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BPAT2016-003949070 Marimba Ct BPAT2016-0039 r. 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application Description: Property Zoning: Application Valuation: Applicant: LIFETIME PATIOS P 0 BOX 5806 LA QUINTA, CA 92248 BPAT2016-0039 49070 MARIMBA CT CT 646300043. HALE -RESIDENCE / PA -P $2,457.00 4 VOICE (760) 777-7125 FAX (760) 777-7011 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 5/27/2016 Owner: HUDSON HALE 49070 MARIMBA CT 6Vz,: • LA QUINTA, CA 92253 U MAY 2 7 2016 U Contractor: CITYOFLAQUINTA LIFETIME PATIOS COMMUNITVDEVELOPMENTDEPARTMENT P 0 BOX 5806 LA QUINTA, CA 92248 (760)772-0013 Llc. No.: 770843 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: License No.: 770843 Date: 2 W Contractor: 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.): (1 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 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 constru'Ltion lending agency for the performance of the -work for which this permit is issued (Sec, 3097, Civ. Q. Lender's Name: Lender's WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the `work for which this permit is issued. : I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code; for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and polity number are: Carrier:_ Policy Number: _ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with t ose p ovisions. ' Date: S 27 L Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1: Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above-mentio d pro 7ty for inspection purposes. Date:- Signature (Applicant or Agent): r FINANCIAL INFORMATION .k DESCRIPTION . ; ! ACCOUNT 's•.'r '; '.QTY >`` AMOUNTS PAhD : PA ID`DATEF BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 5/27/16 METHODa , 'RECEIPT # F;r CHECK`# CLTD BYef LIFETIME PATIOS DEBIT R15866 0003 AZA Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $1.00 .- DESCRIPTIONr`- , .k.°.., ACCOUNT ' QTY u'AMOUNT ; 'PAID PAID: DATE i> 4 PATIO COVER, STD, OPEN 101-0000-42404 0 $97.17 $97.17 5/27/16 PAID; BY , METHOD =RECEIPT # '` CHECK # CLTD BY .- -_." ., x, , LIFETIME PATIOS DEBIT R15866 0003 AZA D F! ` DESCRIRTION ACCOUNT ` r AMOUNT PAID s PAID DATE., ,;QTY. ' . PATIO COVER, STD, OPEN PC - 101-0000-42600 0 $95.72 $95.72 5/27/16 r , PAID'BY t; METHOD RECEIP.T #' ," CHECK # CLTD BY ° :r ,f a : LIFETIME PATIOS DEBIT R15866 0003 AZA Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $192.89 'DESCRIPTION a - , t ACCOUNT <,v x QTY, e, ° kc AMOUNTr . PAID PAIDDATE , , .< r SMI - RESIDENTIAL 101-0000-20308 0 $0.50 $0.50 5/27/16 PAIDPBY s " sT ` 7y:O METHOD , B . , r ;RECEIPT # CHECK # „ CLTD BY LIFETIME PATIOS DEBIT R15866 0003 AZA Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50'' $0.50 $19439 $194.39 Description: HALE RESIDENCE /PATIO COVER INFORMATION Type: PATIO COVER Subtype: CITY STANDARD/PRE- . Status: APPROVED Applied: 5/27/2016 AZA .ENGINEERED - OPEN Approved: 5/27/2016 AZA Parcel No: 646300043 Site Address: 49070 MARIMBA CT CT LA QUINTA,CA 92253 Subdivision: TR 21555-1 Block: Lot: 43 Issued: Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $2,457.00 Occupancy Type: • Construction Type: Expired: No. Buildings: 0 No. Stories: 0' . No. Unites: 0 FAXE " h MAIL T ,' Details:' PATIO COVER - INTALL 273 SQ. FT. PATIO COVER IN REAR OF HOUSE. 2013 BUILDING CODES, LIFETIME PATIOS FINANCIAL INFORMATION --- CONDITIONS CONTACTS NAME'TYPE. ¢ NAME <" . ADDRi§Si -%` CITY 'S TATE° Z S , IP ' :.: * - PHONE.Y FAXE " h MAIL T ,' APPLICANT LIFETIME PATIOS P 0 BOX 5806 LA QUINTA CA 92248 (760)345-7301 LIFETIMEPATIOS@AOL.. COM CONTRACTOR LIFETIME PATIOS P O BOX 5806 LA QUINTA CA 92248 (760)345-7301 LIFETIMEPATIOS@AOL. CO M OWNER HUDSON HALE 49070 MARIMBA CT LA QUINTA CA 92253 (760)345-7301 FINANCIAL INFORMATION Printed: Friday, May 27, 2016 3:31:24 PM 1 of 2. SYSiFMS INSPECTIONS PARENT PROJECTS . .... ....... REMARKS REVIEW TYPE REVIEWER[SENTDA1 DUEtATEDATE t NOTES; ...... . ... .. BOND INFORMATION ATTACHMENTS ....... ........... ........... ....... ..... . ....... . ........ ....... ... .. ... Printed:. Friday, May 27, 2016 3:31:24 PM 2 of 2 CRSYSTEMS _ACCOUNT s": -A MOUNT tPAID ',,,-"- =PAID DATE 'l RtCEIPT# ,-' CHECK -PAID BY LTD' BSAS SB1473'FEE 101-0000-20306 0 .$1.00 $1.00 5/27/16 R15866. 0003 DEBIT LIFETIME PATIOS AZA Total Paid for BUILDING STANDARDS ADMINISTRATION. $1.00 $1.00 BSA: PATIO COVER, STD, 101-0000-42404 0 $97.17 $97.17 5/27/16 R15866 0003 DEBIT LIFETIME PATIOS AZA OPEN PATIO COVER, STD, 101-0000-42600 0 $95.72 $95.72 5/27/16 R15866 0003* DEBIT LIFETIME PATIOS AZA OPEN PC Total Paid for PATIO COVER / COVERED PORCH LATTICE: $192.80 $192.89 SMI - RESIDENTIAL 101-0000-20308 0 $0.50 $0.50 5/27/16 R15866 0003 DEBIT LIFETIME PATIOS AZA Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.50 .... . . ...... . .. .... ... ... . 11.1....- .... . . ........ . .. ................ .. ..... . ......... .. . . ................. TOTALS: $194.39, $194.39 INSPECTIONS PARENT PROJECTS . .... ....... REMARKS REVIEW TYPE REVIEWER[SENTDA1 DUEtATEDATE t NOTES; ...... . ... .. BOND INFORMATION ATTACHMENTS ....... ........... ........... ....... ..... . ....... . ........ ....... ... .. ... Printed:. Friday, May 27, 2016 3:31:24 PM 2 of 2 CRSYSTEMS sin # * City Of La QUinta Building 8t Safety Division ! 4 P.O. Box 1504 78-495 Calle Tampico . , -9,,7 2d La Quinta, •CA 92253 - (.760) 777-7012 COMM ryOF 16 Building Permit Application and Tracking Shee/RL? NTq Permit # Pmject Address:' . • ' A: P. Number: Owner's Name•. Ni Address: - City, ST, Zip: Telephone: Legal Description: Contractor. /F%1AjE /Qs Address: Pt QX O rA Project Description: City, ST, Zip: 1A aglA)77't,+ Telephone: Zao - 77,?(. -!D State Lie. #: Fj -I7o8 45. C3aS8 Arch., Engr., Designer: Address: City, ST, Zip: ' Telephone: State Lie. #: a-: ``_ - Construction Type: Occupancy: Project type (circle one): New Add'n . Alter Repair Demo Name of Contact Person:a ar*7u1qf -& Sq. Ft # Stories: # Units: Telephone # of Contact Person: 700 bbg T701) Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd - Ree'd TRACEING . PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Cales. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person i Plan Check Balance !.'Energy Coles. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 21'' Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees PARC LA QUINTA HOMEOWNERS ASSOCIATION Professionally managed by 68-950 Adelina Road Pe1'Sof1li11Zed Cathedral City, CA 92234 perty Phone: (760) 325-9500 %Pro Vlanagerrletlt Fax: (760) 325-9300 MAY 2 7 2016 CotCITY SF L OUINTA gRV Hudson Hale 49070 Marimba Court La Quinta, CA 92253 Re: Architectural Request Approval — Rear Patio Cover Dear Homeowner: Your request to replace your rear patio cover per the Homeowners Association Architectural Request is approved as submitted. Enclosed with this letter please find a copy of the approved Architectural Request Form for your file. Thank you, aallei . Caren Carnine Oliva Community on behalf of the Parc La Quinia Homeowners Association ARC Committee Chairman cc: Board of Directors File. PIPARC LA QUINTA (201)%rchileduraf\DraR ARC Approval windows.doo( 5!52016 t a 40RA000P €rA-VO C04 -P 7-0. W m ARC Standards 2/10/09 XII ARcmTECTURAL & LANDSCAPE COMMITTEE ' DESIGN REVIEW.' APPLICATION Together with this Design Review Application, Heineowner(s) have inoluded a wortdng retainer fbo in the amount of Five Hundred Dollars, ($500.00) payable to the Parc La Quinta Homeowners Association along with Homeowner(s) schematic and design plans for the home. The plans bavo been prepared ancon!ing to the most recent copy of the Architectural. Landscape Committee (ARC) Standards. Homeowners) understand that they or their designer must follow the three steps of plan submittal state; I. Schematic Phase 2. Design Development - 3. Construction Drawings • MAY 2 - Homeowner(s) understand that It will take no longs` than Forty FIve (45) days to completed r Me to 2016` each complete submittal presented to the ARC Committee. Initials of 110meowner(s): 4qp4 4 Homeowners) understand that a deposit of Five Hundred Dollaas, ($500.00), shall be made payable to The Pore U Quina Romeo cera Association Ibr llance purposes and that sold deposit shall be returned fo Homeowner upon Certificate of Occupnoy received b oWeowner(o) and copy of said C.O. delivered to the ARC, Homeowner's Name 6 O 0 g A 0 ' Site Address Lot FTmet# Mailing Address (7(,@0) !R2 TelcohoneNumbor (Davdme) Telenhnne Namhar fRvaninnl ruvaawv.ausu x -u au .V1llt1VL C Address (e 6 & Da. G ► CpOtei I'hone Number / Pax Number / email ryrj 17— XW S , 6— =122[+5 License Number / State COMMENTS; Raceivod By Date/'Time Deposit Received: (Amount) _ Type (Money Order or Check) , Deposited: (Date) Number D7N taAAWN"- Page, 43 Orb, .. A tl L u C r • b H I J PATIO COVER SYSTEM'AS MFG. BY: DURALUM PRODUCTS, INC. " 1 GENERAL NOTES: DESIGN REQUIREMENTS: 1 WIND SPEED CONVERSION TABLE: GOVERNING CODES: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE IBC APPENDIX CHAPTER I.`- 2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND I ROOF LIVE AND SNOW LOADS: 10, 20,-25, 30.40 & 50 psf. (SNOW LOADS AT GROUND ° RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES LEVEL 25, 30, 40 & 50 psf) \ AND THE 2015 ALUMINUM DESIGN MANUAL -ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION ROOF LIVE AND SNOW LOADS: 20,25,30,'40 & 50 psf. (SNOW LOADS AT GROUND LEVEL AND'ACI.318-14 FOR 20;25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. W 25, 30, 40 & 50 psf) DRAWING NOTES: ADDITIONAL DESIGN REQUIREMENTS: -2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL HEADER SPAN COLUMN SIZE ' 0 CBC / IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED 110 MPH 85 MPH 120 MPH 93 MPH . 