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BPAT2017-004378-495 CALLE TAM PICO D �. LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT Application Number: BPAT2017-0043 Property Address: 79539 LIGA APN: 776180026 Application Description: ROSS / 400SF TRELLIS DURALUM (PATIO COVER AT REAR YARD Property Zoning: Application Valuation: $21,000.00 Applicant: SHADE BUILDERS 82500 HWY 111 INDIO, CA 92201 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: B. D03 License No.: 870046 Date(�,��—(—1tractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) I, as owner of the property, or my employees with wages as their sole -compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a. contractor(s) licensed pursuant to the Contractors' State License Law.): (_) I am exempt under Sec. . B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 6/26/2017 Owner: DAVID ROSS 1661 KAVANAUGH DR BRAINERD, MN 92253 Contractor: SHADE BUILDERS 82500 HWY 111 INDIO, CA 92201 (760)578-2930 Llc. No.: 870046 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 policy number are: Carrier: XEMPT Policy Number: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. �r Date: LP—L - � f Applic t: 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 -men Toned prOCerSjLfor inspection purpose Dat Signature (Ap icant or Agent): Date: 6/26/2017 Application Number: BPAT2017-0043 Owner: Property Address: 79539 LIGA DAVID ROSS APN: 776180026 1661KAVANAUGH DR Application Description: ROSS / 400SF TRELLIS DURALUM (PATIO COVER AT REAR YARD BRAINERD, MN 92253 Property Zoning: Application Valuation: $21,000.00 Applicant: Contractor: SHADE BUILDERS SHADE BUILDERS 82500 HWY 111 82500 HWY 111 INDIO, CA 92201 INDIO, CA 92201 (760)578-2930 Llc. No.' 870046 Detail: 20 FT X 20 FT DURALUM LATTICED PATIO ATTACHED TO RIGHT REAR OF DWELLING W/ TYPE "E" DETAIL. GAS LINE FOR BBQ AND FIRE PIT - 80 LIN. FEET. 2 ELECTRICAL RECEPTACLES, 2 LIGHTS & 2 SWITCHES. 2016 CODES. FINANCIAL INFORMATION • /. DESCRIPTION ACCOUNT QTY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT QTY AMOUNT DEVICES, FIRST 20 101-0000-42403 0 $25.33 DESCRIPTION ACCOUNT QTY AMOUNT DEVICES, FIRST 20 PC 101-0000-42600 0 $25.33 Total Paid for ELECTRICAL: $50.66 DESCRIPTION ACCOUNT QTY AMOUNT PATIO COVER, STD, OPEN 101-0000-42404 0 $101.84 DESCRIPTION ' ACCOUNT QTY AMOUNT PATIO COVER, STD, OPEN PC 101-0000-42600 0 $100.32 Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $202.16 DESCRIPTION ACCOUNT QTY AMOUNT GAS SYSTEM, 1-4 OUTLETS 101-0000-42401. 0 $12.67 DESCRIPTION ACCOUNT QTY AMOUNT GAS SYSTEM, 1-4 OUTLETS PC 101-0000-42600 0 $25.33 Total Paid for PLUMBING FEES: $38.00 DESCRIPTION ACCOUNT QTY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $2.73- 2.73 .Total TotalPaid for STRONG MOTION INSTRUMENTATION SMI: $2.73 DESCRIPTION ACCOUNT QTY AMOUNT TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 Bin # Permit If g PA'T (7 00 LJ ,? Project Address: a'r`ty of La Quint.a Buitding 8r Safety Division . _ 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-701.2 Building Permit Application and Tracking Sheet L Owner's Name: A. P. Number: Address:(x)�- Legal Description: AAJ CityST, Zip: ' Contractor. s l v J,Epi � 5 Telephone: Address: Project Description: City_.ST�'tV, Zip►oC. ((-h\,)� / P- IQ�'�t- � I`� J �Vr Tel 1 pp e �onc. P r Z� s State Lic. City Lic. #; % L�� g Arch., Engr., Designer: Address: T City, ST, Zip: T ele h0 ne: P Can tru ti s c on TY Occupancy: Type: Oecu Y• P State Lic. # �c. Project type circle one • New Add'n Alter Repair. Demo Name of Contact Persoi. AyftkLJ SL� Sq. Ft.: 4'( 7 # Stories: # Units: Telephone # of Contact Person:` Rot> -45-19 —dJ Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE N Submittal Req'd Rcc'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Cates. Called Contact Person Plan Check Balance Title 24 Calcs. Plans picked up Construction ' Flood plain plan Plans resubmitted Mechanical Grading plan 2"" Review, ready for corrcc nsh ue Electrical Subcontact'or List Called Contact Person Plumbing Gran( Dced Plans picked up AL S-114.1. M.O.A. Approval Plans resubmitted rading IIS' HOUSE:- '"! Review, ready for corre /issuc eveloper Impact Fee Planning Approval Called Cont a .S •erson A..P.P. Pub. Wks. Appr Date of permit issue School Fees, Total Permit Fees •I�• ■■■�V• � iT i T 4 COURSE' .HOMEOWNERS ASSOCIATION - ' - NOTICE OF APPROVAL May 15, 2017 ' David and Cathy Ross 1661 Kavanaugh Dr Brainerd, MN 56401 RE: .79539 Liga Dear David and Cathy Ross: Your Request for an architectural change has been approved.- Specifically, you have approval to proceed . with the following: t - Pavers and pergola installation, BBQ demo and reconstruction, fire-pit & sitting wall combo construction, per submitted application. We reserve the right to make a final inspection of the change to make sure it matches the Request you i submitted for Approval. Please follow the plan you submitted or submit an additional Request form if `you cannot follow the'original plan. F Your approval is conditional with the stipulation of the following: No Stipulations. You must follow all local building codes, CCRs, Architectural/Landscape Rules Standards and • r Guidelines, and setback requirements when making this change. A Building Permit may be needed. This can be applied for at the City offices. Our approval here is only based on the aesthetics of your proposed change. This approval should not be taken as any certification as to the construction worthiness or structural integrity of the change you , propose. If applicable, please be aware that you are responsible for contacting the appropriate utility companies before digging. Thank you for submitting your application and we look forward to receiving your notice of completion upon commencement of completed work. For your convenience a "notice of completion" document has been attached: s We appreciate your cooperation in submitting this Request for Approval. An attractive Community helps all of us get the full value from our homes when we decide to sell. Sincerely, Troy Reis, CCAM Community Association Manager P.O. Box 12920 Palm Desert, CA 92255 * 41-865 Boardwalk, Suite 101, Palm Desert; California 760.346.9000 * FAX 760.346.9997 * www.citruscoursehoa:com IM %4 m 6&10 OOM% 0 CD 00 co PILr 0 0 M ml INC • U2v 1 S -44 1 %41 CL to % w co - 0 • �i • rQi CD IM %4 m 6&10 OOM% 0 CD 00 co PILr 0 0 M ml INC • U2v I 1 %41 CL to % w co - 0 • �i • rQi CD t N --� -• , 29'.6v@T Imo► 6v o c v POL s IM %4 m 6&10 OOM% 0 CD 00 co PILr 0 0 M ml INC • 0 0 CL v at _.._.._.._.T_.._.,_.._.,_.._.._.._.._ _.._.. .._.._. ID -. 0 0 3 cr 0 QPM'[ 2-a t"I—c�043 7qS7cj Lipa m PIL ZIT D co 0 o > ..� oTG) O I Cp- m � m $ � Z°� w �a A pmle..g of 0 2 �t aa� m jo N' m 0 im CL 00% CA 3 m 0 a on Mi an m la Mi 0 I 00 0° 3 = m _ CL ;!t> I(p cvve$ U2v I o %41 CL % w co - 0 • �i • rQi CD t N --� -• , 29'.6v@T 6v o c 15 -. 10 ►: l 0 0 CL v at _.._.._.._.T_.._.,_.._.,_.._.._.._.._ _.._.. .._.._. ID -. 0 0 3 cr 0 QPM'[ 2-a t"I—c�043 7qS7cj Lipa m PIL ZIT D co 0 o > ..� oTG) O I Cp- m � m $ � Z°� w �a A pmle..g of 0 2 �t aa� m jo N' m 0 im CL 00% CA 3 m 0 a on Mi an m la Mi 0 I 00 0° 3 = m _ CL ;!t> I(p cvve$ IN IT Ill f A � 20 a � -.a ..:a :ea ,.x. re, a. , . --,s. ,r ' . -r r ; .A � .. _ +lis `',. �ii �'• .sv •. 1., r CL ■ M IN IT Ill f A � 20 a � -.a ..:a :ea ,.x. re, a. , . --,s. ,r ' . -r r ; .A � .. _ +lis `',. �ii �'• .sv •. 