM A653 GRADE 50 G60 MAXIMUM COLUMN SPACING MEASURED AT THE J 7'-7" 9' 12'-7" 19 � 11'-0" 30 H 11'-7" B 11'-4" 29 G 9' COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR DBL. 3"x8"X0.042" BEAM 21 11'-0" 32 I 10'-9" 11'-2" 10'-8"3025 8 30 psf. THE DISTANCE FROM COLUMN TO SLAB W/ DBL. 12 GA. STL. INSERT V12' -O" 19 C 10'4" 30 H 10'-7" 11'-0" 10'-9" 29EDGE SHALL BE s1/4^MINIMUM. �6'-10"10''-8"21 B 10'-4"32G10'-2"10'-7" B 9'-10" 30 G 10' ASTM A653 GRADE 50 G60 199'-10" 30 H 10'-1"10'-6"1910'10'3"29SEE ALTERNATE FOOTING TABLES NOTE: WHERE 12 AND 14 GASTEEL INSERTS OCCUR AS QF) -2" 11''2"22C9'-10"32I9'-9"9'-10g2131G1SHT.9 FOR ATTACHED COVERSSHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED, 20 9'-6" 31 H g'-$" 9'-8" 29 THE FULL LENGTH OF THE 3'x6' BEAM. 5 _g 12 22 `�' 9'-6" 33 J 9'11" 9'-1" —T[522 W NCOLfi Z � OM � )v� W O cfLU V w>- Q Z LO M O LCi CD C/) o rn Ess/ (�! o S 5885 � - 1 OF 0F�Ei CA'1p 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MPAI( DATE 04 31 G 12' DESLRPTpN 4 STEL JOB # 16.1071 DATE 03.09.16 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 34 34 OF 50 SHEETS 5 o 6 0 7 0 e I!1 �2 C) o 0-)17 , N Cfl LCA 2 wrnc H W �O ui �w > CO Q O Lo . ) C-0 � CD N Nt Ntrn Q�pFESS l(! co Z o S58 5 - - 1 OF CA -\F 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL REVISIONS MARK 111TI DESCRWIM 4 STEL JOB # 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM 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 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM J 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 O W/ DBL. 14 A. STL. INSERT } ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTAND/NG _ MAX.COL. SPACING o 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. j o ^=^ L L ON SLAB m SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m 3 (2) (g) F (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE 13'-7" 5' 18'-0" 15 B 18'-0" 29 G 21'-8" 16 B 21'-8" 31 G 20'-9" 16 B 20'-9" 31 G 22'-8" 17 B 22'-8" 31 G 29'-2" 18 C 29'- 33 H 5 O 18'-0' 18 17'-6' 31 21' 8" 19 21'.-2" 33 H 20'-9" 18 20'-2" 33 H 22'-8" 19 22'-1" 33 H 29'-2" 21 I r 11,-4„ 6' 16'-416 16g B 16'-4"16,-0' 230 Cj 19'-9"9,-9" 1 C 19'-9"9,-3" 332 G 19'-0"9, 1 g 19'-0"8,-6" 332 Cj 20'- 20'-8" 120 C 20'- 332 G 26'- 26'-8" 121 E 26'- 335 H 6, 4 19 0" 19 20,-2" 2'6'-0" I r15'-2" 9-9" 7 16 B 15'-2" 29 G 18'-4" 17 C 18'-4" 30 G 17'-7" 17 C 17'-7" 30 G 19'-2" 18 C 19'-2" 31 G 24'-8" 19 E 24'-8" 33 H 7 15'-2' 19 14'-10" 30 18' 4" 20 17'-10' 31 17'-7" 19 17'-1" 31 19'-2" 20 19'-2" 32 24'-8" 22 24'-1" 34 J 8'-6" 8' 14'-3" 17 B 14'-3" 29 G 17'-2" 18 C 17'-2" 31 G 16'-6" 18 C 16'-6" 31 G 18'-0" 18 C 18'-0" 31 G 23'- 23'-2' 222 E 23'- 22'-7' 333 H 8' 