130 MPH .., 101 MPH 2 ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. I I I - 11 3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.- • SEE CONVERSION METHOD, THIS PAGE, • 2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C`. FOR APPLICATION AND USE., MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11. , 4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE i 4. SEISMIC BASE SHEAR: -17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. - A • NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE5. SEISMIC DESIGN PARAMETERS: v" SITE DESIGN PARAMETERS' AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, SITE CLASS: D - : ` o TECHNIQUES, SEQUENCES AND PROCEDURES. SEISMIC DESIGN CATEGORY: D t' 5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE MAPPED SPECTRAL RESPONSE COEFFICIENTS: S5= 1.50, S, = 0.6, S,' = 1.0, Ste= 0.50 AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE RESPONSE MODIFICATION FACTOR, R:1:25 , SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED 6. DESIGN ASSUMPTIONS: ' CHANGE ORDER. `• A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' 6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. B. LEAST BUILDING WIDTH OF MAIN STROCURE: 30' 3 _ 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10' 8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 _ . 1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. 0 9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: EXISTING OR NEW CONRETE SLABS. , S 10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY o CARPORTS. ' .• -THE PERTINENT SITE-SPECIFIC STRUCTURAL' COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED 11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE I } - FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: DESIGN CONSIDERATIONS: 11 MINIMI IM Pnr)P CI (IPF ;:nP S(ll In PfN1F PAKIFI S• 114 INCH PER FOrIT . ` .. A. TITLE SHEET AND GENERAL NOTES. G eTPI ICTI IDAI Cnnl cir_i IR nTInn1 r. ., ", Irmo I A -C Dnn= =D==crnr.inlKI no n I` 2 N N Cfl Ln Z W rn M 1 2 Q Uor) O O W Q W > O Q z M O co U) O CV ci CT) Ci' O QRgFE S I( o S 5885 OF CAI \F0 03-09-16 DURALUM JIAPMO 0195, AHJ APPROVAL • 4 REVISIONS MARK DATE DESCRF" 4 STEL JOB # 16-1071 DATE 0309.16 DRAWN BY AT CHECKED GM TITLE SHEET, DESIGN LOADS, GENERAL NOTES T-0 0 OF 50 SHEETS 12. MINIMUM COVER PROJECTION IS 10'. ' ' C. BASED ON THE REQUIRED DESIGN LOADS SITE-SPECIFIC RAFTER AND/OR PANEL SPAN 4 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE ^ . TABLES. EXISTING OVERHANG. i. D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE STRUCTURAL 14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SEI 7. SITE-SPECIFIC DESIGN LOADS.- -• 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN E. APPROPRIATE STRUCTURAL DETAIL-. ( - E N G I N E E R I N G FIR M ENGINEERING ASCE/SEI 7. ° - F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES," IN JURISDICTION. ) ° 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 M. SHEET INDEX : M E/VG/MEEF2//dG TC w (1). 18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT SHEET # SHEET TITLE / DESCRIPTION STRUCTURAL ENGINEERING BE LESS THAN ONE (1). , _ i,, { 26030 ACERO SUITE 200 PHONE: (949) 305.1150 MATERIAL SPECIFICATIONS: T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO, CA 92691 FAX: (949)305-1420 - _ 5 _ j 19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. _ SH -1 1.............SOLID PANEL STRUCTURES c STRUCTURAL ENGINEER• 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN K. ROSEPINK, SE 5885 WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. SH -3 SPANS TRI -V, W -PANEL & FLAT PAN 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. .............PANEL POINT OF CONTACT: ANTHONY TRAN 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING SH -4 ............MINIMUM FASTENERS ° 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. . - SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS RIE SH -7 ............HEADER BEAM TJYPES, COLUMN / POST TYPES C EIVED. ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. SH -8 ............ EXISTING EAVE CONNECTION DETAILS 24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ..... ....... SH-9HAVE HANGER CHANNELS AND MOUNTING BRACKETS MAY G 7 ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. I - SH -10 ..........COLUMN / POSTISURFACE MOUNT AND FOOTING EMBEDMENT DETAILS 2016 6 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR SH -11 .^........ LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS CITY OF LQ QUIMNiq 1976 OR APPROVED EQUAL. SH -12 ..........BEAM TO POST.& LATTICE TUBE TO RAFTER CONNECTION DETAILS COMMUNITY DEVELOP 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH SH -13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS HENT RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF). SH -14 TYPES FOR ATTACHED & FREESTANDING SOLID COVERS 28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2, ..........BEAM ° EXCEPTION 2. SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH WIND SPEED CONVERSION TABLE: SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH . THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. SH - 24-27 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH 7 SPEED BY 0.6 SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SH - 34-36 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF SHALL BE BASED ON 85 MPH =110 MPH. SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L, jF LAQUINTA 0.6 SH - 39-40 ....".LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF .L, 3 MPFi ° SH - 41-42 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF&L,aftl5wo $ SAFETY DEPT, WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE SH -43-44 .....LATTICE SH - 45-46 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF .L, 110 ® 1, / ® COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF ^L„110- P R V CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL SH 47 ..........INSULATED ROOF, PANEL ATTACHMENT DETAILS ->. CONSTRUCTION = a AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND` SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SH - 48 ..........SNOW SH -49 DRIFT DESIGN .../ -•- ,.. REDUCTION FACTOR TABLES ! SHEETS 49 FOR SPAN REDUCTION FACTORS. ..........SPAN SH -50 ..........ADDITIONAL •1' DA _ STATE LICENSURE STAMPS I` 2 N N Cfl Ln Z W rn M 1 2 Q Uor) O O W Q W > O Q z M O co U) O CV ci CT) Ci' O QRgFE S I( o S 5885 OF CAI \F0 03-09-16 DURALUM JIAPMO 0195, AHJ APPROVAL • 4 REVISIONS MARK DATE DESCRF" 4 STEL JOB # 16-1071 DATE 0309.16 DRAWN BY AT CHECKED GM TITLE SHEET, DESIGN LOADS, GENERAL NOTES T-0 0 OF 50 SHEETS 6 0 7 0 8 u c - SOLID PANEL STRUCTURES i ATTACHMENT OVERHANG, ATTACHMENT OVERHANG, ROOF PANEL SEE TABLES SEE DETAIL A, B & T CFN OR WOOD, OR SEE DETAIL A, B & C. CFN OR WOOD, OR GT ROOF PANEL SEE TABLES SHEET 8 GT D SHEET 4 FOR ROOF SHEET 8 AND Syq F STRUCT WALL SEEE SHEET 4 FOR ROOF qNp Syq OF STRUCT WALL SEES PANEL HANGER & BEAMATTACHMENT . T y PRO FCIF T NS Tygj&e VAIVO 7-R/es SHEET 8 PAN SUPPORTING /V HANGER gEAM IN. 0.25L ATTACHMENT" SLOPE PER FT. TyFPRO I Les S FS SHEET 8 Am a "O.H." NOT TO EXCE OF ROOI ALLOWABI SEE DETAIL 11, FOR MANDATOR' NO BEAM S EXTERIO POSTS,: SEE SHT. 11 F( NUMBER OF REQUIREI 3 1/2" SLAB ATTACHM MAY BEU WHERE PERMIT- SEE ERMITSEE TAE FOOTING WHL..". SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION ROOF PANEL SEE TABLES SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING BEAM. "O.H." NOT TO EXCEED 25% - OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12 FOR MANDATORY SPLICE. NO BEAM SPLICE AT EXTERIOR POSTS. POSTS, SIZE VARIES 3 1/2" SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES FOOTINGS SEE TABLES CENGTy H. OF ST RUCT URE VgRIES BF,F A4 III POSA SP BEAM - SEE TABLES EE TAet SONG FOR POST SPACING NOT TO OF BFgM ACCOwASte SPAN NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "C" FREESTANDING W/ CANTILEVER OPTION "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12 FOR MANDATORY SPLICE.PO M SPgN/ BEAM - SEE TABLES NO BEAM SPLICE AT SF S/'AC/ FOR POST SPACING 1' EXTERIOR POSTS. F TgeCFs NG = POSTS, SIZE VARIES XH.CFF O /V SEE SHT. 11 FOR MINIMUM OFBFAM25 j NUMBER OF REQUIRED COLUMNS / J COwAst, So 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." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN J SEE DETAIL 11, SHEET 12 M FOR MANDATORY SPLICE. PO SPAN/ ST NO BEAM SPLICE AT S SPk FF TA N EXTERIOR POSTS. f" POSTS, SIZE VARIES 31/2" SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES - FOOTINGS SEE TABLES - BEAM - SEE TABLES FOR POST SPACING O .. No T II T OF BFq Alto BCF SPAN NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION > a, Z N Co O V 2 0-3 o W > — Q Z O ccm Cn C:) c/) CV Q pFCID ESS10 ,o, K2 o S5885 OF CAO\ 03-11-16 DURALUM IAPMO 0195 AHJ APPROVAL REVISIONS POIRK I wre I OESCWPPON 4 STEL JOB & 16-1071 DATE 03-09.16 DRAWN BY AT CHECKED GM SOLID PANEL STRUCTURES SH -1 1 OF 50 SHEETS • H r r + 0 r1,y o `n .o I J ` • - .-, w l - . .. ;., ,OPEN LATTICE STRUCTURES . ,: :•: ,: - .:• • ° .