1 2 0 0 G o PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. GENERAL NOTES: DESIGN REQUIREMENTS: WIND SPEED CONVERSION TABLE: - GO V ERNI N G -CO DE S•:-- 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE RESIDENTIAL APPUCA71ONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & 20122015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013/2076 CALIFORNIA BUILDING AND IBC APPENDIX CHAPTER I. RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ROOF LIVE AND SNOW LOADS: 1D, 20, 25, 30, 40 & 50 psi. (SNOW LOADS AT GROUND AND THE 2015 ALUMINUM DESIGN MANUAL - ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 20122015 IRC AND 20132016 CRC SECTION AH1052 FOR 10 psf RESIDENTIAL LEVEL 25, 30, 40 8 50 psf) COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. CONSTRUCTION AND ACI 318-14 FOR 20.25 AND 30 psi RESIDENTIAL AND COMMERCIAL CONSTRUCTION. ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30.40 & 50 psf) DRAWING NOTES: 2- ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE ADDITIONAL DESIGN REQUIREMENTS: 0 CBC / IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED 110 MPH 85 MPH 120 MPH 93 MPH 130 MPH j 101 MPH ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. SEE CONVERSION METHOD, THIS PAGE, 3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE 2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C. MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY :11.11. FOR APPLICATION AND USE. 4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE 4. SEISMIC BASE SHEAR 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE 5 SEISMIC DESIGN PARAMETERS 5 MATERIAL SPECIFICATIONS: 19. BEAMS SHALL BE SPUCED OVER EACH INTERIOR COLUMN SUPPORT. 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING PRESSURE 1S 2DO POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER ° TABLE 18062 AND SECTION 1606.3.4. 23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. 24. FASTERNERS: ALUMINUM BOLTS SHALL BE 202444: STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. 6 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976 OR APPROVED EQUAL 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH RESIDENTIAL ATTACHED PAT10 COVERS ONLY (10 AND 20 PSF). 28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 15052, o EXCEPTION 2. WIND SPEED CONVERSION TABLE: THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. FOR USE WITH THE CRCnRC, DIVIDE THE REQUIRED CRC/IRC WIND 7 SPEED BY 0.6 EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SHALL BE BASED ON 85 MPH =110 MPH. 0.6 0 WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND e SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. I WIND SPEED & EXPOSURE ROOF / SNOW LOAD: STRUCTURAL ENGINEERING FIRM S L= l�EGft4'EE�K� STRUCTURAL ENGINEERING 26030 ACERO SURE 200 PHONE: (949) 305-1150 : '1: T-0 ..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO. CA 92691 FAX (949) SOS -1420 SH -1 .............SOLID PANEL STRUCTURES STRUCTURAL ENGINEER �� SH -2 ............OPEN LATTICE STRUCTURES OF HCORR OOSTIN R. IN SH -3 .............PANEL SPANS TRI -V, W -PANEL & FLAT PAN POINT OFCOrig SH-46............ RAFTE SFASTENERS &VSPq SH - 5-0 ......... RAFTER SPANS FOR OPEN LATTICE COMMERCIAL &PATIOS V SH - 7 ............ HEADER BEAM TYPES, COLUMN /POST TYPES 0\O SH - 8 ............ EXISTING EAVE CONNECTION DETAILS Q�s.��v� SH - 9 ............ RANGER CHANNELS „ND MOUNTING BRACKETS �0 SH -10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS 'fc SH -12 ..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SH -13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH -14 ..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS QPM SH -15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF LL, 110-130 SH -18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF LL, 110-130 MPH It SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH SH - 24-27 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH SH - 3436 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF LL, 110-130 MPH SH - 39-40 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH SH - 41-42 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH SH - 43-44 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH. SH - 45-46 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH SH -47 ..........INSULATED ROOF PANEL ATTACHMENT DETAILS SH - 48 ..........SNOW DRIFT DESIGN SH - 49 ..........SPAN REDUCTION FACTOR TABLES SH - 50 .........ADDITIONAL STATE LICENSURE STAMPS 0 c� U.1 m M t C/)v+ � OX OwLQ - QZL to O N Q�Ess icy(ryc S58 TF OF CALL 11/14/16 DURALUM IAPIVIO 0195 AHJAPPROVAL REVISIONS AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, SITE CLASS: D Q TECHNIQUES, SEQUENCES AND PROCEDURES. SEISMIC DESIGN CATEGORY: D 5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE MAPPED SPECTRAL RESPONSE COEFFICIENTS: S,= 1.50, S,= 0.6, So,= 1.0, Sq= 0.5D AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE RESPONSE MODIFICATION FACTOR 8725 SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER S. DESIGN ASSUMPTIONS: A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 217 S. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL 3 B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' 7. ALL NEIN CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL 4 STB. JOB # 161071 C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10' B. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 DRAWN BY AT 12 INCHES THCK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. 9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: EXISTING OR NEW CONRETE SLABS. 10.20 POUNDS PER SQUARE FOOT LL AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY CARPORTS. ° THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED 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 FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: DESIGN CONSIDERATIONS: A. TIRE SHEET AND GENERAL NOTES. 11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT.B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR U\TTICE ROOF, FREESTANDING OR ATTACHED). 4 12. MINIMUM COVER PROJECTION IS 10. C: BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE TABLES. EXISTING OVERHANG. D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE 14. COVERS ARE DESIGNATED -RIDGED BUILDINGS' AS DEFINED IN ASCE/SEI T. SITE-SPECIFIC DESIGN LOADS. 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN E APPROPRIATE STRUCTURAL DETAILS. 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), SHEET INDEX SHALL NOT EXCEED ONE (1). 18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, M. SHALL NOT SHEET # SHEET TITLE / DESCRIPTION BE LESS THAN ONE (1). 5 MATERIAL SPECIFICATIONS: 19. BEAMS SHALL BE SPUCED OVER EACH INTERIOR COLUMN SUPPORT. 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING PRESSURE 1S 2DO POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER ° TABLE 18062 AND SECTION 1606.3.4. 23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. 24. FASTERNERS: ALUMINUM BOLTS SHALL BE 202444: STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. 6 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976 OR APPROVED EQUAL 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH RESIDENTIAL ATTACHED PAT10 COVERS ONLY (10 AND 20 PSF). 