14'-3 19 13'-10' 29 17'-2' 20 16'-9' 31 16'-6" 20 16'-1" 31 18'-0' 21 18'-0" 31 J 7 „ 9LL 13'-6" 17 C 13'-6" 30 G 16'-3" 18 E15'-9" 3" 31 15'-6" 18 C 15'-6" 31 G 17'-0" 18 E 17'-0" 32 G 21'-1 20 E 21'-1 34 H 9 -7 13'-6' 19 13'-1' 30 16'-3" 21 31 G 15'-6" 20 15'-2" 31 17'-0" 21 17'-0" 31 21'-10' 23 21'-3" 34 U) 6'-10„ 1 p, 12'-912,-9' 120 C 12'-912,-6' 330 G 15'-4"5' 1 E 4 F14' 332 �j 14'-9'4,-9" 121 E 14'-94 332 G 16'-116,-1" 121 E 16'-11'6 332 Cj 20'- 20'-9" 223 E 20'- 20,-2" 334 H 10' 4" 21 5-1" �' 1„ 6,_2„ 1 1, 12'-212,-2' 120 C 12'-11-10" 330 G 14'-8"4 19 - E 8"4'-4" 332 G 14' 14'-1" 121 E 14'-13'-8" ;3::2- C7 15'-4"5,-4" 122 E 15'-4'5 332 G 19'-9"9,-9" 224 E 19'-9 334 O =8" 21 32 19-3" 5'-8„ 12, 11'-811 120 C 11'-811 31 G 14'-114,-1" 122 E 14'-113,-9" 332 G 13'-6"3,-6" 121 E 13'-6"3 332 G 14'-9"4'-9" 122 E 14'-9 333 H 19'-019'-0" 224 E 19'-� 335 I 12' -8' -4 -2" 4,-9" 8,-6" >- ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING _ -}- .L MAX.COL. SPACING ¢ _ o o MAX.POST FTG. MIN. MAX.POST FTG. MIN• MAX.POST FTG. MIN. MAX.POST FTG. MIN. G. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. < j o ON SLAB m SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POSTN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (p) (3) 13'-7" 5' 18'-0" 16 B 18'-0" 31 G 21'-8" 17 B 21'-8" 33 49'17 B 20'-9" 32 G 22'8" 18 B 22'-8" 33 H 29'2" 19 C 29 - 337 1 17'-8" 19 17'-0' 31 H 21' 4" 20 20'-7" 34 H 20 19'-8" 34 H 22' 4" 20 C 21'-6" 35 i 28'-9" 2216'-4" 27'-8" K5' 1-4 6 17 B 16'-4" 30 19'-9" 18 19'-9" 32 G B 19'-0" 32 G 20'-8" 18 C 20'-8" 32 G 26'-8" 20 E 26'-8" 35, 6 16'-2"19 15'-7' 30 G 19'-7" 21 C 18'-9" 34 H20 C 18'-0" 33 H 20' 4" 21 19'-8" 34 H 26'-3" 23 25'-3" 36 K 9._9„ 7, 15'-2" 17 B 15'-2" 30 18'-4" 18 18'-4" 31 G 17'-7" 18 C 17'-7" 31 G 19'-2" 19 C 19'-2" 32 G 24'-8" 20 E 24'- 23'-6" 336 H 7' 15'-0" 20 14'-4" 30 G 18'-1" 21 C 17' 4" 33 H 17'-3" 21 16'-8" 33 18'-10' 21 18'-2" 33 H 24'-4" 23 I J 8'-6" 8 14'-3" 18 B 14'-3" 29 17'-2" 19 C 31 16'-6" 18 �' 16' 6" 30 G 18'-0" 19 �' 18'-0" 31 G 23'-2" 21 E 23'-2" 33 H , 8 14'-1' 20 C 13'-6" 29 G 17'-0' 22 32 G 16'-2" 21 15'-7" 32 17'-8" 22 17'-1" 33 H 22'-9' 24 22'-0' 35 I J „ 7-7 9 13'-6" 18 C 13'-6" 30 16'-3" 19 F3' 31 15'-6" 19 C 15'-6" 31 G 17'-0" 19 E 17'-0" 32 G 21'-1 21 E 21'-1 34 H LL 13'-3" 21 12'-9' 30 G 16'-0" 22 E 32 G 15'-3" 22 14'-8" 32 16'-8" 22 16'-1" 32 21'-6" 24 20'-8" 34 I9' 6'-10„1 p, 12'-9 "2'-7" 121 C 12'-912'-1' 330 C7 15' 4"5,-2" 122 E 331 �j 14'-9'4,-6" 122 E 14'-9'4,-0" 331 G 16'-15 223 E 16'-11'5 332 G 20'- 225 E 20'-9"9,-8" 334 H 10' 4-7 -10' -3" 20'-4" 6'-2" 11' 12'-2" 19 C 12'-2" 31 G 14'-8" 20 E 14'-8" 32 G 14'-1" 19 E 14'-1" 32 G 15' 1" 20 E 15'-4" 32 G 19'-9" 22 