• . • ; ,. - ,i . _' 014 RAFTER, SEE T, MAX 0.H. WALL LEDGER OR ROOF OVERHANG, SEE DETAIL A,B 8 C SHEET 8. _ 1 f ' 2 ALLOWABLE t - RAFTER, SEE TABLES _ - • F-Y/ST/ ryG WALL LEDGER OR L. @ry/ O/ryG /N AND SPACING ROOF OVERHANG, _ • . MAX. O.H. O H { Mq 25% OF RAFTER MAX. O.H. 2So 25% OF RAFTER O.H. SEE DETAIL A,B & C ALLOWABLE SHEET 8. SPAN '.i _ _ pE0. a. W x 2 W LENGTH OF STRUCTURE VARIES C 3 O N _ qNG ' MANDATORY BEAM SPICE -SEE _ MANDATORYBEAM SPICE -SEEDETA r - . r p L 11, SHEET 12 'L• - 60G- .. • " .,, NO BIEAM SPLICE AT ~ " •CO 7 EXTERIOR POSTS ryG POST' WITH SIDE LATES ° p •' •r a "NOTE: EACH COMPONENT IS INTER- +,- LENGTH OF STRUCTURE VARIES ` ?' ► G i 2 } ry .4 6 ' y _ POST WITH SIDE PLATI S i y 7 SEE SHT. 11 FOR,.MINIM JM ° = CHANGEABLE WITH ANY OTHER rsp q/y, 1• NUMBER OF REOUI Y 1• ` FOOTING SEE TABLES SF • COLUMNS' j _ •s SFS '-. SEE TABLES 3 1/2' SLAB . _ ' „ 31/2"' SLAB AT MAY NOT BE COVERED. - NOTE: EACH COMPONENT IS INTER- E9M MAY BE USED WHERE T r NOTE: EACH COMPONENT IS INTER- + , sFFT OgC" 'I PERMITTED. ' SEE TABLES CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN.. SFS/NG : + ..COMPONTENT UNLESS OTHERWISE SHOWN.4, , `' S FOOTING WHERE REQUIRED,.• ' s, •, NOTE: THIS OPEN LATTICE -TYPE STRUCTURE a . SEE TABLES MAY NOT BE COVERED. - TYPE"H" FREESTANDING MULTISPAN LATTICE STRUCTUREdo -' TYPE "E° ATTACHED;SIINGLE.SPAN_LATTICE-STRUCTURE . 014 RAFTER, SEE T, MAX 0.H. WALL LEDGER OR ROOF OVERHANG, SEE DETAIL A,B 8 C SHEET 8. _ 1 f ' 2 ALLOWABLE t SPAN _ - • rRAFTER, SEE TABLE FOR SIZE /N AND SPACING MAX. O.H. 2So 25% OF RAFTER O.H. r i ALLOWABLE .01" SPAN srS '.i • .gCiNGG _ pE0. a. W x DETAIL 11, SHEET 12 W LENGTH OF STRUCTURE VARIES C 3 O N _ qNG ' MANDATORY BEAM SPICE -SEE _ EXTERIOR POSTS • - DETAIL 11, SHEET 12 _ - NO BEAM SPLICE AT pOS POST CROSS-SECTI SEE POST DETAI EXTERIOR POSTS S@ Tq@SFIs, LENGTH OF STRUCTURE VARIESG 1 " • c i y 00 Fqy sp ryG POST' WITH SIDE LATES ° - l ST r • SFFT DgO N 3 1/2' SLAB "NOTE: EACH COMPONENT IS INTER- pp MAY BE USED TO CONSTRAIN CHANGEABLE WITH ANY OTHER - SF slsp FTq@ SNC FOOTING, SEE COMPONTENT UNLESS OTHERWISE SHOWN. COLUMNS f T • TABLES NOTE: THIS OPEN LATTICE -TYPE STRUCTURE ST Sp' 4 • _ 31/2" SLABATTACHMENTJM MAY NOT BE COVERED. = CHANGEABLE WITH ANY OTHER sF 1pq vY, F MAY BE USED WHERE • FOOTING SEE TABLES q@Nc ` PERMITTED. ` TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE 014 RAFTER, SEE T, MAX 0.H. WALL LEDGER OR ROOF OVERHANG, SEE DETAIL A,B 8 C SHEET 8. _ 1 f ' 2 ALLOWABLE t SPAN _ - • /N . MANDATORY BEAM SPICE- SEE _ pE0. a. W x DETAIL 11, SHEET 12 W i NO BEAM SPLICE AT . pP6 2s EXTERIOR POSTS 0. LENGTH OF STRUCTURE VARIESG 1 " • c i y 00 Fqy sp POST' WITH SIDE LATES ° - l ST r • SFFT DgO N SEE' SHT. 11 FOR MINIMUM y _ s , ti G G NUMBER OF. REQUIRED LENGTH OF STRUCTURE VARIES _ + COLUMNS f T • r. .NOTE: EACH COMPONENT IS INTER- ST Sp' 4 • _ 31/2" SLABATTACHMENTJM = CHANGEABLE WITH ANY OTHER sF 1pq vY, F MAY BE USED WHERE POST CR SS -SECTION, •' SEE POST DETAIL, COMPONTENT UNLESS OTHERWISE SHOWN: q@Nc ` PERMITTED. ` 4 FS '-. SEE TABLES 3 1/2' SLAB NOTE: THIS OPEN LATTICE -TYPE STRUCTURE • r t „ S MAY NOT BE COVERED. - NOTE: EACH COMPONENT IS INTER- FOOTING WHERE REQUIRED, . c CHANGEABLE WITH ANY SEE TABLES TABLES COMPONTENT UNLESS OTHERWISE SHOWN.. SFS/NG TYPE "F" ATTACHED. MUL-T,ISPAN.'LATTICE STRUCTURE NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES . ti t _ - • +• ,,tt h • J r".Ze .• - r RAFTER, SEE TABLE FOR SIZE y AND SPACINGS - 'MAX. O.H. O.H. J25% OF RAFTER 2S\I.ALLOWABLE SPAN / aOS aygNG I _ - • /N N W i 0. 0 9k G LENGTH OF STRUCTURE VARIES _ + MANDATORY BEAM SPICE - SEE - "DETAIL 11, SHEET 12 •{ { NO BEAM SPLICE AT S OSr POST CR SS -SECTION, •' SEE POST DETAIL, I' EXTERIOR POSTS FFrgSDgOj 3 1/2' SLAB r t MAY BE USED - NOTE: EACH COMPONENT IS INTER- post i TO CONSTRAIN FOOTING, SEE CHANGEABLE WITH ANY Iti, TABLES COMPONTENT UNLESS OTHERWISE SHOWN.. SFS/NG NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY NOT BE COVERED. - TYPE"H" FREESTANDING MULTISPAN LATTICE STRUCTUREdo -' I c 5 0 6 0 7 0 8 r SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C 24" TRI -"V" PAN .282' 5I 12"x 3 1/2" W PANEL 6'/ 8'x 2Y" FLAT PAN R=.117' 09R (I.S. ^25. .40' .40' j 77' .67' I 35' r J. _" 1 5' 18D• I_I .67' .40' .75' .43' .45' 7- (SEE TABLE 3 0, CALL UNMARKED RADII .06R) BELOV) 65' T- (SEE TABLE .70' 25' 2. 6' L 8' L 0' 25' 1.1 5' BELOW) 282' a • r'38' T= (SEE TABLE BELOW 2' 7' I I .40' 45' J .35' I,71 • .65' TYP. .40' .40' .40' .40' , .433 I----2.0' l.3' l.3' .433' 1.92'--1 L92' .75' 1.92' A' 3110' .50' .50' .50' .50' 3.00' 525' 4110' 12.0' .00'/8.00' ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-1136 OR EQUAL ALUM. ALLOY 3004-1136 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE ROOF LIVEISNOW LOAD, psf 10 20 25 30 40 50 24' TRI -"V" PAN 0.88 0.83 0.75 0.80 24"x2V2"x0.018" 0.85 0.80 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' 15'-3" 15'-3" 9_ - B'-6" 8'-7" 8'-1" 8'-2" 7'-5• .024 10'-1" 12'-3" 12'-3" 12,_3" 12,_3" 12,_3" 12,_3, 10 .024 12'-7" 12'-8" 11'-10 ,2'-0' 11'-1" 10 13'7" 1T-7° 17'-7' 17'-T' 9'-9" 9'-2" 9'-3' 8'-7" 5'-10" T-10" 14'-3" 14'-3" 14'-3• 14'-3" 14'-3" 14'-3" .032 6" 14'-9" 14'-9" 14'-0" 4,_,r.03215' 19'-7" 12'$" 12'-1" 12'-1" 11'-2" 11'-3° .040 6'4" 8'4" 8'4' 8'4" 8'4" 8'4" 14'-2' 018 17'-7" 16'-8" 16'-9" 15'-9" 16'-W 15'-0" 15 7" 15 7" 7' 9" 7'-5° 7 S" T 2" 7'-2' 6' 10' 18'-0" 020(1) 10'-1" 10,_1" 10,_1, 10,_1, 10,_1" 10,_1" 20 .024 9'-0, 9._D.. 91. 032 12' 6" 8'-8" 8'4" 8'-5" 8'-1• 8I- -1' 7'-9' .024 12' 12'-1" 12'-1" 12'-1• 12'-1" 12'_1" 12'_1, 16'-2" 032 11'-2" 10'-9" 10'-9" 10'-3" 10'4" 9'-10" 20 17'-7" 10'-9" 10'-3" 10'4" 9'-8" 9'-9" 9'-9' 19'-4' .032 7'-3" T 3" 7'-3- T 3" T 3" 7'-3" .018 13'-3" 12'-9' 12'-9" 12'4" 12'4" 11'-7" 16,_3" T-8" T4" T4" 7-1 • T-1' 6'-10" 15'-7" .040 B._9.. 8, 9, . 9, 8. 9.. 8. 9" 8. 9, 2s 024 15_1" 14.7" ;>8 13,_8" 14.1. 13_2• 10'_2" 10'_2" 8'-B" 8'4' 8'-5' 8'-1" 6'-1" 7'-9" 12'-1' .020(l) 9._8, 9. , 9.8, 9._8, 9._8, 9.8.. .032 9'-,0" 9-3" 9'-5" 8'-11" 9'-0" 8'-6" 12'-0" 10.6, 10'-2" 10•_2, 9'-7" 9'-B' 9'-2" .024 6'-7" 6'-7" 6'-7" 6'-7" 6'-7" 6'-7" 10'-10" .018 11'-0" 10'-7" 10' 8" 10'-2" ;_6 11'4" 25 11'4 " 7'-3" 7'-0" 7'-0" 6'-9' 10 6'-7' 13,_3, 032 8'-3" 8'-3" 8'-3• 8'-3' B'-3" 8'-3" 30 .024 13'-1" 12'-7" 12'-8" 12'-2" 12'-3" 11'-6" 12'-2" 11'-8" 8'-3' 8'-0" 8'-0" 7'-9' 77 9' 7'-5' 13'-0" 04015' 9'-1" 9'-1" 9'-1' 9'-1" 9'-1" 9'-1" 15'-6" .032 W 14'4" l3'-8' 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 ROOF LIVEISNOW LOAD, psf 10 20 25 30 40 50 12"x3y"x0.020" 0.88 0.83 0.75 0.80 24"x2V2"x0.018" 0.85 0.80 0.65 0.65 24"x2YZ"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 Orn - N (s, u') Z LLIrnc 2 <c6 C) W p uLu> Q Z L0 ch O Lti O iiico O C14 O Q pFESS Igyq S5885 - OF 5885OF CAO 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRFTIDN 4 STEL JOB # 16.1071 DATE 03-M16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHEETS 12" x 3 1/2" W PANEL 8" x 2Yz" FLAT PAN LUSL PANEL -T' (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 13,_9" 13'_9° 13,_9, 13,_9" 13'_9" 13'_9„ PANEL -r (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'-0" 11'-1° 11'-2" 10'-7" 10'-7" 9'-11' 15'-3" 15'-3" 15'-3" 15'-3^ 15'-3" 15'-3" 020 .024 10'-1" 10'-3" 9' 6" 9'-7" 9'-0" 020 12'-• 13'-2" 12'-7" 12'-8" 11'-10 ,2'-0' 11'-1" 10 13'7" 1T-7° 17'-7' 17'-T' 17'-7" 17 17'-17V- 15' 10" 5'-10" 5'-10" T-10" 5'-10" 5'-10" 024 6" 14'-9" 14'-9" 14'-0" 4,_,r.03215' 19'-7" 19'-7" 19'-7" 19'-7" 19'-7" 19'-7" .040 11'-6" 10'-9" 10'-10" 10'-1" 10 14'-2' 13'4• 17'-7" 16'-8" 16'-9" 15'-9" 16'-W 15'-0" 15 7" 15 7" 11'_3° 11,_3" 11,_3" 11,_3" 11,_3" 11,_3, 18'-0" 020(1) 18'-0" 032 9'-0, 9._D.. 91. 032 12' 6" 12'-6' 12'-6" 12'-6" 12'-6" 12'-6" .024 134" 12'4 12'-6" 12'-0" 16'-2" 151-8' 11'-2" 10'-9" 10'-9" 10'-3" 10'4" 9'-10" 20 17'-7" 14'-8" 14'-8" 14'-8" 14'-8" 14'-8" 14'-8" 19'-4' .032 19'4" 19'-4" .040 13'-3" 12'-9' 12'-9" 12'4" 12'4" 11'-7" 16,_3" 16•_3•16.3" 16.3" 16'_3" 16,_3" 15'-7" .040 14'-10" 14'-1" 14'-2" 13'4' 1T-6' 16'-10" 15_1" 14.7" 14'-7' 13,_8" 14.1. 13_2• 10'_2" 10'_2" 10'_2" 1 _1• 11 _1" 10'-2" _1" 11 _1" 12'-1' .020(l) 12-1' >9--.-; 12-1" 1S4" .020 9'-,0" 9-3" 9'-5" 8'-11" 9'-0" 8'-6" 12'-0" 12'-0' 12'-0" 12'-0" 12'-0" 12-0- .024 8'-9" 8'4" 8'-6" T-11' 10'-10" 10'4" 11'-0" 10'-7" 10' 8" 10'-2" 10'-3" 11'4" 25 11'4 " 13•_2" 13,_2" 13•_2" 13•_2" 13•_2" 13•_2• 13,_3, 032 13,_3" 131_3" 20 10'-1" 9'-8" 13'-1" 12'-7" 12'-8" 12'-2" 12'-3" 11'-6" 12'-2" 11'-8" 14,_2" 14•_2• 1 4'-2"l14•_2" 10'-7" 14•_2„ 13'-0" 04015' 13'-0" 13'-0' 13'-0" 15'-6' 15'-6" 15'-6" 15'-6" W 14'4" l3'-8' 13'-0' 10' 6" 10'-6" 10' 6" 10'-6" 10'-6" 10'-6- .020(l) - 11'-10" 11'4" 9'-2" 8'-9" 8.11" 8'-5" 8'-6" 8'-2" 14'-2' 13'-9" 11•_3" 11•_3, 11•_3" 11•_3" 11•_3" 11•_3" 14'-6" .024 14' 6" 14'-6' 14'-6" 16'-8• 16' 6" 16'-8" 16' 8" 16'-8" 16'-8" .040 30 12' 6" 12'-6" 12' 6" 12'-6" 12'-6" 032 >1')2'-l"'" 13' 6" 12-10" 1 r -s" 124" 1 r-, o' 1 r -s" ll --6- 1 r-1 15'-6' 13'4" 13'4° 13'4" 13'4" 13'4" 13'4" 9. 9" .040 919. 9 9" 9 9" 9 9" 10'4" 10'4" 14'-2" 13' 8" 13' 6" 13'-0" 13'-3" 12' 6• 9'-1" 9'-1" 9'-1" 9'-1" 9'-1• 9'-1" .020(1) 8'-11" 8'-8" 8'-3" 8'-1" B'-1" 7'-10" 7'-10" 7'-6" 10'-8" 10'- 10 -3*10'-3" 10'-3" 9' 8" 10'-3" 10'-3" 10'-3" 10'4" 10'4" .024 10'4' 10'4' 10'4' 11 _1• 11'_1" 11 _1• 11 _1, 11 _1, 11 _1" 9'-1" 8'-10" V-10" 8'-7" 40 114" 114 11'4" 40'-7" 11'4" 11'4" .032 25 9'-11" 9'-7" 9'-7" 11'-3" 11'-1' ,1'-0" 1 10'-8' 10'-3' 11'-6" 12•_2" 12•_2• 12•_2" 12•_2" 12•_2" 12•_2, 11'4" 11'4" .040 11'4" 11-4 12'-1• 12'_1" 12'_1' 12'_1" 12'-1" 12'-1" 12.4•• 12,_1•, 12•_1" 11,-8, 6'-2" 8'-2" 8'-2° 8'-2" 8'-2' 8-2- .020(l) 11'-10" 11'-3" 11'-3" 7'-,' 7'-1" T-1" 6'-11" 6'-11' 14'-1" 13'-T' 9'-2" 9'-2" 9'-2" 9'-2" 9'-2" 9'-2• 12'-3" 12'-3" 024 12'-3" 12'-3" 13'-1" 13'-1" 13'-1" 13'-1" 13'-1" 8'-0° 7'-10' 7'-,0" 7'-8" 7'-8" 7'-6" so 101-7° D40 .032 13'-3' 12'-9" 12'-9" 12'-3° 12-4 11'-9" 15'4" 15'-1" 11'-3" 11'-3' 14'-9" 14'-1" 9.3, 9._3, r.040 9._3, 9._3, 9._3, 9._9. 9._9. 9._9, 9._9, 9.