28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 15052, o EXCEPTION 2. WIND SPEED CONVERSION TABLE: THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. FOR USE WITH THE CRCnRC, DIVIDE THE REQUIRED CRC/IRC WIND 7 SPEED BY 0.6 EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SHALL BE BASED ON 85 MPH =110 MPH. 0.6 0 WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND e SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. I WIND SPEED & EXPOSURE ROOF / SNOW LOAD: STRUCTURAL ENGINEERING FIRM S L= l�EGft4'EE�K� STRUCTURAL ENGINEERING 26030 ACERO SURE 200 PHONE: (949) 305-1150 : '1: T-0 ..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO. CA 92691 FAX (949) SOS -1420 SH -1 .............SOLID PANEL STRUCTURES STRUCTURAL ENGINEER �� SH -2 ............OPEN LATTICE STRUCTURES OF HCORR OOSTIN R. IN SH -3 .............PANEL SPANS TRI -V, W -PANEL & FLAT PAN POINT OFCOrig SH-46............ RAFTE SFASTENERS &VSPq SH - 5-0 ......... RAFTER SPANS FOR OPEN LATTICE COMMERCIAL &PATIOS V SH - 7 ............ HEADER BEAM TYPES, COLUMN /POST TYPES 0\O SH - 8 ............ EXISTING EAVE CONNECTION DETAILS Q�s.��v� SH - 9 ............ RANGER CHANNELS „ND MOUNTING BRACKETS �0 SH -10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS 'fc SH -12 ..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SH -13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH -14 ..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS QPM SH -15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF LL, 110-130 SH -18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF LL, 110-130 MPH It SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH SH - 24-27 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH SH - 3436 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF LL, 110-130 MPH SH - 39-40 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH SH - 41-42 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH SH - 43-44 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH. SH - 45-46 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH SH -47 ..........INSULATED ROOF PANEL ATTACHMENT DETAILS SH - 48 ..........SNOW DRIFT DESIGN SH - 49 ..........SPAN REDUCTION FACTOR TABLES SH - 50 .........ADDITIONAL STATE LICENSURE STAMPS 0 c� U.1 m M t C/)v+ � OX OwLQ - QZL to O N Q�Ess icy(ryc S58 TF OF CALL 11/14/16 DURALUM IAPIVIO 0195 AHJAPPROVAL REVISIONS Q w�c DATE o�noM ..a O i 4 STB. JOB # 161071 DATE: 1VIC16 DRAWN BY AT CHECKED Gm SOLID PANEL STRUCTURES SH -0 0 OF 50 SHEETS o 2 .e 3 E 7 B o C e D o f e F e G o H o e SOLID PANEL STRUCTURES OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET8 ROOF PANEL SEE TABLES ol SHEET 4 FOR ROOF PANEL NT TO *fff �ENGTN SUPPORTING ATTACHMEBEAM oz, ta �p.H. OFSTRUC�/REV sp "O.H." NOT TO EXCEED 25% Y 6 OF ROOF PANEL'-, r ALLOWABLE SPAN a SEE DETAIL 11, SHEET 12 ✓ e - �`� FOR MANDATORY SPLICE EAIy° NO BEAM SPLICE AT Sr x BEAM - SEE TABLES EXTERIOR POSTS. SEE T AC/NG `� ; 3j FOR POST SPACING �9QN07-7.10 POSTS, SIZE VARIES NOT TO 3 1/2" SLAB qLt EyM ro iv MAX BE USED q 4BCESP TO CONSTRAIN A)V FOOTING, SEE TABLES FOOTINGS SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE 11C" FREESTANDING W/ CANTILEVER OPTION ATTACHMENT ROOF ROOF PANEL SEE TABLES SEE DETAIL A, B & C, LENG TMI SHEET SHEET 4 FOR ROOF SHEET 8 qND S or PANATTACHMENT SHEET 4 FOR ROOF PANEL ATTACHMENT TO ES P'lowc, &BEAM. MIN. 0.25" SLOPE PER FT. SE"fW R G WALLRO SUHANG O N 0. SPAN "O.H." NOT TO EXCEED 25% 0. OF ROOF PANEL "O.H." NOT,TO EXCEED 25% ALLOWABLE SPAN OF ROOF PANEL - SEE DETAIL 11, SHEET 12� POS BEAM -SEE TABLES NO BEAM SPLICE AT EXTERIOR POSTS. FOR MANDATORY SPLICE NO BEAM SPLICE AT S%/ T Sp POSTS, SIZE VARIES g -SEE TABLES EXTERIOR POSTS. SEE T Eg G NO BEAM SPLICE AT Sp S E r gCIIVG EXTERIOR POSTS. E gB�ES FOR POST SPACING POSTS, SIZE VARIES SEE POSTS, SIZE VARIESFkC IV or 710 EED259' O'H NO TO SHT. 11 FOR MINIMUM ops TABLES j OF EXC EED NUMBER OF REQUIRED COLUMNS FOOTINGS BEgM 3 1/2" SLAB ATTACHMENT _• SP 14 E SpyN MAY BEUSED WHERE PERM NOTE NO SPLICE AT EX IOR POSTS SEE TABLES SEE TABLES NOTE EACH COMPONENT IS INTER - FOOTING WHERE REQUIRED NOTE EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER SEE TABLES CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET8 ROOF PANEL SEE TABLES ol SHEET 4 FOR ROOF PANEL NT TO *fff �ENGTN SUPPORTING ATTACHMEBEAM oz, ta �p.H. OFSTRUC�/REV sp "O.H." NOT TO EXCEED 25% Y 6 OF ROOF PANEL'-, r ALLOWABLE SPAN a SEE DETAIL 11, SHEET 12 ✓ e - �`� FOR MANDATORY SPLICE EAIy° NO BEAM SPLICE AT Sr x BEAM - SEE TABLES EXTERIOR POSTS. SEE T AC/NG `� ; 3j FOR POST SPACING �9QN07-7.10 POSTS, SIZE VARIES NOT TO 3 1/2" SLAB qLt EyM ro iv MAX BE USED q 4BCESP TO CONSTRAIN A)V FOOTING, SEE TABLES FOOTINGS SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE 11C" FREESTANDING W/ CANTILEVER OPTION ROOF PANEL SEE TABLESMIN. 0.25' SLOPE CENG OFSTRUC'UREV ROOF ATTACHMENT . OVERHANG, SEE DETAIL A, B & C, ROOF PANEL SEE TABLES SHEETS [ENG Ty WOOD, OR CONCRETE SHEET 4 FOR ROOF PANEL ATTACHMENT TO yND S OV STRU -se WALL SEE . MIN. 0.25" SLOPE PER FT. �7/F p 07 ��R qR/ SHEET 8 G WALLRO SUHANG FCTi NSETHq/yES "O.H." NOT TO EXCEED 25% RN BEAM. OF ROOF PANEL 0. ALLOWABLE SPAN "O.H." NOT,TO EXCEED 25% SEE DETAIL 11, SHEET 12✓ OF ROOF PANEL - FOR MANDATORY SPLICE ALLOWABLE SPAN �l BEAM -SEE TABLES NO BEAM SPLICE AT EXTERIOR POSTS. SEE DETAIL 11, SHEET 12�_ BSM FOR POST SPACING POSTS, SIZE VARIES FOR MANDATORY SPLICE. Sp POST BEAM -SEE TABLES 11SLAB—1 MAY USED NO BEAM SPLICE AT Sp S E r gCIIVG EXTERIOR POSTS. E gB�ES FOR POST SPACING = POSTS, SIZE VARIESFkC IV or 710 EED259' FOOTING, SEE SEE SHT. 11 FOR MINIMUM ops TABLES NUMBER OF REQUIRED, COLUMNS Alt "RM ON FOOTINGS SEE TABLES 3 1/2" SLAB ATTACHMENT SP 14 . MAYBE 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 TABLESMIN. 0.25' SLOPE CENG OFSTRUC'UREV SHEET 4. OR ROOF ANEL FT O.H ATTACHMENT TO qR/I . SUPPORTING BEAM. O.H gp SPA "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12✓ B FOR MANDATORY SPLICE Sp POST BEAM -SEE TABLES NO BEAM SPLICE AT EXTERIOR POSTS. s,' SEE T� C//VG FOR POST SPACING POSTS, SIZE VARIES 0'N NOT T�II 11SLAB—1 MAY USED " w�LESpgN TO CONSTRAIN FOOTING, SEE TABLES FOOTINGS SEE TABLES NOTE EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION rw 0 K C14 C'4 N o o_ . : W Ci ci �� U)0 � w u- QO U")M U) ' ap Cn Co cl �9 Q�FFSS Ipy9 S5885 TF OF CAL\ 1114/16. DURALUM IAPMO 0195 A -U APPROVAL REVISIONS dAwc DATE oEsrnrPrnn 4 STEL JOB 4 16 7071 DATE 11114116 DRAWN BY AT CHECKED GM SOLID PANEL STRUCTURES SH - 1 1 OF 50 SHEETS 1 r Z v N CD U'i Imm D Q O W LL W > — QOtr) co C/)In En o �9Q�FESS 1�� S 5885 TF OF 11/14/16 DURALUM IAPMO 0195 AIU APPROVAL REVISIONS MW DATE DESCRM M 4 STEL JOB B 161071 DAA 1 V1N76 DRAWN BY AT CHmm GM OPEN LATTICE STRUCTURES SH -2 2 OF W SHEETS r _ A e B e C ° D o E '- o p e- G e H e I o i OPEN LA T_T_I-CE STRUCTURES RAFTER SEE TABLES WALL LEDGER OR /NGBV/� GeU/�/NG ROOF OVERHANG, o p/N LEDGER NG SEE SHEET B.AILAB 8 C 25% OF RAFTER O.H ALLOWABLE ROOF G\ SEE DETAIL AB & C, \ SHEET S. f 4 q�?S SPAN RAFTER, SEE TABLES R �,pp MAIC O.H. O.H 2 9^ 25% OF RAFTER �oMgt ALLOWABLE pF SPAN AO�S.o G r MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 GE G NO BEAM SPLICE AT EXTERIOR POSTS 9�0 2q iO O� LENGTH OF STRUCTURE VARIES ANG Lu MANDATORY BEAM SPICE- SEE _ 1O – _ DST DETAIL 11, SHEET 12 NO BEAM BOG WITH SIDE PLA S SPUCE AT ". pt' 0 4 MqY _ p0SEE SHT. Il FSR MNIM M EXTERIOR POSTS. �3 sT Sp S Spq 9 y� NUMBER OF REQ COLUMNS LENGTH OF STRUCTURE VARIES 0 I S 6E Ab 'M 312• SLAB ATTACHMENT MAY BE USED WHERE POST VITH SIDE TES o NOTE EACH