E 19'-918'-9" 334 O 12'-0" 21 11'-7" 30 14'-6" 23 14'-0" 32 13'-10' 23 13' 4" 31 15'-2" 23 14'-7" 32 H 19'-6" 25 r 5, 8„ 12, 11'-8"1'-6" 122 C 11'-811 331 G 14' 13'-10' 223 E 14'-113' 332 G 13'-6"3,-3" 223 E 13'-6"2,-9" 332 G 14'-9'4'-6" 223 E 14'-9'4'-0" 332 H 19' 01"F 226 E 19'-08,-0" 334 I 12' -1' 4" H " ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING } � _ T ..1. MAX.COL. SPACING ¢ _ o O 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. j o Q� ON SLAB 52 3 SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m (p) (g) F (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE 13'-7" 5' 18'-0" 17 B 17'-8" 33 G 21'-8" 19 B 21'-4" 34 H 20'-9" 18 B 20'-4" 32 H 22'-8" 19 B 22'-4" 35 1 29'-2" 20 C 28'-9" 37 K 5' O 17-3' 20 16'-6' 34 H 20'-10' 21 20'-0" 36 K 20'-0" 21 19'-1" 34 I 21'-10" 21 C 20'-10' 36 K 28'-2" 23 E 6'-10' 39 r11,x„ 6, 16'-15,-10" 8 1 120 B 16'-215,-1' 333 G 19'-9"9'-1" 122 C 19'- 335 H 121 B 18'-87 333 H 122 C 20' 4"9,-1" 336 H 224 E 26'- 338 K 6 H 1'8'-3" 119'-0"8,-3" C 6" 120 2'0'-0" 126 25'-9" 24'-7" 9,_9„ 7, 15'-214,-8' 121 B 15'-0'4 333 G 18 222 C 18'-16'-10' 334 H 17'- 122 C 17'-i 333 G 19 223 C 18'- �� 335 H 225 E 24'- 337 1 7, -0" H 7 -8" 17'-0" 6,-2" H 18'-6" -8" 124 23'-10' 2,2'-9" K J 8'-6" 8' 14'-3" 19 B 14'-1" 31 G 17'-2" 20 C 17'-0" 32 G 16'-6" 20 C 16'-2" 30 G 18'-0" 20 C 17'-8" 33 G 23'-2" 22 E 22'-9" 35 I 8, 13-9" 21 C 13'-1" 32 16'-7' 23 15'-10' 34 H 15'-10" 22 15'-2" 32 H 17' 4" 23 16'-7" 34 H 22'-3' 25 21'-3' 37 K -� 7,_7„ 9' 13'-6" 19 C 13'-3" 30 G 16'-3" 21 E 16'-0" 32 G 15'-6" 20 C 15'-3" 31 G 17'-0" 21 E 16'-8" 32 G 21'-1 23 E 21'-62'0, 336 H 9 13'-0' 22 12'-4' 32 15'-8" 23 15'-0" 33 H 15'-0" 23 14'-3" 32 H 16'-4"LL 24 15'-7" 34 H 21'-1" 26 1" K 6'-10" 10. 12'-9" 20 C 12'-7" 30 G 15'-4" 21 E 15'-2" 32 G 14'-9" 21 E 14'-6" 31 G 16'-1" 21 E 15'-1 32 H 20'-9" 23 E 20'-4" 34 H 10 12-3 22 11'-9' 31 14'-10' 24 14'-2" 33 H 14'-2" 23 13'-7" 31 15'-7" 24 14'-10' 33 20'-0" 26 19'-1" 36 I 6'-2" 11' 12'-2" 20 C 12'-0" 31 G 14'-8" 21 E 14'-6" 32 H 14'-1" 21 E 3'-10" 32 G 15'-4" 22 E 15'-2" 32 H 19'-9" 23 E 19'-6"8'-2" 335 I 11' O 11'-9' 23 11'-3" 31 14'-2" 24 13'-7" 32 G 13'-7' 24 13'-0" 31 14'-10" 24 14'-2" 33 19'-1" 27 r 5,_8„ 12, 11'-811 2P3 C 11'-61 331 G 14'-113'-7" 224 E 13'-113,-0" 332 H 13'-6"3,-0" 224 E 13'-12,-0" 332 H 14'-9'4,-2" 225 E 14'-6"3'-7" 332 H 19'-0"8'-3" 227 E 18'-8"7'-6" 335 I 12' -3' p,-9' G I!1 �2 C) o 0-)17 , N Cfl LCA 2 wrnc H W �O ui �w > CO Q O Lo . ) C-0 � CD N Nt Ntrn Q�pFESS l(! co Z o S58 5 - - 1 OF CA -\F 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL REVISIONS MARK 111TI DESCRWIM 4 STEL JOB # 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 35 35 OF 50 SHEETS