-9, 9._9, .020 Orn - N (s, u') Z LLIrnc 2 <c6 C) W p uLu> Q Z L0 ch O Lti O iiico O C14 O Q pFESS Igyq S5885 - OF 5885OF CAO 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRFTIDN 4 STEL JOB # 16.1071 DATE 03-M16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHEETS 8" x 2Yz" FLAT PAN 6"x 2y FLAT PAN LUSL PANEL -r (IN_) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PANEL -r (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'-6" 12'-6" 12'-0• 12'-6" 14 -7' 14 7" 14'-7• 14'-7" 14 7" 14'-7" 020 10'-10" 10'-1" 10'-3" 9' 6" 9'-7" 9'-0" 020 12'-• 12'-0" 12'-0" 11'-4" 11' 6" 0'-9" 10'-9- 13' 13 -7" 13'7" 13'-7" , 3 7" 13 -7" 13 -7" 15' 10" 5'-10" 5'-10" T-10" 5'-10" 5'-10" 024 024 10 11'-6" 10'-9" 10'-10" 10'-1" 10 14'-2' 13'4• 13'4" 12'-8" 12'-9" 12'-1" 15 7" 15 7" 15 7" 15-7- 15'-7' 15'-7" 18'-0" 18'-0" 18'-0" 18 15'4'16-1' 18'-0" 032 032 134" 12'4 12'-6" 12'-0" 16'-2" 151-8' 15'-9" 14'-3' 17'-7" 17'-7" 17'-7" 17'-7" ITT' 17'-7" 19'4• 19'-4" 19'-4' 19'-4' 19'4" 19'-4" .040 .040 15'-7" 14'-10" 14'-10" 14'-1" 14'-2" 13'4' 1T-6' 16'-10" 17'-0" 164" 16' 6" 16'-0" 10'_2" 10'_2" 10'_2" 10'-2" 10'-2" 10'-2" 12'-1' 12-1" 12-1' 12-1" 12-1" 1S4" .020 .020 8'-9" 8'-9" 8'4" 8'-6" T-11' 10'-10" 10'4" 10'-3" 9'-9' 9'-10" 9'-5" 024 11'4" 11'4' 11'4 " 11'4" 4 11'" 11'4" 024 13'_3• 13'_3" 13,_3, 13'_3" 13,_3" 131_3" 20 10'-1" 9'-8" 9'-9" 9'-3• 9'-5" 8'-11" 20 12'-2" 11'-8" 11'-8" 11'-2" 11'-3" 10'-7" 13'-0" 13'-0" 13'-0" 13'-0" 13'-0' 13'-0" 15'-6' 15'-6" 15'-6" 15'-6" 15'-6' 15'-6" .032 .032 - 11'-10" 11'4" 11'-6" 11'-0" 11'-0' 10'-6" 14'-2' 13'-9" 13'-7" 13'-0" 13'-1" 12' 8" 14' 6" 14'-6" 14'-6" 14' 6" 14'-6' 14'-6" 16'-8• 16' 6" 16'-8" 16' 8" 16'-8" 16'-8" .040 .040 13' 6" 12-10" 13'-W 124" 12' 6' 11'-10" 15'-6' 15'-2° 15'-2" 14'-10" 14'-10" 14'-3" 9. 9" 9 9" 919. 9 9" 9 9" 9 9" 10'4" 10'4" 10'4" 10'4" 10'4" 10'4" 020 020 8'-11" 8'-8" 8'-8" 8'-3" 8'-3" 7'-10' 10'-8" 10'-1" 10'-3" 9' 8" 9'-9" 9-4- 10'4" 10'4" 10'4" 10'4' 10'4' 10'4' 11 _1• 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'_W 11'-6" 11'-7" 10'-10" 11'-0" 10'-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'-T' 13'-8" 13'-1" 13'-2" 12'-4- 2'4" 12'-3" 12' 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 13'-1" 13'-1" 13'-1" 13'-1" 13'-1" 040 D40 13'-3' 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 8'-5" 8'-1" 8'-1" 7'-9" 7'-10" 7' 6" 9'-7" 9'-7" 9'-2" 9'4" 8'-11" 9'-9" 9'-9" 9'-9" 9,-9" 9'-9' 9'-9" 10'4" 104" 10'4" 10'4" 10'4" 10'4" .024 .024 30 T-6" 9'-1° 9'-2" 8'-10" B'-11" -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" I V4" .032 .032 11'-," 10'-8° 10'-9" 10'4 10'4" 10'-0' 13'-2" 12' 8" 13' 0' 12'-6" 12'-7" 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'-6" 14'-7" 14'-1" 14'-1" 13'-7" 8'4" 8'4" 8.4 8'4" 8'4" 8'4" 9•-0' 9•-0" •-0' 9'-0" 9•-0" 9'-0" .020 .020 ;>8 7'-8" 7'-6" T-6" T-3" 7'-2" 6'-11" 9'-1° 8'-10" 8'-10" 8'-7' 8'-6" 8'-1" 9._0" 9._D, 9._0.. 9.-0, 9._0, 9.-0. 9.-0, 9.-0, 9.-0, 9._6, 9.-0, 9.-0, .024 .024 40 W W B'-3" 8'-3" 8'-0" 8'-1" 7'-10° 40 10'-2" 9'-,0" 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" 12'4" 121-6" 12'-1" .032 .032 10'-2" 9'-10" 9'-10" 9'-7" 9'-7° 9'-3" 1D'-3" 10'-1" 10'-1" 9'-10" 9'-10" 9'-8" 10'-7" 10,-7" 10•_7, 10'-T' 10'-T' 11'-2" 1 V_2" 11'-2" 11'-2" 11'-2" 11'-2" .040 .040 11'-2" 11'-2" 10'-8" 10'-10" 10'-6" 13'-9" 13'4" 13'-6" 1T -O" 13'-1" 12'-7" g7'-5' 7'-5" 7'5" T_5" 7'-5" T_5" 8'-3• 8•_3• 8'-3" 8'-3" 8'-3" 8'-3" .020 .020 6'-5" 6'-5" 6'-3" 6'-3" 6'-1' 7'-8" 7'-7" 7'-8" T-5" T-6" T-2" 8 3" B 3" 8 3" 8-3" 8-3" 8•_9, 8'-9' 8'-9" 8'-9" 6'-9" 8'-9" 024 024 50 7'4' 7'-3' 7'-3" 7'-1" 7'-0" 6'-11" So 8-9" 8-7" 8 7" 8-5" 84" 6-1" 032 9-1" 9-1" 911. 9.1. 9-1" 911. 032 9-8" 9 6° 9-8" 9-8" 9 8" 9 8" B'-9" 8'-7° 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' 9'-9" 9'-9" 1 D'4" 10'4• 10'4' 10'4' 10'4" 10'4" 040 .040 9'-10" 9'-9"['!>9'-91 9'-5" 9'-7" 9' 2" 11'-10" 11'-7" 11'-9" „'-0" 11' 6, Orn - N (s, u') Z LLIrnc 2 <c6 C) W p uLu> Q Z L0 ch O Lti O iiico O C14 O Q pFESS Igyq S5885 - OF 5885OF CAO 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRFTIDN 4 STEL JOB # 16.1071 DATE 03-M16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHEETS u' a rk o MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FREESTANDING SOLID COVERS w TABLE 1 D TABLE 2 u' a rk o MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FREESTANDING SOLID COVERS FOOTNOTE: "SAMPLE" f FIGURE INDICATES ATTACHED I FIGUREm,INDICATES FREESTANDING SY F 1 td •. - n TABLE 1 TABLE 2 ' TABLE 3 (2) 2"x6 %2" AND WALL HANGERS, 3"x8" AND EXTRUDED AND 3"x8" WITH 6 %2" ROLL FORMED BEAMS STEEL HEADERS STEEL INSERT HEADERS NUMBER OF N❑.14 TEK OR SMS SCREWSUMBER ❑F N❑.14 TEK ❑R SMS SCREWS PER NUMBER OF N❑.14 TEK OR SMS SCREWS >- PER FOOT OF BEAM LENGTH a-: 1700T OF WALL HANGER AND BEAM LENGTH PER FOOT OF BEAM LENGTH §j 110 MPH 120 MPH 130 MPH 110MPH 120 MPH x130 MPHOf 110 MPH 120 MPH 130 MPH EXP. B EXP. C EXP. B EXP. C EXP, BI EXP. C EXP. BI EXP. C EXP: B EXP. C EXP. B EXP. C EXP. BI EXP. C EXP. B EXP. C EXP, B EXP. C ~ ~ ~ 5• 1 1 1 1 1 2 5' 1 1 1 1. 1 5 1 1 1 1 1 1 1 2 2 2 2 2 2 1 1 1 1 1 1 6 1 1 1 2 2 2 6' 1 1 1 1 1 R 2 61 1 1 1 1 1 1 2 2 2 2 2 3 1 2 2 2 .t.2 2 1 1 1 1 1 1 7 1 1 1 2 2 2 71. 1 1 1 2 ? 2 7' 1 1 1 1 1 1 2 2 2 3 3 3 2- 2 2 2 h 2 2 1 1 1 1 1 2 81. 1 2 2 2 2 2 $' 1 1.2 2 2' 2 $' 1 1 1 1 1 1 2 2 2 3 3 3 2 21 2 2 -•3 3 1 1 1 2 1 2 91 2 2 2 2 2 2 9 1 2 2 2 2 i` 2 g 1 1 1 1 1 1 2 3 3 3 3 4 2 2 2 3 , .' 3 3 1 1 1 2 2 2 10 2 2 2 2 2 3 1 2 2 2 i ?: -3 10' . 1 1 1 2 3 3 3 3 4 10' 2 2 2 3 .2 3 1 2 2 11,2 2 2 2 2 3 11' 2 2 2 2 2 3 11' 1 1 1 1 1 2 3 3 3 4 4 4 2 3 3 3 ;, 3 3 1 2 2 2 2 2 12' 2 j---3 3 3 3 12' 2 2 2 2 3 12' 1 1 1 1 1 2 3 -9---3 4 4 5 2 3 3 3-2 -2 4 2 2 2 2 2 2 13 22 2 3 3 3 13 2 2 2 3 31 3 13 1 1 1 1 1 2 3 4 4 4 4 5 2 3 3 3•' j 4 2 2 2 2 2 2 FOOTNOTE: "SAMPLE" f FIGURE INDICATES ATTACHED I FIGUREm,INDICATES FREESTANDING SY F 1 td •. - n RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C 1 a 6 0 7 0 6 LUSL T" (IN.) z aZ, No TYP. 3" x 8" RAFTER 8.0" z w aui o 2" X 6 1/2" RAFTER z W a wo 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 .024 16" 22'-6" 19'-10" 22'-4" 19'-10" 22'-6" 19'-10" 21'-1" 19'-10" 22'-2" 19'-10" 19'-2" 19'-4" 24"1' 24'_2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6" -::-21'-6" 21'-6" 21'-6" 2 21'-6" 21'-0" 6" 24" 13'-1" 13'-0" 13'-1" 12'-3" 12'-10" 11'-2" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-3" 24" 18'-4" 18'-3" 18'-4" 17'-3" 18'-2" 16'-3" 16'-3" 16'-3" 16'-3" 16'-3" 15'-8" 20 .042 1611 23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9" 21'_10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" .032 16" 20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2" 18'-0" 18'-0" 18'-0" 18'-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" 25'-7" 24'-8" 2411 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" ,T_10.1 --,T 7'-10" 17'-10" 17-10" 17'-10" 17'-10" 17'-10" 241 16'_7" 16'-6" 16'-7" 16'-1" 16'-4" 14'-10" 14'-8" 14'-8" 14'-8" 14'-8" 14'-8" 24 " 23'-4" 23'-3" 23'-4" 22'-8" 23'-1" 20'-8" 20'-8" 20'-8" 20'-8" 20'-8" 20'-10" 20'-2" 25 .042 16" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 21'-6" 21'-6" 21'-6" [_i1'-2" 21'-3" 20'-8" •042 16" 24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2" 21'-9" 21'-9" 21'-9" 21'-9" 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" 2411 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16-1" 17'-7" 17'-7" 17'-7" __:l7'-4" 17'-6" 16'-10" 24" 20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0" 17'-9" 17'-9" 17'-9" 17'-9" 17'-9" 17'-3" 24" 28'_2" 28'-1" 28'-2" 27'-4" 27'-10" 25-1" 25'-1" 25'-1" 25'-1" 25'-1" 26'-8" 24'-4" 30 .042 16" 18'-1" 19'-1" 18'-1" 19'-1" 18'-1" 19'-1" 18'-1" 19'-1" 18'-1" 19'-1" 18'-1" 19'-1" 024 16"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" 0 024 17'-4" 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" 5'-7" 1 24 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1" 9'-8" 9'-8" 9' -8" -8" 9' 9'-8" 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 .042 16" 15'-10" 5'-10"15'-10" 15'-10" 15'-10" 15'-10" 16'-8" 16'-8" 16'-8" 16'-8" •032 16" 15'-8" 15'-8" 15'-8" 15-8" 15'-8" 15'-8" .032 16„ 22'-1" 22'-1" 22'-1 " 22'-1" 22'-1" 22` -0" 24" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 13'-8" 13'-8" 13'-8" 13'-8" 13'-8" 13'-8" 24" 12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-9" 12'-3" 12'-3" 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" 181-0" 17'-3" 042 16" 13'4" 13'-4" 13'-4" 13'4" 13'-4" 13'-4" -----18'-1" 042 16" 19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10" 18'-1" 18'-1" 042 16" 26'-8" 26'-8" 26'-8" 25'-6"-6" 25'-6" 25'-6" 26'-7" 25'-6"50 24" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 11'-2"11'-2" 11'-2" 24" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 14'-9" 14'-9"14'-9" 14'-9" 14'-9" 14'-9" 242" W6-8"" 21'-10" " 21'-10" 21'-10" 20'-10"10" 20'-10" 20'-10" 21'-9" 20'-10" * NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT 32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED 24" O.C. MAYBE USED AT 48" O.C. WHEN DOUBLED. 024 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" " 16'-3" 15'-101, 16'-1" 15'-10" 16'-2" 15'-10" 15'- 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" 12'-9" 9'-3" 14'-4" 14'-4" 14'-4" 14'-4" 14'-4" 14'-4" 20'-2" 20'-2" 20'-2" 20'-2" 20'-2" 20'-2" 25 032 16" 14'-9" 14'-9" 14'-9" 14'-6" 14'-7" 14'-211 25 032 16" 20'-9" 20'-9" 20'-9" 20'-6" 20'-7" 19'-10' 24" 11'-1" 11'-1" 24„ 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 12'-1" 12'-1" 12'-1" 11'-10" 12'4- 11'-7" 17'-0"17'-0" 17'-0" 16'-8" 16'-9" 16'-3" 042 16" 17'-4" _'l 7'-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" 14'-7" 14'-7" 14'-7" 14' 4" 14'-6" 14'-0" 24„ 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-6" 20'-6" 20'-6" 20'-6" 20'-6" 20'-0" 20'-6" 0.042" TYP. 8.0" 0.024" 6.5" 0'024" 6.5" 0.032" 0.032" 0.042" 0.042" I --2.0"--I 1-2. 