COMPONENT IS INTER- sSoSO91 PERMITTED. it S � pq W q i piN SEE SKI". U FOR MINIMUM NUMBER DF REQUIRED �T qCi CHANGEABLE WITH ANY OTHER '9B�SG � SEE TABLES T �G�cs G CtbUMNS COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE REQUIRED, NOTE. EACH COMPONENT IS INTER -3 AQe ,I NOTE THIS OPEN LATTICE -TYPE STRUCTURE MAY NNOT BE COVERED. SEE TABLES CHANGEABLE WITH ANY OTHER S �S �vy� �T9g 10 ATTACHM I MAY BE USED WHERE 4 I i COMPONTENT UNLESS OTHERWISESHOWN. /NG �S ` PERMITTED. NOTE THIS OPEN LATTICE -TYPE STRUCTURE SEE TABLES MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE I TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE 5 RAFTER. SEE TABLE FOR SIZE AND SPACING MAX. O.H. O.H 25�pF SEE ABLE RAFTF�R ° ALLOWABLE OABLEE O SPAN AND SPACING . $°qC/�YgM1,G MAX. O.H. O.H % OF ALLLLOW�ABLE ?S a BG' 1 c F �OOG <_ �ApEti6 ?q w _ o LENGTH OF STRUCTURE VARIES C' �� bop - MANDATORY BEAM SPICE- SEE DETAIL 2q 11, SHEET 12 �9 O NO BEAM SPLICE AT EXTERIOR POSTS 100, ST CROSSSECTI SEE POST DETAI LENGTH OF STRUCTURE VARIES G I�IJIIllI 7 �(� NG PICE - SEE - MANDATORYDETAIL 1S SHEET 12 POST CROSS-SECTION, 312" SLAB NO BEAM SPLICE AT SEE POST DETAIL, NOTE. EACH COMPONENT IS INTER- MAY BE USED TO CONSTRAIN S�Sy EXTERIOR POSTS FFT Sogp CHANGEABLE WITH ANY OTHER s��s FOOTING, SEE, ��S NG COMPONTENT UNLESS OTHERWISE SHOWN. T�iFSNc I� TABLES MAY BE USED A3i11AIBELUSED NOTE THIS OPEN LATTICE -TYPE STRUCTURETO NOTE EACH COMPONENT IS INTER- "b `l ° — MAY NOT BE COVERED. CHANGEABLE WITH ANY OTHER s spq FOOTABTING, SEE FOOTING SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. �cFs�c I� NOTE — THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY NOT BE COVERED. B TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE TYPE ".H" FREESTANDING MULTISPAN LATTICE STRUCTURE 1 r Z v N CD U'i Imm D Q O W LL W > — QOtr) co C/)In En o �9Q�FESS 1�� S 5885 TF OF 11/14/16 DURALUM IAPMO 0195 AIU APPROVAL REVISIONS MW DATE DESCRM M 4 STEL JOB B 161071 DAA 1 V1N76 DRAWN BY AT CHmm GM OPEN LATTICE STRUCTURES SH -2 2 OF W SHEETS E 0 5 0 6 7 e B R 24" TRI -"V" PAN e D e E o F o SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 12"x 3 1/2"W PANEL .zee' so• R=.11T n. 180• 43' T" (SEE TABLE - Al I IRA ABLE_ ALUM. ALLOY 3004-H36 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF UVE/SNOW LOAD. psf 20 25 30 40 50 24' TRI -'V' PAN - 0.88 0.83 0.75 0.80 24WY2" x0.018• 0.85 0.80 0.65 0.65 - - LUSL PANEL"r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 13'-9• (IN.) .DZD (1) 1 130 MPH SPAN 10'-3' 10•-3• 10'-3• 10' 3• 10'-3' 10•-3' Zai• 018 1 1 1 11'-2• 10'-7 10'-r 9 -1 r 14' 7' 153• 15-3• 9'-0' B'-6• 8'-r B'-1' .024 9'-0' 12'-3" 1 Z-3' 1 Z3" 12'-3• 1Z 3' 12'-0• 10 .024 1Z -r /Z 8• 11'-10 12'-0" 11'-1" 10 13'-r 1r -r 10' 4" 9'-9- 9'-9' 9'-r 1T -r S'-10' 5-10' 032 14'-3• 14'-3' 14'3' 14'-3' 1�3'11212'-1' 11'-0 032 15-6" 14'-9' 14'-9' 14'-0' 14'-1' 13'3' 13'4" 19'-r 19-r 19'-r 12'1' 11'-Y 19'-r 18'-0• 14'3' .040 8'4' 8'4 94' '- 94- 94" 018 1 T -r 1'6 8' 16-9• ;Ir 16' o' 1 S-0' 020 (1) r -s- T -s r -s -2- r -r 6'-1o• 13'4" 10•-1• 10'-r 1171• 10'-1• 10'-1' 10'-r 20 024 12'-0' 1 r s• 1 Z - 12' 6• 12'-6" 10•-Y 9.6' 10'-2• T-11" .024 B'4• 8'4' 8'-s 8-1' B'-1• T-9' 15-4• 9-5' 1Z -1 12'-r 1Z -r 1r -r 12'-r 1Z -r 20 032 14'-0• 14'-0- 14'-8• 14'-8' 14'-8' 14'4r 20 1D'-9" 1o,Jr 10' 4• 9'4r s -s• 9'-9• 8'-11• 20 T3" 13'3" 12'-9" T3' T3' T-3' 11'-r .018 15-3' �T3*T3' 16'-7 16'3' 16'-3' 16'3• is, T 8' 1S-0• 7, r -r r -r G-10• 8-9• 8'-9• 8'-9•' 8'-9• 9-9' 9-9• 25 .024 .0200) 11'-1• 11'_1• 11•_1• 11•_1• 11'_1• 11'_1• 8'�• 8'4' 8'-s 8'-1' 8'-r r-9• 16'-8• 9' 8' 9'3' 9-81 9 8' 9' 8' 9-8" 032 .02a 136' 12'-10" 13'-0• 12'x• 12' 6' 11'-10" 10'-6' 11'-0' 10'-r 10'-0' 10'-2° 9'-9' 25 6'-r 6'-r 6'-r 6'-r V 7' V 7" 13'-r .018 .032 10'-4' 10'4" ;56! 10'-4• 10'x' T-3• r-0' T-0' S-9• 10" 6-7 12'-3' -1 I'-6" 8'-3" Ir 3' 9-3' 93• 8'3' 8'-3' 30 .024 10'-4• 040 10'-4• 10'4" 10'4• 10�• 11'-1' 8'-3• 11'-1' 15-0' 144" 14'-2' 13' 8 13'-0' 9-1' 9-1' 9-1' 9-1• 9'-1• g-1" 101-V 032 o2a 9-r 8'-9• 6'-1 r e' -s e'er• e' -r 9-10' 9'-0' 9 6• 9-1' 9'-Y 8'-10' TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF UVE/SNOW LOAD. psf 20 25 30 40 50 1Z9C 1.4.020• - - 0.88 0.83 0.75 0.80 24WY2" x0.018• 0.85 0.80 0.65 0.65 - - 24-x2Y2-xO.024- 0.90 0.68 0.70 0.65 - 24 X2)4'k0.032' 1 0.90 0.88 - - - (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN IN TABLE 1 ABOVE NOTE:PANELFASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHEET . FOOTNOTE: "SAMPLE" FIGURE INDICATES -a ATTACHED FIGURE INDICATES FREESTANDING A111"" A11 r%V 111%-U---IA1 e H o I 110/120/130 MPH EXP. B & C 6'/ 8'x2JJ'FLAT PAN A9R (LS L .n• (ALL UNMARKED RADII 46R) s3' T= (SEE TABLE BELOV 45' TYP. - 92' 192• .75• 92' 51W- or/8.00 ALUM. ALLOY 3004-H36 OR EQUAL 12"x 31/2"W PANEL 8• x 2 Y:• FLAT PAN LUSL PANEL'rl (IN-) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B I ExP.0 EXP.B EXP.0 EXP.B EXP.0 LUSL 13'-9" 13'-9' 13'-9• 13'-9' 13'-9" 13'-9• 11D MPH SPAN .DZD (1) 1 130 MPH SPAN EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 12'�12'-6"1 Zai• 1 Z -O 1 1 1 11'-2• 10'-7 10'-r 9 -1 r 14' 7' 153• 15-3• 153• 153' 163• 153• .024 9'-0' 9'-r 9'-0• .020 I'Z-r 12'-0' 1Z-0" 13'-Y 1Z -r /Z 8• 11'-10 12'-0" 11'-1" 10 13'-r 1r -r 1r -r 1T -r 1T -r 1T -T- 1T -r S'-10' 5-10' 032 02a 12' 11'-0 10'-9' 15-6" 14'-9' 14'-9' 14'-0' 14'-1' 13'3' 13'4" 19'-r 19-r 19'-r IT r 19'-r 19'-r 1 B-0" 18'-0' 18'-0• 1 B'-0• 18'-0° 16'-Y 153' 16-9 15'-0" 15'-1' 18'-0• 14'3' .040 IT 7' IT 7' ITT' 1T T' 1T -r 1T -r 19'4• 1 T -r 1'6 8' 16-9• 1 S-9' 16' o' 1 S-0' 020 (1) 11'3• 11'-3' 11'-31 11'-3' 11'-3• IVY 13'4" 040 1T 6• 16-10' 1T-0• 154' 12'-6• 12'-0' 1 r s• 1 Z - 12' 6• 12'-6" 10•-Y 9.6' 10'-2• T-11" .024 .oz0 17-1' 10'-10• 12'-1• 104" 17-1- 10-3" 1r-1• 9-9' 12'-1• 9-10' 15-4• 9-5' 1 r -r to' -s• 1 o' -s" 10'3" 1o'�I" x'-10- 20 13-3' 14'-0• 14'-0- 14'-8• 14'-8' 14'-8' 14'4r 20 .032 10'-1' 91 8' 9'-9• 9'3' 9'-5' 8'-11• 20 .024 13'3" 12'-9" 1Z-9° 12'4" 12'4' 11'-r 15-3' 16'3• 16'-7 16'3' 16'-3' 16'3• is, .D4D 1S-0• 15-0' 15'-6' 15'-0• 032 15-1' 14'-r 14'-r 13'3" 14'-1' 13'-r .0200) 11'-1• 11'_1• 11•_1• 11•_1• 11'_1• 11'_1• 14'-6' 9'-10" 9'3' 9'S 8'-11' 9-0' 16'-8• 1 Z 0' 1 r 0' 12'-0• 17-0' 1 Z-0' 12'-0• .02a 136' 12'-10" 13'-0• 12'x• 12' 6' 11'-10" 040 11'-0' 10'-r 10'-0' 10'-2° 10'-3" 9'-9' 25 13'-Y 13'-2' 13'-r 13'-2' 13'-r 13'-r .032 10'-4' 10'4" 10'-4• 10'-4• 10'x' 020 8-11' 13'-1' 1 Z -r 1 Z-8• 1 r -Y 12'-3' -1 I'-6" 020 14'-r 14'-r 14'-r 14'-2• 14'-2• 14'-2• 10'-4• 040 10'-4• 10'4" 10'4• 10�• 11'-1' 11-1• 11'-1' 15-0' 144" 14'-2' 13'-r 13' 8 13'-0' oz4 020 (1) 10'-6' 10'-0' 10'-0• 101-6' 101-V 101-61 o2a 9-r 8'-9• 6'-1 r e' -s e'er• e' -r 11'4' 11'4• 11'4' 3' 11'-3'11'-3• 11'4' 12'-1' 1Z-1• .024 17-1• 12'-1' 17-1• 032 11'-10" 10 6' 10-1' 19-r 9-r 9-9' 9-r 3D 14'-1• 12'-W 12'-0• 12'-6' 1Z'-0• 1Z-0' 12•-6- 12'3• 12'3• 032 12'3• 12'3• 13'-1' 13'-1' 13'-1' 13'-1" 1T 6• 17-1' 11' V_r r -D-1 13'3" 13'4• 13'4' -3 1Z4• 13'4" 13'4- 040 154" D4014'-2' 16-1• 14' B' 14'-9' 14'-1• 9'-3• 7 9'.3• 13'$13'-0' 9'-3' 9'3' 13'3" 12'-0'020(1) 7-9• 9'-9' 91• 9-1' 41TA-17-4- 1'9-1• 9-1' 3• r-10• r -1D' r-6•10 3' 10 3' 3• 10'3' 10'3" e• -s 024 8'-r T -s• r-10• r -s• s-1 r s' -r 9-5' 9-1• 9-r 8-10" 9-10• 8-r 40 9'-9• 11'4' 11'4" 11'4• 11'4' 11'4" 11'4• 10'4' 10'4' .032 10'4• 30 .024 9'-6• 9-1' 9-r 1 r3• 1 r -r 1 r� 1 a -r 10'4• to'3• oao tr-r 17-2• 12'-r 12•,2• 1r -r 12' 2' 10'-9• 10'-9• 10'-9• tri- 174• 1r4• 1r -r 1z' -r t r-6• 11'4' 020(1) 5-2' 9-2' o3z r -r r -r r -r s -1r s -1r c-9• .tea 9-r 9-2' 9'-r 9'-21 9-r 9-r 11'-1' 10'-8• 10'-9" 1014• D' 1D'-0" r 8' r B' r-6' 50 .032 10'-r to' -7• 1D' -r 10'-r 1D' -r 10'-r 11'-r 11'-r 11'-r 11'-r .040 12'3' 17-3' 9-s 9-11• 17-3• 11'3' 11 3' 11'3' 11'-3' 1 Z-2• 12-r 040 1 r -s• 1 r-3• 1 a' -s• 14.6• 14'-r 14 -1 1a' -r 1v-10' 10' -to• tD'-r 10'$' 104" e H o I 110/120/130 MPH EXP. B & C 6'/ 8'x2JJ'FLAT PAN A9R (LS L .n• (ALL UNMARKED RADII 46R) s3' T= (SEE TABLE BELOV 45' TYP. - 92' 192• .75• 92' 51W- or/8.00 ALUM. ALLOY 3004-H36 OR EQUAL Ic lr N Q O r N(aLo LUmcc Ij Z, ?U� U) � Q W> O QZ Lo co C) O O N � ci CA �9Q�FFSSIt S5885 TF OF 11/14/16 DURALUM IAPM0 0195 ANJ APPROVAL REVISIONS MARK DIE CWTON 4 STEL JOB 9 16-1071 DATE 1IM4116 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF SD SHEETS 8• x 2 Y:• FLAT PAN 8" x 2 V FLAT PAN LUSL PANEL"r (IN.) 110 MPH SPAN 1 120 MPH SPAN 130 MPH SPAN LUSL PANEL"r (IN.) 11D MPH SPAN 120 MPH SPAN 1 130 MPH SPAN EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 12'�12'-6"1 Zai• 12'-0' 12'-6' 1 Z-6' 14'-r 14' 7' 14'-r 14'-r 14'-r 14'-r .020 10-0° 9'-0' 9'-r 9'-0• .020 I'Z-r 12'-0' 1Z-0" 1V-4' 11'6' 10'-9' 13'-r�137V-13-r 13'-r 13'-r 13'-r 5'-10" 5-10' 5-10' S'-10' 5-10' S-10•10 02a 12' 11'-0 10'-9' 10'-10' 10'-1" 10 a 14'-Y 13'4" 13'4" 12'-0' 12'-9' 1T-1' 032 15-r 1 S -r 15-r 15-r 15'-r 15-r 14'-1' 13'-1" 13'-4' 12'4' 1Z-6* 12'-V o32 1 B-0" 18'-0' 18'-0• 1 B'-0• 18'-0° 16'-Y 153' 16-9 15'-0" 15'-1' 18'-0• 14'3' IT 7' IT 7' ITT' 1T T' 1T -r 1T -r 19'4• 194' 19'4' 19' 4' 19'-4' 19'4• 15-7- 14'-10- 14'-10 14'-1' 14'-2' 13'4" 040 1T 6• 16-10' 1T-0• 154' .020 10'-r 10'-r B-9' 10'-Y 9-9' 10'-r 8'4- 10•-Y 9.6' 10'-2• T-11" .oz0 17-1' 10'-10• 12'-1• 104" 17-1- 10-3" 1r-1• 9-9' 12'-1• 9-10' 15-4• 9-5' 11'4' 11'4' 11'4' 11'4' 11'4' 11' 4' 13-3' 13'-3' 13'3' 13'-3' 13'-3• 13'3' 20 .024 10'-1' 91 8' 9'-9• 9'3' 9'-5' 8'-11• 20 .024 12'-Y 11'3' 11'-8" 11'-r 113• 10'-r 13'-0" 13•-0' 13'-0' 13'-0' 13'0• 13'-0• is, 15'-0• 1S-0• 15-0' 15'-6' 15'-0• 032 11'-10" 11'x' 11' 6' 11'-0" 11' 0 101-6 .032 14'-r 13'-9• 13'-r 13'-0" 13'-1• 1Z3' 14'-6' 14'-6' 14'-r 14'-6' 14'-6' 14'-6- 16'-8• 16'48' 16'-0' 16'-8' 16'-r 16'4' 136' 12'-10" 13'-0• 12'x• 12' 6' 11'-10" 040 15 6' 15-r 15-2" 14'-10 14'-10• 14'-3• 9-9" 9'-9• 9-9' 9'-9" 9'-9• 9'-9' 1 D'-4• 10'-4' 10'4" 10'-4• 10'-4• 10'x' 020 8-11' 9 8' 8'-8' 8'3' 8' T-10' 020 10'-8• 10'-1' 19-3 9'-8• 9-9• 9'4' 10'-4• 10'-0• 10'-4• 10'4" 10'4• 10�• 11'-1' 11-1• 11'-1' 1' 11.1• 11.1• 25 oz4 25 o2a 10'-10 11'-0• 11'4' 11'4• 11'4' 11'-4• 11'4' 11'4' 12'-1' 1Z-1• 17-1' 17-1• 12'-1' 17-1• 032 11'-10" 11'3' 11'-3" 10'-9' 10'-10• 14'-1• 13'-r 13'x' 13'-1' 13'-r 1Z4' 12'3• 12'3• 1Z3• 12'3• 12'3• 13'-1' 13'-1' 13'-1' 13'-1" 13'-1' 13'-1' r -D-1 13'3" 17-9' 12'-9' -3 1Z4• MIVA" 040 154" 15-1" 16-1• 14' B' 14'-9' 14'-1• 9'-3• 7 9'.3• 93• 9'-3' 9'3' 7-9• 9'-9' 9'-9• 9'-9• 9'-9• 9'-9' .020 .020 e• -s B' -r 8'-r T -s• r-10• r -s• s-1 r s' -r 9'-r 9'-r s'�• 9-9• 9'-9' 9'-9• 9'-9' 9'-9• 9'-9' 10'4' 10'4• 10'4' 10'4' 10'4• 10'4• 30 .024 9'-6• 9-1' 9-r 9-1 D" 8'-11' 94' 30 .024 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• 1114• 11'4' 11'4• 11'4• o3z 032 11'-1' 10'-8• 10'-9" 1014• 10'4' 1D'-0" 13'-Y 12'-8• 13'-0" 12'-6" 12'-r 11'-10' 040 11'-r 11'-r 11'-r 11'-r 11'-r 11'-r .040 12'3' 17-3' 12'3' 1Z-3' 17-3• 1Z3' 12'-r 1 Z-2• 12-r 1 r3' 1 r -s• 1 r-3• 1 a' -s• 14.6• 14'-r 14 -1 1a' -r 13'-r 8'4' 8'4' 94' 94' 8'4' 94' 9-0• 9'-0- 9-0' OZO 020 T 6' T 6' r-0' T3• T -r 6'-11" 8-10• 8'-1 D• 8-r 9'-V 9'-0' 9'-0• 9-0• 9'4• 9-0• M12' 91-V 9'-6' 9'-0' 91-6• 91-V .024 .024 40 9.8' Ir r 8'-3' 81-0' 9-1" T-10" 4D 9-1 D" 9-10" 9-r 9'-8' 9'3• 9-9' 9'-9' 9-9" 9'-9' B'-9' 9'-9' -l' 12'-9" 1Y-9' 12'4• 12'-r 12'-1' .032 �2 10'-Y 9-10' 9-i D• 77- 9'-r 93• 103• 10'-1• 10-1' 9'-10" 9'-1D' 9-0• 10'-r 10'-7' lo, r 10'-r 1 o' -r 1D' - r 11'-r 11'-r 11'-2' 11'-2" 11'-Y 11' 2' oao D40 11' 6' 11' 2' 11'-r 10'4" 1D'-10• 10'-6• 13'-9' 13'4' 13'-r 13'4r 13'-1' 12'-r 020 r -s r-5" T-5• T -s T-5' r-5' 020 B'3' 8'-3' 8'3' 93' 8'3' 8'3' 6' S' 6 5- 6'-S 6 3' 63' T-1' 7' 8' T -r rte• r s- T 6' T -r B'3• 8'3• 93• B•3• B'3' 8'3- 9-9• 5-9• 8'-9• 8 9' 8'-9' B'-9' 024 024 s0 T4' r3' r-0' 6-1r 8-9" 8•-r 8-r 8-s 84• 8-r 032 9-1• 9'-1• 9'-1• 9-1• 9'-1' 9'-1' 9'-8• 9'-8• 93• 9 B' 9-0" 9'-8' 94• 93• 104• 103• 10 .D4D 9'-9' 9-9• 9-9' 9-9' 9'-9' 9-9' D40 104' �014'110'4• 1�'l9-1 D• 9 9' 9-9' 9-s 9-r 9-r 11'-10' Ic lr N Q O r N(aLo LUmcc Ij Z, ?U� U) � Q W> O QZ Lo co C) O O N � ci CA �9Q�FFSSIt S5885 TF OF 11/14/16 DURALUM IAPM0 0195 ANJ APPROVAL REVISIONS MARK DIE CWTON 4 STEL JOB 9 16-1071 DATE 1IM4116 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF SD SHEETS A o TABLE 1 6 I e O o O e ,. E e F o ,. G e H e MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FREESTANDING -SOLID COVERS Z' c> Co Z rnc W co O oWu- � w>— az� cp 0 0 N m Q�FESS Ipyq! co o S 5885 TF OF CA0 11/14/16 DURALUM IAPM0 0195 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING • s i I i r REVISIONS enwc DUEDEXIMMM I i 4 Sia JOB i 16.1071 i - DATE 1L14716 I DRAWN BY AT j OHmmD GM _ PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -4 4 OF 50 SHEETS TABLE 1 6 e TABLE 2 7 TABLE 3 o i B (2) 2"W/2" AND WALL HANGERS, 3x8 AND EXTRUDED AND 3x8 WITH 6 %2" ROLL FORMED BEAMS STEEL HEADERS STEEL INSERT HEADERS } z >- NUMBER OF N❑.14 TEK OR SMS SCREWS UMBER ❑F N❑.14 TEK ❑R SMS SCREWS PER NUMBER OF N❑.14 TEK OR SMS SCREWS �o PER FOOT OF BEAM LENGTH FOOT OF WALL HANGER AND BEAM LENGTH PER FOOT OF BEAM LENGTH �O �O 110 MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH EXP. B EXP. C EXP, B EXP. B EXP. EXP, C ~ EXP. BI EXP. C EXP. B EXP. C EXP, B'EXP. C ~ EXP."B EXP.C EXP. B EXP. C EXP, B EXP. C 5' 1 1 2 1 2 1 2 1 2 2 2 5' 1 1 1 1 1 1 1 2 1 2 1 2 5' 1 1 1 1 1 1 1 1 1 1 1 1 6' 2 1 2 2 2 2 2 2 3 6' 1 1 1 2 1 2 1 2 1 2 2 2 6' 1 1 1 1 1 1 1 1 1 1 1 1 7' 1 2 -1--2' 1 2 2 3 2 3 2 3 7' 1 2 1 2 1 2 2 .. 2 2 2 2 2 7' 1 1 1 1 1 1 1 1 1 1 1 2 8 12 2 2 2 2 2 3 2 2 8' 1 1 2 2 2 2 3- 3 8 1 1 1 1 1 1 3 3 2 2 2 2 1. 1 1 2 1 2 91 2 2 2 3 2 2 3 2 2 g� 1 2 2 2 2 2 g� 1 1 1 1 1 1 3 3 4 2 2 2 3 3 3 1 1 1 2 2 2 10' 2 2 2 3 2 3 2 3 -2 3 3 4 10' 1 2 2 21,2-- 22 3 2 3. '� 2 3 10' 1 1 1 2. 1 2. 1 2 -1-2 1 2 11'2 3 2 3 .2 3 2 4 2 3 11' 2 2 2 2 2 >3 11' 1 1 1 1 1 2 4 4 2 3 3 3 3. 3 1 2 2 2 2 2 12' 2 3 2 3J,3--- 33 4 3 4 3 5 12' 2 2 2 3 2 3 2 3 2 2 .. 3' 4 12' 1 2 1 2 1 2 1 2 1 2 2 2 13' 2 3, 2 4; 2 4 3 4 3 4 3 5 13' 2 2 2 .3 2 3 3 3 3 3 ',.3 4 13' 1 2 kj__ 2 1 2 1 2 1 2 2 2 Z' c> Co Z rnc W co O oWu- � w>— az� cp 0 0 N m Q�FESS Ipyq! co o S 5885 TF OF CA0 11/14/16 DURALUM IAPM0 0195 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING • s i I i r REVISIONS enwc DUEDEXIMMM I i 4 Sia JOB i 16.1071 i - DATE 1L14716 I DRAWN BY AT j OHmmD GM _ PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -4 4 OF 50 SHEETS 6 e 7 o i B Z' c> Co Z rnc W co O oWu- � w>— az� cp 0 0 N m Q�FESS Ipyq! co o S 5885 TF OF CA0 11/14/16 DURALUM IAPM0 0195 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING • s i I i r REVISIONS enwc DUEDEXIMMM I i 4 Sia JOB i 16.1071 i - DATE 1L14716 I DRAWN BY AT j OHmmD GM _ PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -4 4 OF 50 SHEETS e 0 c o D o E o p e G o H RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C 1 0 2 ° 3 e 4 e 5 e 6 0.042" z Z z TVP. 3"x 8" RAFTER Z Wu .024' 6.5" X 61/2" RAFTER 042" 042" Z W I•�z.o'—I DBL. 2" x 61/2" RAFTER * 3"x8" RAFTER LUSL * DBL. 2"4.5" RAFTERS ALUM. ALLOY 3004-H36 OR N z 2" i a cZwi 110 MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH ^ �^ 110 MPH 120 MPH 130 MPH (IN 0 LUSL N ) a LUSL CIN•) �o EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 B EXP.0 EXP. EXP.0 EXP. B EXP.0 EXP. B EXP.0 0 EXP. B 16" 29'-8" 29'-6" 29'-8" 28'-9" 29'-3" 26'-3" 16'-0" 15'-10" 16'-0" 15'-0" 15'-9" 13'-8" " 22'-6" - 22'-4" 22'-6" 21'-1" 22'-2" 19'-2" 10 26'-3" 26'-3" 26'-3° 26'-3" 26'-3" 25'-7" 16" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 13'-9" 16 19'-10" 19'-10" 19'-10" 19'-10" 19'-10" 19'-4" .042 024 024 24'-2" 24'-1" 21'-6" 13'-1" 13'-0" 13'-1" 12'-3" 12'-10" 11'-2" 18'x" 18'-3" 18'-4" 1T-3" 18'-2" 15'-8" 24" 21'6" 21'-6" 21'-6" 21'-0" 24" 11'-7" 11'-7" 11'-1 11'-7" 11'-7" 11'-3" [24- 16'-3" 16'-3" 16'-3" 16'-3" 16'-3" 15'-10" 16" A24'-0" 423'-0- 23'-0" 22'-9" 20'-3" 20'-2" 20'-3"19'-8" 20'-1" 18'-2" 28'-T 28'-6" 28'-7" 2T-9" 28'-3" 25'-7"21'-10" 21'-10" 21'-10" 21'-10" 16" 18'-0" 18'-0" 16'-0" 18'-0" 18'-0"1T-T'i� 16" ,25�3 „ 25'-3" _..