0._+_3 T2.0"—I * 3"x8" RAFTER * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 3004-H36 EQUAL OR EQUAL EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING 2 _ C14 C37 CZ4 CD U,) LU a) co a3c U O W LL W j — QZLL0 COco 0 0 M rn Q ypFESS IGy I co S5885 - 1 OF CAl\FEEL 03-11-16 DURALUM IAPMO 0195 AHJ APPROVAL REVISIONS MART( DATE DESCRIPTION 4 STEL JOB # 16-1071 DATE 03-09-16 DRAWN BY AT CHECKED GM MINIMUM FASTENERS SH -5 5 OF 50 SHEETS V V C r 0V H ' RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C 0.024" 6.5" 0.024" 6.5" 0.032" 0.032° 0.042" 0.042" F —2. 0._[_3 T2.0" --I * 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 f 1 2 N W o rn 2 LQ wrnM ' ~ rn i w LL - Lu > QZLLO o O D U) CD a QRpFESS 1( o S5885 OF CA1.\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL .a REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 16-1071 DATE 03-0516 DRAWN BY AT CHECKED GM RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS SH -6 6 OF 50 SHEETS ZO2" Z ,c v o X 6 1/2" RAFTER Z W a w, o DBL. 2" x 6 1/2" RAFTER LL/SL "T" N) 110 MPH 120 MPH 130 MPH LL/SL "T" N) 110 MPH 120 MPH 130 MPH EXP.13 EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B I EXP.0 EXP. B EXP.0 EXP. B EXP.0 024 16" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 024 1 6" 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" T-6" 7'-6" 7'-6" T-6" T-6" T-6" 8'-6" 8'-6" 8'-6" 8'-6" 8'-6" 8'-6" 24„ t„• 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" 12'-6" -1" 12'-6" 13'-1" 12'-6" 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" 10'-8" 10'-8" 10'-8" 10'-8" 10'-8" 10'-8" i ° 15'-1" 15'-1" 15'-1" 15'-1" 15'-1"15 '-1" .042 16" 16'-0" 16'-0" 15'-9" 16'-0" 15'-9" 16'-0" 15'-9" 16'-0" 'l5'-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" 12'-3" 12'-3" 12'-3" 12'-3" 24" 18'-6" 18'-6" 18'-6" 18'-6" 18'-6" 18'-6" 12'-10' 12'-10' 12'-10' 12'-10' 12'-10' 12'-10' (.. 18'-2" 18'-2" 18'-2" 18'-2" 18'-2" 18'-2" 16" 8'-0" 8'-0" 8'-0" " 8'-0 8'-0" 8'-0" 16": 2'-10" 2'-10" 2'-10" 2'-10" 2'-10" 2'-10" 024 024 12'- 8" 12'-8" 2'- 18" 12'-8" 12'-8" 24" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2" T-2" 7'-2" 7'-2" 7'-2" 7'-2" T-2" 24 9'-10" 9'-10" 9'-10" 9'-10" 9'-10" 10'-4" 10'-4" 10'-4" 10'-4" 10'-4" 9'-10" 10'••4" 16" 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 16- 16'-4" 16'-4" 16'-4" 16'-4" 16'-4" 16'-4" 40 032 11'-6" 1 -6" 11'-6" 11'-6" 11'-6" 11'-6" 40 032 16'-1" 16'-1" 16'-1" 16'-1" 24" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 21 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" 042 161' 19'-9" 19'-4" 19'-9" 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" 10'-9" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3" " r 24 16'-2" 16'-2" 16'-2" 16'-2" 16'-2" 15'-10" 'l5'-10" 15'-10" 15'-10" 15'-10" 16'-2" 15'-10" .024 16" 7'-3" 8'-2" 7; 3" 8'-2" 7'-3" 8'-2" 7'-3" 8'-2" 7'-3" 8'-2" 7'-3" 8'-2" .024 '10''10" 16"11'-4" 10'-10" 11'-4"11'-4" 10'-10" 10'-10" 10'-10" 11'-4" 10'-10" 11'-4" 24" T-2" 5 -2" 5'-2" 5'-2" T-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'-4" 9'-4" 9'-4" 9'-4" 9,-4" 8'-3" 9'-4" 50 50 032 16 9'-9" 9'-9. 9'-9" 9'-9" 9'-9" 9'-9" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 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 7 0 7 -0 71-011 7 -0 8'-4" 8' 4" 8'-4" 8'-4" 8'-4" 24„ 11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 11'-10" 11'-10" 11'-10" 11'-10" 11'-10" 11'-3" 11'-10" 042 16"12'-6" 11'-9" 11'-9" 12'-6" 11'-9" 12'-6" 11'-9" 12'-6" 11'-9" 12'-6" 11'-9" 12'-6" 042 16° • 17'-9" 17'-6" 17'-9" 17'-6" 17'-9" 17'-6" 17'-9" 17'-6" 17'-9" 17'-6" 17'-9" 17'-6" 24" 91-01, 9'-0" 9'-0" 9'-0" 9'-0" 9'-01, 10'-2" 10'-2" 10'-2" 24„ 13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 14'-3" 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" F —2. 0._[_3 T2.0" --I * 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 f 1 2 N W o rn 2 LQ wrnM ' ~ rn i w LL - Lu > QZLLO o O D U) CD a QRpFESS 1( o S5885 OF CA1.\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL .a REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 16-1071 DATE 03-0516 DRAWN BY AT CHECKED GM RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS SH -6 6 OF 50 SHEETS 6.5" ROLLFORM A GUTTER FASCIA ALUM.ALLOY 3004-H36 SPLICE WHERE 0.075" TYP. B MAG BEAM ALUM. ALLOY 6063-T6 MAA. n DBL. 2"x6.5"0.042" ALUM. ALLOY 3004-H36 OR EQUAL DBL.2"x6.5"x0.032" J ALUM. ALLOY 3004-H36 OR EQUAL T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 8.0" .042" TYP. DBL. 3"x8"x0.042" BEAM @_A/ DBL. 14 GA. STL. IN ALUM. ALLOY 3004-H36 OR EQUAL DBL. 3"x8"x0.042" BEAM PD W/ DBL. 12 GA. STL. INSERT ALUM. ALLOY 3004-H36 OR EQUAL NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. HEADER BEAM TYPES SPLICE WHERE 0.070 TYP. C 4" I -BEAM ALUM.ALLOY 6063-T6 K 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL .032" ALUM, D 4.5" MAG GUTTER ALUM. ALLOY 6063-T6 DBL. 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL -11.00.1- .032" -11.00"1~ 0B 3" SQ. ALUM POST ALUM. ALLOY 3004-H36 HEIGHT LIMITED TO 10'-0" MAXIMUM. C 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 3" SQ. STEEL POST F ASTM A653 GRADE 50 CP60 3" SQ.x0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 G60 75 =3"SQ.xt=0.188" 25" 71'1 -BEAM F ALUM. ALLOY 6063-T6 IH 0.375 =4"SQ.xt=0.188" T=12 GA =4"SQ.xt=0.250" T=12 OR INSERTT=0A25" I ASTM A653 SS 7. WHERE ALUM. GRADE 50 G60-\ 3.O" OCCURS ALLOY 6063-T6 NOTE: WHERE'C' INSERT OCCURS AS SHOWN IN .032" SPAN TABLES, IT SHALL BE INSTALLED THE 6.656" FULL LENGTH OF THE 7" I -BEAM. 7. ALUM. I I TYP. 3" SQ.x0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 G60 75 0.625' 3"x8"x0.042" BEAM M W/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 3"x8"0.042" BEAM &ISTM 12 GA. STL. INSERT A653 GRADE 50 G60A653 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 I 0.024' 0.032' 0.042 'LASTIC PLUGS #10 SMS @24'0. EA. SIDE 0.075 TYP. 3" SQ. ALUM. POST D WITHDEPLATES LOY 3004-H36 OR EQUAL E MAG POST ALUM. ALLOY 6063-T6 NOTE: EACH HEADER BEARA TOP AND BOTTOM FLANGES SHALL BE CUT AT EACH INTERIOR COLUMN WHERE 3 OR MORE COLUMS OCCUR. DO NOT CUT FLANGES AT END COLUMNS. =3"SQ.xt=0.188" 25" 71'1 -BEAM F ALUM. ALLOY 6063-T6 IH =3"SQ.xt=0.313" =4"SQ.xt=0.188" G W/ 1 "C" INSERT ALUM. ALLOY 6063-T6 =4"SQ.xt=0.250" T=12 OR W/ (2) "C" INSERTS I 14 GA. 7. ASTM A653 SS ALUM. ALLOY 6063-T6 GRADE 50 G60 NOTE: WHERE'C' INSERT OCCURS AS SHOWN IN SPAN TABLES, IT SHALL BE INSTALLED THE FULL LENGTH OF THE 7" I -BEAM. 0.625' 3"x8"x0.042" BEAM M W/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 3"x8"0.042" BEAM &ISTM 12 GA. STL. INSERT A653 GRADE 50 G60A653 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 I 0.024' 0.032' 0.042 'LASTIC PLUGS #10 SMS @24'0. EA. SIDE 0.075 TYP. 3" SQ. ALUM. POST D WITHDEPLATES LOY 3004-H36 OR EQUAL E MAG POST ALUM. ALLOY 6063-T6 NOTE: EACH HEADER BEARA 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 2 CN O tj N C-0 Lo 2 rnM t W wLL LLJ QZLLO O co (n L6 4=:> (J) O CV cn on Q pEESS I( S588 - - 1 OF CAl\FOS 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DAIE DESCROM 4 STEL JOB A 16.1071 DATE 03-0316 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 2 CN O tj N C-0 Lo 2 rnM t W wLL LLJ QZLLO O co (n L6 4=:> (J) O CV cn on Q pEESS I( S588 - - 1 OF CAl\FOS 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DAIE DESCROM 4 STEL JOB A 16.1071 DATE 03-0316 DRAWN BY AT CHECKED GM HEADER BEAM TYPES, COLUMN / POST TYPES SH -7 7 OF 50 SHEETS n mm 73 l 6 0 i 0 8 EXISTING LEDGER OR WALL HANGER &EAVE CONNECTION DETAILS A34 FRAMING ANGLE NOTE: WHERE COVER CONSTRUCTION INCLUDES SEE TABLE 2 DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS REQUIRED TO VERIFY ADEQUACY OF THE EXISTING FASTENERS, SEE TABLE 3 STUD WALL FRAMING WHERE ONE OR MORE OF THE FOLLOWING CONDITIONS OCCUR: R F OR EXT HANGER 3/16" STEEL NOTES BRACKET CAN BE 8" 0 1/4"0 HOLES,TYP. LOCATED ANYWHERE ON EAVE. 0 NOTE: PROVIDE WATER 0AT ETYP.BVERY 2x CAUOCKCKET JO TECTIONNTS AND LOPEHING 8 G TO DRAIN (OPTIONAL) CHANNEL, 2X OR 3X DESIGN (E) WALL COVER LOADS OPENING PROJECTION 10, 20 psf > 8' > 18' 30, 40 & 50 psf > 6' > 14' 3/16" STEEL NOTES BRACKET CAN BE 8" 0 1/4"0 HOLES,TYP. LOCATED ANYWHERE ON EAVE. 0 NOTE: PROVIDE WATER 0AT ETYP.BVERY 2x CAUOCKCKET JO TECTIONNTS AND LOPEHING 8 G TO DRAIN (OPTIONAL) CHANNEL, 2X OR 3X O O EXISTING EAVE ALLOWABLE PROJ. TO BEAM RAFTER BRACKET TABLE LEDGER OR WALL HANGER VERHANG SEE TABLE 1 OF FASTENERS CONNECTED REQUIRED TO EXISTING ROOF WITH FASTENERS 1 1/4" (24" MAX.) 2x6 OR 2x8 LEDGER TABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS WITH 6 -INCH MIN.THICKNESS COVER LUSL PER TABLES 3 & 4 MAXIMUM PROJECTION (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING. SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB FULL LENGTH. ❑F. RAFTER TAIL COVER LUSL ALUM. PANEL 2X OR EXIST. RAFTERS AT I 2x WOOD STUD OR 120, B 120, C 3x ALUM. RAFTER 24" O.C. AT ROOF 1° MIN. CONCRETE WALL 10 AFTEREXIST. F FASCIA BOARD OVERHANG4x3 26'-0" 25'-2" 25'-4" 1/2° W. a= 10 PSF L.L. 3 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. ALLOWABLE PROJ. EXISTING EA FULL DEPTH WOOD SCAB, I 2" x 6" NOTCHED 26'-0" 26'-0" TO BEAM OVERHANG SEE TABLE 1 (24" MAX_) 25'-7" WHERE OCCURS, 1° MIN. T— o WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED ED (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) NOTE, PLACE 'SIKA FLEX' DR SIMILAR S ATS O C.(a,b) SIMPSON RG-BOLT 2 2"x6" FULL OR 2"x8" NOTCHED SEE TABLE 2 26'-0" ;1 r MATERIAL BETWEEN BRACKET AND NOTE: BRACKET MAY BE 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 OR 2"x10" NOTCHED COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER 26'-0" 26'-0" 26'-0" SEAL W/ SAME CONNECTION'S. CONNECTION 5 rQ WALL CONNECTION (A) &---EAVE L EXISTING ROOF OVERHANG DESIGN LOADSr (A) (A) (A) (A) (A) (A) ALTERNATE EAVE CONNECTION C' NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6' (AT 2"x6& RDL = 3 psf CMTO 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, & 50 psf a EXISTING RAFTER ALLOWABLE BENDING STRESS IS OR KILN -DRY WOOD -FILLED 2"x6 y" OR 3"x8" ALUMINUM SECTIONS. WITH A 10 psf MAXIMUM DESIGN LOAD. TABLE 1 TABLE 2 TYPE AND NUMBER OR RAFTER OF FASTENERS CONNECTED REQUIRED TO EXISTING ROOF AT ROOF PANEL OVERHANG TABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS WITH 6 -INCH MIN.THICKNESS COVER LUSL EXISTING FRAMING MEMBER AT ROOF OVERHANG MAXIMUM PROJECTION (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING. SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB FULL LENGTH. ❑F. RAFTER TAIL COVER LUSL NUMBER AND TYPE OF FASTENERS WIND SPEED (MPH) AND EXPOSURE 110, B 110, C 120, B 120, C 130, B 130, C O 3¢' 0 SIMPSON STRONG -BOLT 2 SS AT 48' D.C. (a,b) 10 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" a= 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 25'-7" 25'-4" 21'-2" o WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED ED (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 20 S ATS O C.(a,b) SIMPSON RG-BOLT 2 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 OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 5 (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) 25 to SIMPSON STRONG -BOLT 2 SS AT 48' O.C. (a,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 S ATSI36' ON S aRb G -BOLT 2 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 S ATSI3MGPSD.C.SSTRONG-BOLT OL2 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 y2' 0 SIMPSON STRONG -BOLT 2 SS AT 24' O.C. (a,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: a, 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 AGAINST EXISTING CONCRETE WALL. c, WHERE ROOF PANEL RAIL OCCURS, USE 'Y2' 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) 3'a' DIAMETER LAG SCEWS <D) - DIAMETER LAG SCREW (E) - 3'4' 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. a= 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 40 2" x 4" FULL 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 2" x 6" NOTCHED 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 1- 1101 120 1 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2"x6„ FULL OR 2"x8 NOTCHED 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) 6' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 2"x8" FULL 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 7' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 2" x 4" FULL 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) 50 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) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 2"x8" FULL OR 2"x10" NOTCHED 20 -9" 20'-9" 20'-9" 20'-9" 20'-9" 20'-9" 12' (C) I (C) (C) (D) (D) I (D) (D) (D) I (D) I (D) (D) I (D) (E) (E) (E) (E) I (E) (E) n HANGER CHANNELS AND MOUNTING BRACKETS FASTENERS, SEE TABLE 3, SHEET 4 T=,060° TYP,-11- 1 2.740" FASTENERS, .078 1.50" SEE TABLE 3 SHEET 8 300" ".os T=.060" w o ALUM. 3004-H36 •06 " 25"R 63 FASTENERS o 3 .010"X90".202' FASTENERS, SEE TABLE 3 SHEET 8 C?t= 0.04" (2 DIA. SEESHEET4 0 " 0 cli ricl) 563" .281" J .200 5"4Q $FASTENERS 1J.75" CONTINUOUS A- RAIL2 ROOF PANEL (WHERE OCCURS) O "'SHEET 8SEE TABLE 3 .060" ` 3" FASTENERS, w ALUM.ALLOY SEE SHEET 4 FASTENERS, 1.880' SEE TABLE 3, SHEET 4 6063-T6 ALUM.ALLOY ALUM. ALLOY 6063-T6 AL 6063 T6 Y 6063-T6 O ROLLFORMED O EXTRUDED HANGER / CONNECTION O I.R. HANGER "H" BRACKET s HANGER NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED AT ROOF LOADS EXCEEDING 30 psf. (3) Y" O 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,V 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 1" J -- -------,--- 3/4" OR 1 1/2 @ 6 SCREWS I @ UNITS SCREW IS INSIDE Q _ PER SIDE I Q 3.. 2" x 6 1/2" OR 5" 5" #14 SMS MAY El BE USE AS 0 5" MIN. 3" x 8" ALUM. 3.5" 3.5" ALTERNATE TO RAFTER 1/4"0 BOLTS 43/4" A 3.5" 3.5" 3' 3"x8"ALUM.-- OR 1 1/2" —-------- 5 8" BEAM 5" f w 1" HEADER U -BRACKET I I ❑j OR I EXISTING WOOD STUD FRAMING SEE NOTES ` 3"x8" ALUM. 2 Xl" E)STUCCO BELOW j I 6 1/2" SIDEPLATE EA. (E) STUCCO RAFTER0 x 3-1/2" LAG SCREWS L.L.=10 psf I SIDE SEE POST SCHED. I I 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 B. 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 98 S.M.S. ALTERNATE 1/2"DOUBLE RAFTER- #8 S.M.S. EACH SIDE ALUMINUM MEMBER WITH EXISTING BOLT CONNECTIO PLAN 2 LATTICE 1 1/2" OR 2" SHEATHING WOOD FILL OR DBL, 3'x8'x0,042 BEAM ALTERNATE : NOMINAL LEDGER OR DBL, 2'x6,5'x0,032'/0,042' S.M.S. EACH (NEW OR EXISTING) f, BEAM RAFT RAFTER TO COL. SEE NOTE, DETAIL B. 3 ' CONNECT. (8 -TOT.) 2"x6.5" OR 3"x8" RAFTER SHEET 8 x o '. uJ 'y 0 I 1 F o 0 ALTERNATE: 1/2" BOLT I o 1' 4.5" 0 6" ALTERNATE: ` FASTNERS, SEE TABLE 3, SHEETB 5/8' ACCESS . (2)- #14 S.M.S. EACH RAFTER r HOLES TO COLUMN CONNECTION c INSTALL 6 — #14 3"x 3"STL.POST (24") 0 ALTERNATE: (4 -TOTAL) X 4 INSERT ATTACHED OR (2)-2x6.5" OR _ ALTERNATE: r 3' SQ. P❑ST LONG SDS @ EACH 3"x 3"STL.POST COLUMN (2)-3"xB"HEADER FOR FREESTANDING (2)- 2x6.5" OR (2)-3"x8" HEADER t5 EXISTING HEADER TO UMN (2) -1/2 -BOLT / ALTERNATE: 1" STUCCO OR EQUAL (12 FA FASTENERS 3"x3"x0.024"J (1) - 1/2" BOLT OR 2.5" PENE. INTO EACH WOOD STUD PER PER 2"x 6.5" SIDEPLATE CONNECTOR (2)- #14 S.M.S. EACH RAFTER C❑NNECTION) 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: N O C7)N O u') Z LU m OM Qrn i W < Lo M co Lf) COO v! O CV O Q pFESSi I o S5885 OF CA1.\F 03-11-16 DURALUM IAPMO 0195 AHJ APPROVAL REVISIONS MARK DATE DESCRIPDON 4 STEL JOB # 16.1071 DATE 03-09.16 DRAWN BY AT CHECKED GM HANGER CHANNELS AND MOUNTING BRACKETS SH -9 9 OF 50 SHEETS 0 6 0 7 0 8 a. g■ C V t COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS "T" BRACKET @ 3"SQ. POST W/ (4}414 SMS EA SIDE OF POST OR 1/2" M.B. THROUGH POST (2)-3/8"0 STRONG -BOLT 2 SS EA. BRACKET TO SLAB. 9 1/2" MINIMUM DISTANCE TO EDGE OF SLAB. 33" MINIMUM DISTANCE FROM SLAB CRACK TO COLUMN. (1%" MIN. EMBEDMENT) ALUM."T"BRACKET USE WITH POST TYPE B,C,D, OR E. STEEL."T" BRACKET OR 9" SQ. BASE PLATE USE WITH POST TYPE B,C,D,E,F,G,H,J OR K. SEE TABLE 1 SLAB SHALL BE IN v POURED CONCRETE GOOD CONDITION FOOTING SEE TABLES FOR SIZE 3 1/2" MIN. SEE FOOTING QUAR IN BEAM SPAN TABLE EXISTING SLAB TO CONC. FOOTING O AT-TACHED COVERS ONLY OPOSTS ATTACHED COVERS ONLY ALUM. ALLOY 3.00" OR 6063-T6 2.40"— 1.375" 0 0 x;75" 1.60" 1.50 .090" TYP. INSTALL 1y" x 1Y2" x Yo" 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 1'T" BRACKETS n I TABLE 1 ATTACHED ONLY FOOTING & ANCHOR BOLTS TABLE 2 ATTACHED AND FREESTANDING ALTERNATE FTG. FOOTING SIZE SINGLE POSTS EMBED. BOLTS CUBE SIZE SO. 18" DEEP ' CUBE FTG. 18" 18" SQ. 12" 17"-22" CUBED (1) (2).3/810 17/8" 20" 21" SQ. 12" 23" & 24" CUBED (1) (2)-112'0 3 1/4" 22" 25" SQ. 16" 24" 28" SQ. 20" 25" - 30" CUBED (2) (4)-112.0 3 1/4" 26" 32" SQ. 23" 31'-34"CUBED (2) (4)-n"0 4" 28" 35" SQ. 25" 30" 39" SQ. 28" 35' - 39" CUBED (2) (4)-3/4'0 4 3/4" 32" 43" SQ. 30" 34" 47" SQ. 32" 40" - 42" CUBED (2) (4)-3/4'0 4 3/4' 36" 51" SQ. 34" NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS (ICC—ES ESR -3037) 1) MAY USE EITHER STEEL T BRACKET OR ALTERNATE FREESTANDING BASE PLATE. ( 2) REQUIRES USE OF ALTERNATEaFREESTANDING BASE PLATE. . ( • . 38" 55" SQ. 37" 40' 60' SQ. 39' 42" 64" SQ. 41" 44" 69" SQ. 43" • CUBE FOOTING Wl3 V2' SLAB q 7/16"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 q 2- 5/16"0 NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. STEEL "T" BRACKET r 2 FLANGES 2 1/8" APART BASE FLARES TO 3"WIDE EA. SIDE OF FLANGES FOR 3" POST, 4" WIDE FOR 4" POST 1-7/16"0 HOLE & 2-3/8" HOLES t TYP. EA. SIDE 1 STEEL POST ONLY: USE POST TYPE F, G, H, I, J OR K 1/2 DEPTH OF I I FOOTING OR O u 12" MIN. EMBD. I w>- US mo Flo < 0 'C-- Lo . 0 u W Z Cn co x9" LONG, 1" • '1 < FROM END p 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, I, (4)- SS316 3/4"0 STRONG -BOLT 2 SS STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) INSERT TO BASE PLATE 3/16" POST INSERT - 9" SQ. X 5/8" THK. THK. BASE PLATE (ASTM A500 GRADE B STEEL) 1) 3" OR 4" SQ. INSERT x 0.188" ASTM A500 GRADE B STEEL WELDED STEEL BASE PLATE 1 Q ALTERNATE FREESTANDING BASE PLATE ANCHOR ZI O 04 orn co u') U rn In o S5885 OCA 03-11-16 DURALUM IAPMO 0195 IAHJAPPROVAL I REVISIONS ' I.I DATE DESCRIPTION 4 STEL JOB tF 16-1071 j i DATE 03-M16 I I DRAWN BY AT CHECKED GM i COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH - 10 10 OF 50 SHEETS W O u w w>- US < 0 'C-- Lo . 0 Cn o S5885 OCA 03-11-16 DURALUM IAPMO 0195 IAHJAPPROVAL I REVISIONS ' I.I DATE DESCRIPTION 4 STEL JOB tF 16-1071 j i DATE 03-M16 I I DRAWN BY AT CHECKED GM i COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH - 10 10 OF 50 SHEETS an AM 10 ,= 6 0 7 0 B LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS < BEAM SPLICE TO m OCCUR DIRECTLY OVER 5/8" 0 PLASTIC 120 MPH IPOST. NOT PERMITTED PLUG WHERE @ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE PER SIDE 5 - _5^ #14 SMS MAY EXP. B BE USE AS 5' 2 2 2 3.5" 3.5" ALTERNATE TO 3 6' 2 3 3 3 3 1 /4.0 BOLTS 7' 2 3 3 4 3.5" 3.5" 8' 3 3 3 4 4 5 - 8" BEAM 4 4 4 4 5 10' illy 5.. 4 4 5 5 6 < 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 7 ¢= co 2"X6.5"X0.042" SIDE PLATES 110 MPH 120 MPH 130 MPH EXP. B EXP. 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' 1 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. ❑a OR ❑2I 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 1❑ 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. 12 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 ROLL -FORMED OR INSULATED ROOF PANEL TERLOCKING SEAMS, TYP.