-25-3" _ ,25'-3"10 25'-3" 24'-8"20 .042 .032 1.0 , 03224"�234- 24" 16'-9" 18'-9"• 18'-9" 18'-9" 16'-7" 16'-6" 16'-7" 16'-1" 16'x" 14'-10" � ' 23'=3"— 23'=4_•' 22'-8" 23'-1" 20'-10" 1 T-10" 1 T-10" 1 T-10" 1 T-10" 1 T-10" 1 T-10" 24" 14'-8" 14'-8" 14'-8" 14'-8" 14'-8" 14'-4" ti, 20'-8" 20'-8"' 20'=8" 20'-8" _ 20'-8" 20'-2" 16" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" " 24'-6" 24'-4" 24'-6" : 23'-9" 24'-3" 23'-2" 34'-7" 34'-4" 34'-7" 33'-7" 34'-2" 32'-8" 25 21'-6" 21'-0" 21'-6" 21'-2" 21'-3" 20'-8" 16 21'-9" 21'-9" 21'-9" 21'-9" 21'-9" 21'-2" 16" 30'-8" 30'-8" 30'-8" 30'-8" .042 042 042 24" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0" 28'-2" 28'-1" 28'-2" 2T-4" 2T-10" 26'-8" 1 T-7- 1 T-4" 1 T-6" 16'-10" 24" 1 T-9" 1 T-9" 1'P-9" 17'-g" 1 T-9" 1 T-3" 24" 25'-1" 25'-1" 25'-1 " 25'-1" 25'-l" 24'-4" 16" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 12'-4" 12'-4" 12'-4" 12'-4" 12'-4" 12'-4" 1T-4" 1T_4" 1T-4" 1T-4". 1T-4" 1T-3" 30 19'-1" 19'-1" 19'-1" 19'-1" 19'-1" 19'-1" 16" 11'-9" 11'-9" 11'-9" 11'-9" 11'-9" 11'-9" 16"16'-T' 16'-T' 16-7" 16-7- 16'-7" 16'-7" .042 024 024 24" 13'-9" 13'-9" • 13'-9" 13'-9" 13'-9" 13'-9" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 15'-i 15'-7" 15'-7" 15'-7" 15'-T' 15'-7" 24" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 24" 13'-7" 13'-7" 13'-7" ' 13'-T' 13'-T' 13'-7" 1fi" 15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-8" 15'-8" 15'-8" 15'-8" . 15'-8" 15'-8" 22'-1" 22'-1" 22'-1" 22'-1" 22'-1" 22'-0" 40 16'-8" 16'-8" 16'-8" 16'-8" 16'-8" 16'-8" 16" 16" 21'-1" 21'-1" . 21'-1" 21'-1" 21'-1" 21'-1" .042 20 .032 20 .032 24" 12'-1" 12'-1" 12'-1" 12'-1" '12'-l" 12'-1" 12'-10" 12'-10" 12'-10'' 12'-10" 12'-10" 12'-9" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 18'-0" 13'-8" 13'-8" 13'-8" 13'-8" 13'-8" 13'-8" 24" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 24" 1 T-3" 17"-3" 1 T-3" 1T-3" 1 T-3" 1 T-3" 16" 13'-4" 13'-4" . 13'4" 13'-4" 13'-4" 13'-4" 19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10" 26'-8" 26'-8" 26'-8" 26'-8" 26'-8" 26'-7" 50 15'-0" 15'-0 15-0 15'-0' 15'-0" 16" 18'-1" 18'-1" 18'-1" 18'-1" 16 " 25'-6" 25'-6" 25'-6" 25'-6" 25' 6" 25'-6" .042 042 042 r24 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" " 151-6" 15'-6" 15'-0" 15'-6" 15'-0" 15'-6" 1'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-9- 4 14'-9" 14'-9" 14'-9" 14'-9" 14'-9" 14'-9" 24" 20'-10" 20'-10" 20'-10" 20'-10" 20'-10" 20'-10" 10'-7" 10'-7" 10'-T' 10'-T' 10'-T' 15'-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10" * NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT 16" 11'-7" 11'-7" 11'-7" 11'-6" 11'-2" 16" 16'-3" 16'-3" 32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED .024 .024 8'-1" B.A. 8'-1" 8'-1" 8'-1" V14 13'-4" 13'-4" 13'•4" 13'-2" 13'-3" 12'-9" 24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED. 24" g'-0" 9'-2" 24" 9'-3" 9'-3" 9'-3" 9'-3" 9'-3" 9'-3" -4- 14'-4" 14'-4" 14'-4" • 14'-4" 14'-4" 20'-2" 20'-2" 20'-2" 20'-2" 20'-2" 20'-2" 16" 16" 25 14'-9" 14'-9" 14'-6" 14'-7" 14'-2" 20'-9" 20'-9" 20'-9" 20'-6" 20'-T' 19'-10 .032 25 .032 24" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 16'-7" 16'-7" 16'-7" 12'-1" 12'-1" 12'-1" 11'-10" 12'-0" 11'-7" 24" 16'-8" 16'-9" 16'-3" 1 T-4" 1 T-4" 1 T-4" 1 T-4" 1r-4" 1 T-4" 24'-0" 24'-6" 24'-6" 16" 'lT-9" 16" 412?01-0"20'-0" k20'-O" 042 1T-9" 1T-9" 1T-7" 1T-8" 1T-1" -1 • 25'-1" 25'-1" 25'-1" 042 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 20'-0" 20'-0" 20'-0" 24" 24" 14'-7" 14'-T' 14'-T' 14'-4" 14'-6" 14'-0" -6 20'-6" 20'-6" 20'-6" 0.042" TVP. 8.0" 0.024! 6.5' .024' 6.5" 0.032"--+--.032" 042" 042" �3.0'--�-I I•�z.o'—I �2.0'��2.o'--I * 3"x8" RAFTER * 2"x6.5" RAFTER ALUM. ALLOY 30D4 -H36 * DBL. 2"4.5" RAFTERS ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 30044{36 OR EQUAL OR EQUAL EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING N CD r N co CD Z W M m Uai XX� 'O�a W LL. — QZLLo 0� ocU)r�o CV cl 4l �9Q�pFESS Iq�C o S5885. rF of CAo 11/14/16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS WM DATE ON 4 STEL JOB t 161071 DATE 1 VW 16 DRAWN BY AT CHECKED GM MINIMUM FASTENERS SH -5 5 OF 50 SHEETS A o B o C o p e E e F - e G o H e I e J - " Y HEADER BEAM TYPES 1.52° GUTTER z _ r EXT. CUP - ,� • 0.375 61° 1.79. 1 SPLICE ' I T=12 GA. INSERT T=0.125' SPLICE WHERE I ' ASTM A653 SS - WHERE ALUM. WHERE ' OCCURS---� I GRADE 50 G60 3.0° OCCURS �TS e SPLICE n OCCURS \1 03Z° 4 ' 6.5' 2.5T WHERE I' I 4 I 4.6" ALUM. - 0.1 6.656• 7.0• OCCURS ' 0.110• 0.73°_ I II 4.0° 0.075' I II 3.0° _ 0�07P0° 0.065' j . ' I - ' TYR L 2.08° TYP, II II 2.04° I 11 P. I _ 1�-3A° I I I L I 3" SQ.x0.032" ALUM. BEAM 0.375 _ W/ 12 GA. STL. "U" CHANNEL 3'D` 3.0° 00' E ASTM A653 SS GRADE 50 G60 11.75` ° 6.5" ROLLFORM GUTTER FASCIA' MAG BEAM. 4" I -BEAM 4.5" MAG GUTTER T I -BEAM ALUM. ALLOY B ALUM: ALLOY C -ALUM. ALLOY D ALUM. ALLOY 25' F 'ALUM. ALLOY 6063-T6 3004-H36 6063-T6 6063-T6 6063-T6 W/ 1 "C" INSERT ALUM. ALLOY 6063-T6 T-12 OR W/ 2 "C" INSERTS 14 GA. 7.875° ASTM • H ALUM. ALLOY 6063-T6 ` A653 SS o • ° - GRADE 50 .042°/ • 6.5' G60 NOTE: 0.032° ` - WHERE'C' INSERTOCCURS AS SHOWN IN .- . TYP. 8.0° 8.0° SPAN TABLES, IT SHALL BE INSTALLED THE OTYP..042' 0.042' P0,625 FULL LENGTH OF THE 7" 1 -BEAM. -,TYP.r° 42.0'--I 3.0° - 1�2.0'� ry NOTE: - . � ., 2.875° EACH HEADER BEAM TOP AND . s BOTTOM FLANGES SHALL BE CUT AT MAX ,' _ 3"x8"x0.042" BEAM • - EACH INTERIOR COLUMN WHERE 3 ° DBL. 2"x6.5"x0.042" OR MORE COLUMS OCCUR DO NOT I ALUM. ALLOY 3004-H36 r I I 4.0• I W/ 14 GA. STL. INSERT CUT FLANGES AT END COLUMNS. wx • - W - OR EQUAL '--I - •'3.0•----+---3.0°--i M ASTM A653 GRADE 50 G60 DBL. 2"x6.5 W/ 3"x8"x0.042".BEAM DBL. 3"x8"x0:042': BEAM 3"x8"x0.042" BEAM s ��. ALUM. ALLOY 3004-H36 K ALUM. ALLOY 3004-H36 - �' ALUM. ALLOY 3004-H36 12 GA. STL. ------OR-EQUAL. TOR EQUAL OR EQUAL &�ASA653 GRADE 50 G60 - K V NOTE: WHERE 12 AND 14 GA. STEEL INSERTS J OCCUR AS SHOWN IN THE SPAN TABLES, e 1+ a r - S - r ;THEY SHALL BE INSTALLED THE FULL LENGTH ' • OF THE 3"xB° BEAM. ` • T=12 OR { ', M • • j - _ -COLUMN /, POST•TYPE& " A653 SS l __ 6 GGso�E 5D 8.0' - - /�=3"SQ.xt=0.188" .042° _ TYP.0024' H =3"SQ.xt=0.250" '° =3"SQ.xt=0.313" Q 4"SQ.xt=0.188° F-- 4.0.3 --I ►-�-I,.00•�--. 6.5FKI 3.0°3'0° �K=4"SQ.xt0.250„ .040' ALU DBL..3"x8"x0:042"'BF 4M o4e•, sr L .W -DBL; 14'GA STL' `INSERT 3.0. 