—N,, col cp F,p p ,yti I WALL HANGER r (E) STRUCTURE 1 ROOF PLAN FASTENERS, "EET 4 ROLL -FORMED #14 SMS @ 32' O.C. MAX. DR IRP (4 MIN. PER PANEL INTERLOCK) OLL-FORMED ANEL SEE SHEET 4 OROOF HANGER #14 SMS 2 32' D.C. 4 MIN. PER E "T ALUMINUM S.__.._ TOP & BOTT. 0.024' ION, P ROLL -FORMED PANEL INSULATED ROOF PANEL ` - INTERLOCKING SEAM INTERLOCKING JOINT 2 CD . 2 Lu o Z Q O wjl— Lu > Q2-7 Lo O o o CV Nt Ntrn Q FESS I 9l S5885 - 1 OF Cp1. FO 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRFn N! 4 STEL JOB # 161071 DATE 03-09-16 DRAWN BY AT CHECKED GM LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH - 11 11 OF 50 SHEETS COLUMN 1 3"x "x0.0 2" / (2) 2"x6 5"x0 042" SIDE PLA FES. - SE AN COLUMN 2 PER SPAN TABLE O OF - 2 ell `' GO PROJEC L Q J S 0 ROOF PANEL ATTACHMENT LENGTH L ROOF PLAN FASTENERS, "EET 4 ROLL -FORMED #14 SMS @ 32' O.C. MAX. DR IRP (4 MIN. PER PANEL INTERLOCK) OLL-FORMED ANEL SEE SHEET 4 OROOF HANGER #14 SMS 2 32' D.C. 4 MIN. PER E "T ALUMINUM S.__.._ TOP & BOTT. 0.024' ION, P ROLL -FORMED PANEL INSULATED ROOF PANEL ` - INTERLOCKING SEAM INTERLOCKING JOINT 2 CD . 2 Lu o Z Q O wjl— Lu > Q2-7 Lo O o o CV Nt Ntrn Q FESS I 9l S5885 - 1 OF Cp1. FO 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRFn N! 4 STEL JOB # 161071 DATE 03-09-16 DRAWN BY AT CHECKED GM LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH - 11 11 OF 50 SHEETS 2 3 A o SIMPLE SPLICE 0 0V U0 p r'. p n o I i BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS FULL MOMENT I (( AL DECORATIVE FASC 24" (WOOD.ALUM. OR HARDBORD )1"" 81 1 ll"11 1'8" 1'1 ' (2)#10 S.M.S.@ EA. VALLEY, TYP. (12) -#14 x 1/2" S.M.S. EACH SIDE OF 3• #10 S.M.S. II #12 S.M.S. (a TOT. TYP. THICKNESS =.035 6.38' (24 TOT TYP THICKN IEISS =.035" II II + i + + ++ + + ri + + ++ ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS SPLICES - ROLLFORMED & EXTRUDED FASCIAS NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED. SPLICE WHERE occuRs 4" ol k.o TYP. ALUM.ALLOY 4 6063-T6 16' 1" 4" I -BEAM 3'-0" NIOMENT C -SPLICE NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. 0 ti 5 SPLICE WHERE OCCURS llrTlylp- 6 ALUM.ALLOY 6063-T6 7" I -BEAM l 1 %2" SQ. OR 2" LATTICE TUBE ALUM. ALLOY 3105-H25 7 1.5" 1.50" .28" 2" 2.. o rf _ .018" 8 MOMENT C -SPLICE ;2"x3" LATTICE TUB ALUM. ALLOY 3105-H25 .28" .018" T w d w I -BEAM ALUM ALLOY (6061-T6) ALTERNATE STL. C -BEAM SQ. POST _ (I NOTCH I -BEAM FLANGE AS NEEDED TO CLEAR 11 SQ. POST,CONNECT WEB I TO POST W/ (2) - 5/8" 0 THRU-BOLTS @ 4" I -BEAM, I; AND (3) - 5/8" 0 THRU BOLTS @ 7' I -BEAMS I H - BRACKET TO POST ( 3" x 8" X.042" BEAM, 3" SQ! STEEL OR MAG BEAM. i \--(6)-#14 SDS @ EA. SIDE TOP, & BOTT. TOT.=24 II ) r W X 3" ALUM. OR STEEL POST `1 { 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. SQ. POST (8 -TOTAL) ALTERNATE: 1/4'0 BOLT W/ WASHER EA SIDE OF 3' SQ. POST .75 I O I I +, S I•50•I ' 2.35' 3• SQ. POST 4414 x 1/2' S.M.S. EACH SIDE OF 3" SQ. POST (8 -TOTAL ALTERNATE: 1/4'0 OLT W/ WASHER EA. SIDE OF 3' SO. POST UTTER FASCIA 3.00' 3" SQ. POSTMAG BEAM OR .240' 3'SQ. STL. BEAM MAG RAFTER "TAIL" TO GUTTER NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf ROOF LIVE AND SNOW LOADS "L" FASTENERS 1'-0" 1,55' O 4,' O O 0 0 6 - #14 SDS 3'-0" 16" 1.. ALUM. ALLOY 3105-H25 7 1.5" 1.50" .28" 2" 2.. o rf _ .018" 8 MOMENT C -SPLICE ;2"x3" LATTICE TUB ALUM. ALLOY 3105-H25 .28" .018" T w d w I -BEAM ALUM ALLOY (6061-T6) ALTERNATE STL. C -BEAM SQ. POST _ (I NOTCH I -BEAM FLANGE AS NEEDED TO CLEAR 11 SQ. POST,CONNECT WEB I TO POST W/ (2) - 5/8" 0 THRU-BOLTS @ 4" I -BEAM, I; AND (3) - 5/8" 0 THRU BOLTS @ 7' I -BEAMS I H - BRACKET TO POST ( 3" x 8" X.042" BEAM, 3" SQ! STEEL OR MAG BEAM. i \--(6)-#14 SDS @ EA. SIDE TOP, & BOTT. TOT.=24 II ) r W X 3" ALUM. OR STEEL POST `1 { 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. SQ. POST (8 -TOTAL) ALTERNATE: 1/4'0 BOLT W/ WASHER EA SIDE OF 3' SQ. POST .75 I O I I +, S I•50•I ' 2.35' 3• SQ. POST 4414 x 1/2' S.M.S. EACH SIDE OF 3" SQ. POST (8 -TOTAL ALTERNATE: 1/4'0 OLT W/ WASHER EA. SIDE OF 3' SO. POST UTTER FASCIA 3.00' 3" SQ. POSTMAG BEAM OR .240' 3'SQ. STL. BEAM MAG 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 3'-0" 12 - #14 SDS FASTENER SPACING = 3/4" #14 x 1/2" S.M.S. TOP & BOTT. (2) -TOT. FASTENER TO FASCIA - SEE TABLE —FASTENER TO RAFTER TAILS - SEE TABLE OPTIONAL LATTICE TUBES AT OVERHANG ROOF PANEL o o °v (i FASTENER 6'11/2" -- — -- -- -)o o GROUP ROLLFORMED OR o 0 EXTRUDED GUTTER ALUM. BRACKET X #14 S.M.S. @12"0.C. FASCIA 6 1/2"x2"x.024 2" 1" "L" SEE TABLE RAFTER "U" BRACKET --RAFTER TO BEAM 1 (6) - #14x Y4"TEK SCREWS BRACKET TO RAFTER (6) - #14x %" TEK SCREWS BRACKET TO BEAM 3.125"FOR 3 x RAFTER 2.125" FOR 2 x RAFTER t = .040" @ 6063-T6 ;/2' MIN. O 'j' o - :Q A o 0 r - CV CO Lo 'Z H m o V cy; 2 U oof" L1J < CD LD — 0 L6 o _ ' C14 cl QRpFESS IO co c S 5885 - - 1 OF cp'0F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS NARK DATE DESCRIPTION 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 r CJI W N 2 EXISTING WALL 1 1 Z Qi CJI .A V 1 2 V (A CJl A w T 1 CO Lb V p CJ1 Ip ' cD w v 1 Z cn 0 DDO o O cc w V rn e On n o MISSION VIEJO, CA 92691 D —gym m 949.305.11501 FAX 949.305:1420 E: r- Qp m c m _ Q CO co V OJ N O m 3 T D D ET --j D p - W a vmo N O p (b ~ a m mCO (b to D -+ cn O W rn z z cZo m O e Z Z _ T n 0 z m m m O Z Z Z Z N ° m m m m iiCC Zm7 c z m z D m e X II -u o cn D cvn ; C -n W N D e T r 0) > m W O rt N D n z D r '- m e D = zz y m r N D M rt1• Z x `N Z oo r— rn Y pe _ m v 0 (n m 0 D m Z Ce O n •. g co 2 / mz1 co c z I Dm m D co m nA Co r— m m N -I z o zy r o D e m O (n D m { z Z/ Z7 D z ai A Z /^ V J Il J m w M m Z K c D w zc z Ov o u 2 r zm D my Z Z m D r z e CJI W N 2 1 1 v Qi CJI .A V 1 1 V (A CJl A w T 1 CO Lb V p CJ1 Ip ' cD w v rn cn 0 DDO o O cc w V rn n o MISSION VIEJO, CA 92691 D IP m 949.305.11501 FAX 949.305:1420 Qp m c Q CO co V OJ N 3 D Z p - W N O p (b ~ a mCO (b to N -+ O O W rn z z Z Z m m m Z Z Z Z N wr-m,mu m w:e.,a.numu iuww:cw n,.munm,.ouww-w.00m.w•oawm *iaanmi.www-wuoom-.mvnon..wu.>+4uiunuolwa:.r ., (n vT' D =O € REG/SP O // I T 0 0 T cn T ENG/NEF_ F /Nle o DDO o 26030 ACERO, SUITE 200 o y o MISSION VIEJO, CA 92691 D 949.305.11501 FAX 949.305:1420 Qp m c r, o 3 wr-m,mu m w:e.,a.numu iuww:cw n,.munm,.ouww-w.00m.w•oawm *iaanmi.www-wuoom-.mvnon..wu.>+4uiunuolwa:.r ., A V V u c t. V n J 1 0 z 0 3 0 4 D s 0 6 BEAM TYPES ATTACHED &:FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & CLd 3" SQ.x0.032" ALUM. BEAM DBL. 2"x6.5"x0.032" R 3x8"x0.042" BEAM W/ 12 GA. STL. "U" CHANNEL ATTACHED FREESTANDING ATTACHED FREESTANDING 6.5" F tz MAX.POST MAX.POST MAX.POST MAX.POST 3.032" SP SPACING o MAX.POST FTG. MIN. MAX.POST FTG. MIN. FTG. MIN. FTG. MIN. o T=12 GA. 042 ^^ m SPACING (IN.) POST SPACING (IN.) POST SPACING SPACING (IN.) POST SPACING SPACING (IN.) POST m3 ASTM A653 SS 8,0" I .L ON SLAB (SPAN) 1 TYPE TypE FOR DBL. FOR 3"x9° 1 TYPE FOR DBL. FOR 3"x9° 1 TYPE GRADE 50 G60 3.0" 0 042" cc (2), (3) F- () (SPAN) (1) 2'z6.5"x0.032" BEAM () 2'x6.5'x0.032" BEAM () F- • G 13'-7" 5' 16 -9 ' 15 B 14'-7" 29 G 14'-1 15'-4" B 15 14'-1 15'4" 28 G 5- 2 1-2. -7" 31 H 4'-10" 15' 4" 17 14'-6" 30 ALUM. 4-2.0"--+-- 2.0"--I r 11'-4" 6 15'-3" 16 B 13'-3" 28 G 13'-7" 14'-1" B 15 13'-7" 28 G 6, I- 15'-3" 18 13'-3" 30 H 13'-7' 14'-1" 17 13'-3" --13'-9" 29 DBL. 2"x6.5"x0.032" 14'-2" • 16 12'-4" 28 12'-7" 13'-1" 15 12'-7" 13'-1" 28 , (-,-)DBL. ALUM. ALLOY 3004-H36 91_9 7' 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 $, 6„ 8' 13'-3"' 16 B 11'-7" 29 G 11'-9" 12'-3" B 16 11'-9" 12'-3" 28 G 8' W/ 12 GA. STL. "U" CHANNEL DBL. 2"x6.5"x0.042" 3x8"x0.042" BEAM 13'-3" 19 --1 l'-7" 29 11'-9" 18 11'-6" 12'_p• 28 E ALUM. ALLOY 3004-H36 K ALUM. ALLOY 3004-H36 J 7,-7„ 9' 12'-7" 17 C 11'-0" 29 G 11'-2" 11'-7" B 16 11'-2" 11'-7" 29 G ASTM A653 SS 9' GRADE so Gso OR EQUAL OR EQUAL 19 11'-0" 29 11'-2' 11'-7" 18 10'-10' 28 6'-10" 10' 12'-02'-0" 1 19 C 10'-4 p, „ 330 G 10'-710•-7" 11 -011-0" B L17 10-710.3 11'-0'0 -8„ 229 G 10' 25° 6'-2" 11' 11'-4" 17 9'-10" 30 10'-1" 10'-6" 10'1" 10'-6"29O11'-4"20C910"30H10'-6"B0'10'-129G 12'10'-10"18C9'6" 30H9' -8"C12' T=12OR10"209'-6" 30 9-8" 14 GA - 7.875" A 7.875" ASTM A653 SS GRADE 50 G60 ATTACHED FREESTANDING ATTACHED FREESTANDING MAX.COL. MAX.POST MAX.POST MAX.POST MAX.POST la- 8.0" ON SLAB SPACING 3 o MAX.POST FTG. MIN. MAX.POST FTG. MIN. FTG. MIN. FOR DBL. FOR 3"x8° m FTG. MIN. >o_ m- SPACING ( IN.) POST SPACING (IN.) POST SPACING SPACING FOR DBL. FOR 3°x6" (IN.) POST SPACING SPACING (IN.) POST 0.042" 625" CC (2).(3) (SPAN) (1) TYPE (SPAN) (1) TYPE PE 2 (1) TYPE 2 x6.5"x0.03Y BEAM (1) TY"x6.5"x0.032' BEAM Typ' G 16'-9" i 16 14'-7" 31 H 14'-1 15'-4" 15 14' 1 15'-4" 30 2.875" O 13'-7" 5 16' 4" 18 B 14'-7" -:1333 J 14'-8" 15'-2" B 18 14'-1" 14'-7" 31 G 5' 3"x8"x0.042" BEAM r 11,x„ 6, 15'-15 -0 169 B 13'-3" 13'-3" 332 H I 13-713'-4' 14-13'-10' B 16$ 13'- 2'-10" 14-113,-4" 231 G 6' I- W/ 14 GA. STL. INSERT M -1-3.0"---I M ASTM A653 GRADE 50 G60 9'-9" 7' 14'- 3'-10" 1 19 B 121 2 -4 231 G I 12'-712 -4 131-12'-10' B 169 12'-712'-0" 13 -112,_4" 230 G 7' 3"x8"x0.042" BEAM 13'-3" 17 11'-7" 29 G 11'-9" 12'-3" 17 11'-9" 12'-3" 28 , DBL. 3"x8"x0.042" BEAM W/ 12 GA. STL. INSERT ,J 8'-6" 8 13'-0" 20 B 11'-7" 31 H 11'-8" 12'-1" B 19 11'-2" 30 G 8 L ALUM. ALLOY 3004-H36 N ASTM A653 GRADE 50 G60 J , 12'-7" 18 11'-0" 29 G 11'-2" 11'-7" 17 11'-2" 11'-7" 29 OR EQUAL 7 - 9 12'-3" 20 C 11'-0" 30 H 11'-0" B 20 10'-7" 11'-0" 29 G 9 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS LL SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED !^ , 12'-0"- 18 10'-4" 30 G 10'-7" 11'-0" 17 W9--812 9 , THE FULL LENGTH OF THE 3"x9" BEAM. ^J 6'-10" 10 11'_8" 21 C 10'-4" 30 H 10'-6" 10'-9" B 20 29 G 10' LL. , , 11'-4" 18 9'-10" 30 10'-6" 17 911'FOOTNOTE: "SAMPLE"6-2'11'-2"2130HB20 29 GFIGURE INDICATES 5'-8„12,10'-10-8„1C331H9'8"98C121 230 C7 12' EXPOSURE B FIGURE INDICATES T=12 OR EXPOSURE C 14 G,4 WHERE 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.G. MIN. POST F7 00- 50 G60 SPACING Z) SPACING MAX.POST FTG. MIN. MAX.POST FTG. MIN, FTG• MIN. ^ mSPACING IN.) POST SPACING (IN.) POST SPACING SPACING (IN.) POST m SPACING SPACING (IN.) POST .042" ON SLAB - ( FOR DBL. FOR 3°x9° FOR DBL. FOR 3°x9" 3:(2) (g) F (SPAN) (1) TYPE (SPAN) (1) TYPE 2"x6.5"0.032" BEAM (1) TYPE 2'x6.5^0.032" BEAM (1) TYPE FOOTNOTES TO ALL SPAN TABLES: NP. F- 1. 1. FOOTING SHOWN REPRESENTS LENGTH OF 13'_7" 5' 16'-9" 17 14'-7" 32 OH 14'-1 " 15'-4" 16 14'-1 15'-2" 31 G 5, EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB. O 15'-O" 19 B 14'-7" 34 14'x" 14'-10' g 19 13'-8" 14'-2" 33 H WHERE SLAB OCCURS, CUBED FOOTING SIZE M 15'-3" 18 13'-3" 31 13'-7" 14'-1" 17 13'-7" 13'-10" 31 MAY BE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY. 3 0 1'-4" 6' 13'_g" 20 B 13'-1" B -:1 90" 32 G 6 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB 3 0" MAX. 14'-2" 18 12'-4" 31 12'-7" 13'-1" 1712'-10" 30, SHALLBETHESMALLEROFTHEMAXIMUMSPACINGDBL. 3x8"X0.042" BEAM9-9„720B12'4" 33 12'-2" 12'-7" B 20 7 SHOWN IN THIS COLUMN OR THE MAXIMUM POST W/ DBL. 14 GA. STL. INSERT , 13'-3" 18 11'-7" 30 H 11'-9" 12'-3" 18 11'-9" 12'-1" 29 , SPACING SHOWN FOR THE SELECTED BEAM. 1 ,J $'-6" 8 B B G 8 3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE ASTM A653 GRADE 50 G60 11 1-10' 20 11'-7" 32 J11'-9" 20 10'-10" 11'-3" 31 MAXIMUM COLUMN SPACING MEASURED AT THE 7'-7" 9' 12'-7" 19 B 11'-0" 30 H 11'-2" 11'-7" B 1811'-4" 29 G 9' COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR DBL. 3x8"X0.042" BEAM 11'-3" 21 32 I 10'-9" 11'-2" 21 10'-3" 10'-8" 30 25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB W/ DBL. 12 GA. STL. INSERT 12'-0" 19 C 10' 4" 30 H 10'-7" 11'-0" 18 10'-7" 10'-9" 29 EDGE SHALL BE 91/4" MINIMUM. P 6'-1 0" 10 21 B 10'-4" 32 G 10'-7" B 21 9'-9" 9'-10" 30 G 10' ASTM A653 GRADE 50 G60 6'-2" 11' 11'-4" 19 9'-10" 30 H 10'-1" 10'-6" 19 10'-1" 10'-3" 29 , SEE ALTERNATE FOOTING TABLES NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS 22 9'-10" 32 `' 21 9'-3" 9'-0" 31 G 11 SHT. 9 FOR ATTACHED COVERS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED r , „ , 10'_1 20 N O r L N O o CD w co O CD QzL Lo O _O O rn Q pFESS I( Y. - S5885 - - 1 _ DF CAl\FOS 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 16.1071 DATE 03-0 THE FULL LENGTH OF THE 3"x9" BEAM. 5 -$ 12 9'-9" 22 C 9'-6" 31 H g'-$" g'-$" 9'-6" 33 J C 19 9'-8" 9'-4" 29 22 9'-0" g'_3" 31 12 ' C 9-76 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 34 34 OF 50 SHEETS L N RC1 0 0 N o UO 2 Lu m Q rn O i w V w>- 0 Q O U')CZD . M U) L! ) o N rn QRgFESS I (l Z S58 5 - - 1 OF CAL\F 03-11-16 DURALUM IAPM0 0195 AHJ APPROVAL REVISIONS A1101 DATE DESCRPNON 4 STEL JOB # 16.1071 DATE 03-0&16 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. 3x8"x0.042" BEAM DBL. 2"4.5'0.042"DBL. J 3"x8"x0.042" BEAM M W/ 14 GA. STL. INSERT N W/ 12 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT } Qx ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING = SPACING o MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAKPOST FTG. MIN. MAX.POST FTG. MIN. MAKPOST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAKPOST FTG. MIN. MAX.POST FTG. MIN. MAKPOST FTG. MIN. ~ ~ m ^I^ LL ON SLAB m 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 3 (SPAN) TYPE (SPAN) TYPE (SPAN) TYPE (SPAN) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE IX (2).(3) (1) (1) (1) (1) 13'-7" 5' 18'-0" 15 B 18'-0" 29 21'-8" 16 21'-8" 31 G 20'-9" 16 B 20'-9" 1 31 G 22'-8" 17 B 22'-8" 31 G 29'-2" 18 C O 18'-0' 18 17'-6 31 G 21'-8" 19 B 21'-2" 33 H 20'-9" 18 20'-2" H 22'-8" 19 22'-1" 33 H 29'-2" 215 I 11 16'-4" 168 16'-4" 6 416-0' 230 19'-9"9--9" 1 19'-9"9 332 19'-0"9, 1 B 19'-0"8,-6" 332 Cj 20'- 2 '-8" 120 C 20'- 20 31 G 26'- 26 121 E 424'80"33 6' 6' 4 B G 19 C -3" G 0" 19 -2" -8" I t15'-2" 9-9" 16 15'-2" 29 18'-4" 17 18'-4" 30 17'-7" 17 C 17'-7" 30 G 19'-2" 18 C 19'-2" 31 G 24'-8" 19 E 7 7 15'-2' 19 B 14'-10" 30 G 18'-4" 20 C 17'-10' 31 G 17'-7" 19 17'-1" 31 19'-2" 20 19'-2" 32 24'-8" 22 J 8'-6" 8' 14'-3" 17 14'-3" 29 17'-2" 18 17'-2" 31 16'-6" 18 C 16'-6" 31 G 18'-0" 18 C 18'-0" 31 G 23'-223-2 222 E 23'-222 333 H 8' 14'-3 19 B 13'-10' 29 G 17'-2' 20 C 16'-9' 31 G 16'-6" 20 16'-1" 31 18'-0' 21 18'-0" 31 7 J 7'-7" 9' 13'-6" 17 13'-6" 30 16'-3" 18 16'-3" 31 15'-6" 18 C 15'-6" 31 G 17'-0" 18 E 17'-0" 32 G 21'-1 " 20 E 21'-121'-3" 334 H 9' ILL. 13'-6' 19 C 13'-1' 30 G 16'-3" 21 E 15'-9" 31 G 15'-6" 20 15'-2" 31 17'-0" 21 17'-0" 31 21'-10' 23 6'-10" 12'-9" 17 12'-9" 30 15' 4" 18 15' 4" 32 14'-9" 18 E 14'-9" 32 G 16'-1" 19 E 16'-1" 32 G 20'-9" 20 E 20'- 334 H 10' 10 12-9 20 C 12'-6' 30 G 15' 4" 21 E 15'-1" 32 G 14'-9" 21 14' 4" 32 16'-1" 21 16'-1" 32 20'-9" 23 20'-2" 6'-2" 11' 12'-2" 18 12'-2" 31 14'-8" 19 14'-8" 32 14'-1" 19 E 14'-1" 32 G 15'-4" 19 E 15'-4" 32 G 19'-9" 21 E 19'-9"9_3" 334 O 12'-2' 20 C 11'-10" 30 G 14'-8" 21 E 14'-4" 32 G 14'-1" 21 13'-8" 32 15'-4" 22 15'-4" 32 19'-9" 24 r 5. $.. 11'-811 120 C 11'-811 331 14'-114=1" 122 E 14'-113=9" 332 G 13'-6"3.-6" 121 E 13'-6"3-2" 332 G 14'-9"4'-9" 122 E 14'-9'4-9" 333 H 19'-019'-0" 224 E 19'-0"8'-6" 335 I 12' 12' =8' -4 G a= ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ¢_ =^ SPACING o MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAKPOST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN.I ON SLAB mSPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING OST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m (2)(3) _ (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) YPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE 13'-7" 4FTG.MIN. 5' 18'-0" 16 B 18'-0" 31 G 21'-8" 17 B 21'-8" 33 H 20'-9" 17 B 20'9" 32 G 22'-8" B 22'-8" 33 H 29'-2" 19 C 29'- 337 1 5' 17'-8" 197'-0' 31 H21' 4" 20 20'-7" 34 20'-4" 20 19'-8" 34 H 22' 4"C 21'-6" 35 I 28-9" 22N 27'-8" K 16'-4" 17 B 16'-4" 30 19'-9" 18 C 19'-9" 32 G 19'-0" 18 B 19'-0" 32 G 20'-8" C 20'-8" 32 G 26'-8" 20 E 26'- 25'-3" 336 1 6' r 6' 16'-2" 19 15'-7' 30 G 19'-7" 21 18'-9" 34 H 18'-8" 20 C 18'-0" 33 H 20' 4" 21 19'-8" 34 H 26'-3" 23 K 9._9.. 7, 15'-2" 17 B 15'-2" 30 18'-4" 18 C 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'-82'3'-6" 336 H 7' 15'-0" 20 14'-4" 30 G 18'-1" 21 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 17'-2" 31 G 16'-6" 18 C 16'-6" 30 G 18'-0" 19 C 18'-0" 31 G 23'-2" 21 E 23'-2"2 335 H 8 14'-1' 20 C 13'-6" 29 G 17'-0' 22 C 16'-3' 32 16'-2" 21 15'-7" 32 17'-8" 22 17'-1" 33 H 22'-9' 24 -p I J 7'-7" 9' 13'-6" 18 C 13'-6" 30 16'-3" 19 E 16'-3" 31 G 15'-6" 19 C 15'-6" 31 G 17'-0" 19 E 17'-0" 32 G 21'-1 21 E 21'-20-8" 334 H 9' LL 13'-3" 21 12'-9' 30 G 16'-0" 22 15'-4' 32 15'-3" 22 14'-8" 32 16'-8" 22 16'-1" 32 21'-6" 24 1 6'-10" 12'-9" 18 12'-9" 30 15'-4" 19 15' 4" 32 14'-9" 19 E 14'-9" 31 G 16'-1" 20 E 16'-1" 32 G 20'-9" 21 E 20'-9"9-8" 334 f I 10' 10, 12'-7" 21 C 12'-1' 30 G 15'-2" 22 E 14'-7" 31 G 14'-6" 22 14'-0" 31 15'-10' 23 15'-3" 32 20'-4" 25 6'-2" 11' 12'-2" 19 C 12'-2" 31 14'-8" 20 E 14'-8" 32 14'-1" 19 E 32 G 15'-4"20 E 15' 4" 32 G 19'-9" 22 E 19'-9,8'-9" 33412'-0" 21 11'-7" 30 G 14'-6" 23 14'-0" 32 G 13'-10' 23 [114'-1" 13'-4" 31 15'-2" 23 14'-7" 32 H 19'-6" 255.8.. 11'-8"1'-6" 122 11'-811 331 14'-13'-10' 223 E 14'-113' 332 G 13'-6"3-3" 223 E 3'-6"2-9" 332 G 14'-9"4'-6" 223 E 14'-9"4'-0" 332 H 19'-0 226 E 19'-0 8-0" 334 I 12' 12' C =1' G 4" H 8'-8" >- ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTAND/NG } _ Z SPACING Q = z) o MAX.POST FTG. MIN. MAKPOST 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 p Q 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 (SPAN) TYPE (SPAN) 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 (2) (3) (1) (1) 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 M 11'-4" 16'-4" 18 B 16'-2" 32 G 19'-9" 19 19'-7" 33 H 19'-0" 19 B 18'-8" 32 H 20'-8" 19 C 20'-4" 34 H 26'-8" 21 E 26'-32"4'-7" 338 K 6 r g 15-10" 20 15'-1' 33 H 19'-1" 22 C 18'-3" 35 I 18'-3" 21 C 17'-6" 33 I 20'-0" 22 19'-1" 36 I 25'-9" 24 L 9._9.. 15'-214 121 B 15'-0'4'-0" 333 G 18 227 18'-16'-10' 334 H 17. 17'-0" 122 C 17'-16'-2" 333 G 19'2"18'-6" 223 C 18'-10' 335 H 24 225 E 24'- 337 I 7' 7. -8' H 7 -8" C H _8. 1 23'-10' 22'-9" K J 8'-6" $' 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'- 21 337 1 8' 13-9 21 C 13'-1" 32 16'-7' 23 15'-10' 34 H 5'-10" 22 15'-2" 32 H 17'-4" 23 16'-7" 34 H 22'-3' 25 -3 K J 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" G 17'-0" 21 E 16'-8" 32 G 21'-1 23 E 21'-6" 34 H 9' LL 13'-0' 22 12'-4' 32 15'-8" 23 15'-0" 33 H 15'-0" 23 14'-3" H 16'-4" 24 15'-7" 34 H 21'-1" 26 20'-1" 36 K 6'-10.. 12'-912-3' 222 C 12'-711'-9' 331 G 154'-10' 224 E 15'-1"4-2" 333 G 14'-9'4-2" 223 E 14'-63,-7" V32 G 16'-115,-7" 224 E 15'-14'-10' 333 H 20'-20'-0" 226 E 20'-419'-1" 336 H 10' 10' H I 335 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" G 15' 4" 22 E 15'-2" 32 H 19'-9" 23 E 19'-6"8'-2" O 11'-9' 23 11'-3" 31 14'-2" 24 13'-7" 32 G 13'-7" 24 13'-0" 14'-10" 24 14'-2" 33 19'-1" 27 r 5. 8.. 11'-811 20 C 11'-610 331 G 14'-113 224 E 13'-113•-0" 332 H 13'-6"3 21 E 13'-12'-0" 332 H 14'-9'4 225 E 14'-6'3 332 H 19'-0"8'-3" 227 E 18'-8"7'-6" 335 I 12' 12, -3' -9' -7" -0" G -2" -7" L N RC1 0 0 N o UO 2 Lu m Q rn O i w V w>- 0 Q O U')CZD . M U) L! ) o N rn QRgFESS I (l Z S58 5 - - 1 OF CAL\F 03-11-16 DURALUM IAPM0 0195 AHJ APPROVAL REVISIONS A1101 DATE DESCRPNON 4 STEL JOB # 16.1071 DATE 03-0&16 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 35 35 OF 50 SHEETS