3.0' ALUM. ALLOY 3004-H36 ° 28° f - �• 3.0' OR EQUAL ALUM. a! 0.075° 3.0 OR TYP. 4.0' Lj •DBL. 3"x8"x0.042" BEAM � - 1►-z.o'--�•�-3.o z.o --•I f W DBL. 12 GA. STL. INSERT--3.0`------3'0°� t P ALUM. ALLOY 3004-H36 3 SQ. ALUM POST 3" SQ. ALUM. POST " ' 6 OR EQUAL' - B' C 3 SQ. ALUM. POST_ �- ' ALUM. ALLOY 3004-H36 ALUM. ALLOY 3oo4-H36 WITH SIDEPLATES , MAG POST • 3.0' OR 4.0' NOTE IN THE AND 14 LE STEEL INSERTS OCCUR LE E 3" $Q, STEEL POST ALUM. ALLOY 3004-H36 r ALUM. ALLOY SQ. STEEL POST HEIGHT LIMITED TO D E SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED 10'-O" MAXIMUM. THE FULL LENGTH OF THE 3"xB" BEAM. C F ASTM A653 GRADE 50 CP60 OR EQUAL „ 6063-T6� ASTM A500 GRADE B N uj m V ~ O Z � U c w W Ll- > - - QZu') ` CO c> O s N .� c • Q�F6SS 1C�C W S5885 rF OF CALF 11/14/16 DURALUM . IAPMO 0195 *U APPROVAL REVISIONS a,E 4 STEL JOB t 161877 DATE 11/14116 DRAWN BY AT. CHECKED GM HEADER BEAM TYPES, COLUMN / POST TYPES • a SH =7 7 OF W SHEETS A o B o C o D o E o F __ o G o H o I e .. a• . COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS I 2 TABLE 1 TABLE 2 ATTACHED ONLY ATTACHED AND T BRACKETG3-SO. POST 1 W/ (a}#14 SMS EA SIDE OF POST t I ( FOOTING & ANCHOR BOLTS FREESTANDING I STEEL POST ONLY: USE POST TYPE OR 1/2" M.B. THROUGH POST ALUM_'rBRACKET USE wTPH t ALTERNATE FTG. i F, G, H, I, J OR K " POST POST MM POST TYPE B,C,D, OR E SINGLE POSTS I FOOTING SIZE EMBED. CUBE slzE Sd 1B DEEP CUBE FTG. 18' 1B• SQ. 12' 1 STEEL.T BRACKET OR T SO. BOLTS 1/2 DEPTH OF I I i 1r --2r CUBED-(,)'— '-•�(A 3/s'o--� °:—1 nem BASE PLATE USE WITH FOOTING OR 2D' 21' $Q. 12' ) POST TYPE B,C,D,E,F,G,H J OR K �- r---� - I I (2}3/8"0 STRONG -BOLT 2 SS SEE TABLE 1 1 22' 25" SQ. 16' 12" MIN. EMBD. I I EA. BRACKET TO SLAB. 23.8 za• CUBED (1) (2)-vr0 3 va• 24' 28" SQ. 2D" y 9 1/2" MINIMUM DISTANCE TO I —I f I i LU ,7 30' CUBED (2) (4}12.0 - 31/4' 26" 32" SQ. Zr' EDGE OF SLAB. 33' : I I ?' �' m MINIMUM DISTANCE FROM (� - ' I U_ LL 31•-34•CUBED(2) (4)- 0 S; 4' 26' 3S SQ. 25' ' SLAB CRACK TO COLUMN. 7 (1/° MIN. EMBEDMENT) LU Z W Q 30' 39' SQ. 28' ' 3S-3YCUBED (2) (4)574'0 'i ( 4314• 32' 43'SQ. 30' c DE 117H G (1}1/2'0M.6. •�: •:•• F y - 34 4T SQ. 3T ' SLAB SHALL BE IN a -POURED CONCRETE FOOTING SEE x9" LONG, 1' FROM END •,:; •'..� d W 40 -a2 CUBED 2 () (4}•314.0 4 3/a• 36• 51' SQ. 34' GOOD CONDITION � � � TABLES , D Z 1z OF POST NOTE BOLTS SHALL BE SIMPSON STRONG•BOLT 2 SS 38' 55" SQ. 3r k FOR SIZ 1/2' MIN. SEE FOOTING Q I (ICC -ES ESR- 3037) (' POURED_x SQUARE, SEE FTG. 40• 39' IN BEAM SPAN TABLE 4 .1) MAY USE EITHER STEEL T BRACKET OR ' 60' SQ. CONCRETE SCHEDULE IN BEAM t 5 ° 6 I - OEXISTING SLAB POSTS TO CONC. FOOTING 7 ATTACHED COVERS ONLY $' ATTACHED COVERS ONLY ALTERNATE FREESTANDINGBASE PLATE. •. 2) REQUIRES USE OF ALTERNATE FREESTANDING ( BASEPLATE 42• 64' SQ. 41• FOOTING OSQ SPAN TABLES INTO FOOTING ED. �" ESQ' CUBE FOOTINGW312'SLAB ALUM. ALLOY - 3.00" OR 6063-T6 2.40" 1.375" 0- 0 X75" 7 O� 1.60" 1.5 .090" TYP. INSTALL %"x 1X2" x YB" HDG WASHER PLATE AT ANCHORS FOR 130 MPH 'NOTE. CONCRETE SLAB ANCHORS SHALL BE 3A" DIAMETER SIMPSON STRONG -BOLT 2 SS 6 (ICC -ES ESR -3037) ALUM 'T' BRACKET n 7/16"0 HO FOR 3/8" B ASTM A500 GRADE B INSTALL 1X2" x 1Y2" x Ye" HDG WASHER PLATE AT ANCHORS 157"• TYP. USE FOR TOR 4" STEEL POSTS (12- 5/16"0 NOTE CONCRETE ANCHORS ARE SHOWN IN TABLE 1. STEEL 'T' BRACKET OD 2 FLANGES 21/8" 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 TYP. EA SIDE (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 3" OR 4" SQ. INSERT x 0.168" ASTM A500 GRADE B STEEL 9" SQ. X 5/8" THK1 1 I'l . THK BASE PLATE (ASTM A500 GRADE B STEE4ye 6)z' 1 Y4" WELDED STEEL BASE PLATE 1 Q ALTERNATE FREESTANDING BASE PLATE ANCHOR 1 Z N L C=) Iz c'4 co LU m cccn co o� 1 w > 'LL Q z Il� • M 0 C=) C/)o N �pFESS 1 S5885 TF OF CAIS 11/14/16 DURALUM IAPMO 0195 AHJAPPROVAL REMONS Om GATE DESCPP 10N 4 STB. JOB 8 161071 DATE 11/14/16 DRAWN BY AT CHECKED GM COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH - 10' 10 OF 50 SHEETS ME �- – l"m n tl o O e D o E e F o G o H o I e LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS BEAM SPLICE TO OCCUR DIRECTLY OVER 518"0 PLASTIC POST. NOT PERMITTED PLUG WHERE @ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE PER SIDE I 5• #14 SMS MAY BE USE AS E3.55r' 1/4"0 BOLTSALTERNATE TO 3.5" NOTE 1. MINIMUM NUMBER OF REQUIRED TYPE 0 COLUMNS AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES. 7 .5" 8 BEAM 1❑ OR ❑2 SEE NOTES BELOW j I 6 1/2" SIDEPLATE EA #14 SMS EA SIDE SIDE SEE POST SCHED. • I TOP, MID HEIGHT AND BOTTOM. 3"SQ. POST BETWEEN SIDE-PLATES POST SCHEDULE 3" SQ. x'.032" + (2)-2:' x 61/2" is 0.032" 3" SQ. x.032" + (2)-2"x 61/2" x 0.042" W/ (6)-#14-S.M.S. EACH SIDE.. Efl W/ (8)-#14 S.M.S. EACH SIDE. ....USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING. BEAM TO POST CONNECTION 21 ... -:r _ ROL INSULATEL WALL HANGER C4 ALTERNATE FOR'SOLID-ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED ROOF PLAN _ FASTENERS, #14 SMS It 32' O C ET q 4 MM PER EAGH JOINT ROLL -FORMED H14 SMS E 32' D.C. MAX. OR (4 MIK PER PANEL INTERLDC)O OLL-FORMED PANEL ALUMINUM SIGNS TRP :Y TOP 6 BOTT. 0.024' SEE SHEET 4 OROLL -FORMED PANEL INSULATED ROOF PANEL' ROOF HANGER 2 INTERLOCKING SEAM INTERLOCKING JOINT.. P J ` CK Z C-4 N cD N O W m c? Q rn t Fn i �wLL W > — . QZ(on O� M cl) N c rn co Q�FESS 1 pygl S5885 TF OF CAOF�� 11/14/16 DURALUM IAPMO 0195 M APPROVAL REVISIONS MARK DATE DE 4 STEL JOB L 16.1071 DATE 11/74116 DRAWN BY AT CHECKED GM LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH -11 11 OF 50 SHEETS 2"X6.5"X0.032" SIDE PLATES 110 MPH 120 MPH 130 MPH EXP. B EXP. EXP. B EXP. EXP. B EXP. 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. 2"X6.5"X0.04.2" SIDE PLATES 110 MPH 120 MPH 130 MPH EXP. B EXP. C EXP. BI EXP. C EXP. BI EXP. 5' 2 2 2 2 2 3 6' 2 .2 2 3 .3 3 T 2 3 3 3 3 4 8' 2 .3 .3 4 3 4 9' 3 3 3 4 4 5 10' 3 4 4' 4_ 4 5 11' 3 4 4 1 5 5` 6 12' 3 4 4 5 5 5 13' 4 5 4 6 5 7 NOTE 1. MINIMUM NUMBER OF REQUIRED TYPE 0 COLUMNS AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES. 7 .5" 8 BEAM 1❑ OR ❑2 SEE NOTES BELOW j I 6 1/2" SIDEPLATE EA #14 SMS EA SIDE SIDE SEE POST SCHED. • I TOP, MID HEIGHT AND BOTTOM. 3"SQ. POST BETWEEN SIDE-PLATES POST SCHEDULE 3" SQ. x'.032" + (2)-2:' x 61/2" is 0.032" 3" SQ. x.032" + (2)-2"x 61/2" x 0.042" W/ (6)-#14-S.M.S. EACH SIDE.. Efl W/ (8)-#14 S.M.S. EACH SIDE. ....USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING. BEAM TO POST CONNECTION 21 ... -:r _ ROL INSULATEL WALL HANGER C4 ALTERNATE FOR'SOLID-ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED ROOF PLAN _ FASTENERS, #14 SMS It 32' O C ET q 4 MM PER EAGH JOINT ROLL -FORMED H14 SMS E 32' D.C. MAX. OR (4 MIK PER PANEL INTERLDC)O OLL-FORMED PANEL ALUMINUM SIGNS TRP :Y TOP 6 BOTT. 0.024' SEE SHEET 4 OROLL -FORMED PANEL INSULATED ROOF PANEL' ROOF HANGER 2 INTERLOCKING SEAM INTERLOCKING JOINT.. P J ` CK Z C-4 N cD N O W m c? Q rn t Fn i �wLL W > — . QZ(on O� M cl) N c rn co Q�FESS 1 pygl S5885 TF OF CAOF�� 11/14/16 DURALUM IAPMO 0195 M APPROVAL REVISIONS MARK DATE DE 4 STEL JOB L 16.1071 DATE 11/74116 DRAWN BY AT CHECKED GM LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH -11 11 OF 50 SHEETS A o B e C e D e E o F L-• o G o H o I o J BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13 1 SIMPLE SPLICE • FULL MOMENT . 1 I I ° do S.M.S. (B TOT. II #12 S.M.S. II TYP. THICKNESS =.035 6.36' (24 TOT TYP. THICKNESS =.035' Li n u d + + + ++ ++ ++ ++ "' 2 ALUM. ALLOY 3004-H36 d OR 6063-T5 FOR EXTRUDEDALUM. ALLOY 3004-H36 W 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 I -BEAM ALUM ALLOY, NOTE IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. (6D61-T6)ALTERNATE 3"� STL C -BEAM TOTAL= (6}1/Z'0 BOLTS SQ. POST 3 �.00 SPUCE VMM;e4" 2.00° OCCURS . TYP 0 — (2)#10 S.M.S.@ EA VALLEY, TYP. J; NOTCH I -BEAM FLANGE ASNEEDED TO CLEAR SQ. POST,CONNECT WEB TO POST W/ (2) - 5B' 0 THRU-BOLTS @ 4' I -BEAM, AND (3) - 5/e' 0 THRU BOLTS @ T I -BEAMS ° H - BRACKET TO POST ( 4 ALUM.66 T6- 3" x 8" x .042"= BEAM, 3" SQ. STEEL OR 4" I-BEAM3'4)° MAG BEAM' $ MOMENTCSPUCE r > NOTE IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPUCE (ONE SIDE OF WEB) MAY BE USED. - 4' r I'L_9 0 0 0 SPLICE WH OCCUI ALUM. ALLOY 6 6D63 -T6 7" 1 -BEAM 1 %2' SQ. OR 2" LATTICE TUBE ALUM. ALLOY 3105-H25 7 1.50" .28"—d — 1.5011 211 2" B MOMENT C-SPUCE Pi 2"x3" LATTICE TUBE 2, ALUM. ALLOY 3105-H25 z8" 3" 2x. 0 8" (6)-#14 SDS @ EA. SIDE TOP & BOTT. TOT.=24 X 3" ALUM. -OR TEEL POST LATTICE TUBE TO #8 x�2 "SMS, 21 Z 1 112" SQ., 2' SQ., OR 25x3" LATTICE @ 3" Q.C. MIN. TO 6"O.C. MAX. (1Z)-S14x12'S.KS.EACH SIDE OF3' SO. POST (B•TOTALI ALTERNATE 1/4'0 BSOLT W/ WASHER EA SIDE OF 3' SO. POST F 1.1D- .7 11 O, I' 5V L-- 2.35 3' SO. POST 4414 x 1? S.M.S. EACH SIDE OF 3' SO. POST B•TOTAu ALTER NA • 1/4'0 BOLT W/ WASHER EA. SIDE OF 3' S2 POST GUTTER FASCIA . 3. 3' SOLPOSTMAG BEAM 7SQ. STL BEAM RAFTER "TAIL" TO GUTTER NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf ROOF UNE AND SNOW LOADS "L" FASTENERS 1'-0" 4 - #14 SDS 2'-0" 6 - #14 SDS 3'-0" 12 -#14 SDS FASTENER SPACING =314" FASTENER TO FASCIA - SEE TABLE — FASTENER TO RAFTER TAILS - SEE TABLE OPTIONAL LATTICE TUBES #14 x 12" S.M.S. TOP & BOTT. (2) -TOT. o rn ROOF PANEL 0 00 FASTENER — - )00 o o GROUP ROLLFORMED OR o 0 EXTRUDED GUTTER 07 -0 --:I ALUM. BRACKET X 914 S.M.S.@12"O.C. FASCIA 6 1/7k2"xO24 2' 1" "L' SEE TABLE RAFTER "U" BRACKET - RAFTER TO BEAM 3.125" FOR 3 x RAFTER 2.125" FOR 2 x RAFTER 1 1/2" t = .040" @ 6063-T6 (6) - #14x Y4" TE K SCREWS BRACKET TO RAFTER (6) - #14x Y4 TEK SCR BRACKET TO E Z o rn li N cfl Lu M M 07 -0 --:I I Lu u— LLI al QZ U.) O m C� CN �\ cn �FEss►�,y o S 5885 OF CALW 11/14/16 6 DURALUM IAPMO 0195 REVISIONS 4 $TEL JOB # 16 tDT1 DATE 11M4A6 DRAWN BY AT CHECKED GM BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SH - 12 12 OF 50 SHEETS - t 0 ! EXISTING WALL DD ;u00 _gy v r r- r–Z 1 ;u 0 Zookcu -4 W U A Q 0 �. v;uQ v 0 cn A m m. z ( c0 OD V Of F (O w � ( (p Oo V O) (n Ncn W C Z z v z 0 A v m .. v m Z Z m m. z m m A P m y 0 DD v r–Z 1 ;u 0 Zookcu -4 W U A v 0 �. v 0 cn A m ( c0 OD V Of (b. w � ( (p Oo V O) (n -' W C Z , --i O m W ;u (O M V O m m ' N W O W� 00 > N 0 ^L m rn CA ''; rr_ m 0. w F ( mv'A zs `" �z ° Z G)PU 0 0 cn z ^' y 949.305.1150 FAX 949.305.1420 � e Zc Pu _ O to 00 V O N T - O -06 Z p° X S7— N D Fa N r r Z _ D cnw Z Z m y 0 O v 1 ;u 0 Zookcu -4 W U A v 0 �. v 0 cn A m ( c0 OD V Of (b. w ( (p Oo V O) (n -' 99 m C Z i --i O m W ;u (O M V O m m ' N W O W� 00 > N 0 ^L m rn CA ''; rr_ m 0. w F 2D mv'A zs `" �z ° Z G)PU 0 0 cn z ^' y 949.305.1150 FAX 949.305.1420 � e Zc Pu O to 00 V O N - O m ? n N D r r Z _ D cnw Z Z -' N ...� � c0 00 V w, _ cl) r. J J J A Z..� ri. V J M, :t7 (O co c„ 'u N O O O v _u N O t0 v Z -o Z v ,Z Z Z. u 'U m N -+ O Z Z Z N O o L Z Z ZZ .0 T m y 0 0 v ;u 0 Zookcu 0 ° 0 Na m D c P ff 99 m C Z i --i m W ;u z �1, 26030 ACERO, SUITE 200 m m N W O W� 00 > N 0 ^L m rn CA ''; rr_ m 0. w F 2D mv'A zs `" �z ° Z G)PU 0 0 cn z ^' y 949.305.1150 FAX 949.305.1420 � e Zc r r m r O� • z y1 - O m ? n D r r Z A Z cnw Z G) ='----I �T j cl) r. ri. V J M, :t7 m y 0 v ;u 0 Zookcu Na D c 40-1 ff 99 m S Z W m Z z �1, 26030 ACERO, SUITE 200 m m N W O 00 > N 0 ^L m rn CA ''; rr_ m 0. w F 2D mv'A zs `" �z ° Z G)PU 0 0 cn z ^' z 949.305.1150 FAX 949.305.1420 = z v' Zc r ;uZ O� • z y1 nm = r n v- mFn. ? n D cn Z A Z cnw ='----I j e 0 v ;u 0 Zookcu Na D c ff 99 m W - o � - 00 26030 ACERO, SUITE 200 m m `n rn CA ''; MISSION VIEJO, CA 92691 w F ti 949.305.1150 FAX 949.305.1420 = z v' 1 e 2 3 e 4 A o B o C e D o E o F G e N I N co L[") W m M `r 0 U) O rn i iwLL LU > - QZ LlLo r CD 0 N � I Q�FESS l4'V9( , S5 .5 TF OF 11/14/16 DURALUM IAPM0 0195 REVISIONS 4 STEL JOB R 16.1071 DATE 1914116 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L,110-130 MPH SH - 34 34 OF 50 SHEETS BEAM TYPES ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C 3" S .x0.032" ALUM. BEA %E� W/ 12 GA. STL. "U" CHANNEL �8L 2"x6.5"x[), 3 OR T=12 GA ASTM A653 SS GRADE 50 G6 3.0' 1032'6.5 042 8.0' 0.042" _ �- � COL SPACING ON SLAB (2),(3) p 00 Ir ATTACHED FREESTANDING ATTACHED FREESTANDING } � ¢ 58- m MAX POST FTG. SPACING (IN.) (SPAN) (1) MIN. POST TYPE MAX.POST FTG. SPACING (IN.) (SPAN) (1) MIN. MAX.POST MAX.POST POST SPACING SPACING FOR DBL FOR 3'Sc6' TYPE rxS.Sx0.03r BEAM FTG. (IN.) (1) MAX.POST MAX.POST MIN. FTG. POST SPACING SPACING (IN.) FOR DBL FOR 3'x8' TYPE M.5Sc0.03 BEAM (1) MIN. POST TYPE 13'-7" 5' 16'-9" 16'-9" 15 17 B 14'-7" 14'-T' 29 31 15'-4" 15'� B 15 17 14'-1 " 14'-6" 15'-4" 15'-1" 28 30 G 5, .032'• ALUM, I O � 3" SQ.x0:632" ALUM. BEAM W/ 12 GA STL. "U' CHANNEL Ue.•;.G A653G60 1�20'�4.0"20 MAX. - I 2"x6.5"x0.032""14'-2" a ALUM. ALLOY 3004 Fi36 OR EQUAL %LL 2"x6.5 x0.042" `' ALUM- EQUAL LOY 36 I I9 F ---3.0'-----I 3"x8"x0.042" BEAM K ALUM.OREQUAL H36 a- 11'-4" g� 15'-3" 15'-3" 16 18 B 13'-3" 13'-3" 28 3014'=1" F'13"'-T� 14'-1" B 1.5 17 13'-7" 13'-3' 14'-1" 13'9" 28 29 G , 6DBL -9 T 16 '" i8 B 12'-4" 2813'-1" 12'-4" 30 12-T 13'-1 B 15 12'-7" 13'-1" 28, 17 12'-3' 12'-9" 29 G 7 8,�" 8, 13'-3" 16 13'-3" 19 B 11'-7" 29 11'-T 29 G 11'-9" ' 12'-3" 11'=9" 12'=3" B 16 11'-9" 12'-3" 28 18 11'-6" 1 '-0^ 28 G $, T-7" g' 12'-7" 171 12'-7" 19 C 11'-0" 29 11'-0" 29 11'-2" 11'-7" G 11'-2' 11'=7 B 16 11'-2" 11'-T 29 18 10'-10!--_1 1'-3" 28 G 9' - 25" 6'-10" 10' 12'-0" 17 12'-0" 19 �+ 10'-4" 30 10'-4" 30 10'-7" 11'-0" G 10'=T 11'=0 B T6 10'-7" 11'-0" 29 19 10'-3 10'-8" 29 G 10' 1V-4" 11'-4" 17 20 C9'-10" .91-10" 30 30 Fi 10'-1" 10'=1 10'-6" 10'-6 B 17 19 10'-1" 9'-10 10'-6" 29 29 T=120 5'-8" 12' 0'-10" 0'-10" 18 20 C 9'-6" 9'-6" 30 30 H 9'-8" 9'-8" 9'-8" 9'-8" C 17 19 9'-8" 9'-6" 9'-8" g'-2^ 29 29 G 12 to GA. 7.875' ASTM A653 SS GRADE T MAX COL SPACING ON SLAB (2).(3) < Sp m f ATTACHED FREESTANDING ATTACHED FREESTANDING } F= rjp m ¢ 0'042" NP: 5D GW 625" MAX -POST FTG. SPACING (IN.) (SPAN) (1) ( MIN. POST TYPE MAX.POST FTG. MIN. MAX.POST MAX POST SPACING (IN.) POST SPACING SPACING TYPE FOR DBL FOR 3W (SPAN) (1) rXS.54.03r BEAM FTG. ON) (1) MAX.POST MAX.POST MIN. FTG POST SPACING SPACING (IN.) TYPE FOR DBL FOR 3'x8' 1 2�.SSA.03 BEAM ( ) MIN. POST TYPE 13'-7'` 5' 16'-9" 16'-4" 16 18 B 14'-7" 14'-7" 31 33 H J 14'-1 14'-8" 15'-4" 15'-2 B 15 18 14'-1 14'-1" 15'x" 14'-7" 30 31 G 5' i ( --3.0'---+--MAX ---�--- 3.0"-- I 2.875' 3"x8"x0.042" BEAM W/ 14 GA. STL. INSERT M ASTM A653 GRADE 50 G60 `O �- 11 " 6 15'-3" 15'-0" 16 19 B 13'-3" 13'-3" 30 32 H I 13'-7" 13'-4" 14'-1" 13'-10' B 16 18 13'-7" 2'-10" 14'-1" 13'-4" 29 31 G , 6 9'-9" 7' 14'2" 4 �13'-10" 1 � g B 12'-4 2 �^ 231 G I 12'-7" 2 13'-12 -10 g 169 12'-7" 2 -0 13'-112 -4" 230 G 7' ��DBL 3"x8'x0.042" BEAM ALUM OR QUAL ALLOY H36 3"x8"x0.042" BEAM �1 W/ 12 GA. STL. INSERT N ASTM A653 GRADE 50 G60 NOTE WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS "'� J LL" 8-6 " 8 13'-3" 13'-0" 17 20 B 11'-7" 11'-T' 29 31 G H 11'-9" 11'-8" 12'-3" 12'-1" B 17 19 11'-9" 11'-2" 12'-3" 11'-7" 28 30 G 81 T_7" 9' 12'-7" 18 12'-3" 20 `� 11'-0" 29 G. 11'-2" 11'-7" 11'-0" 3D H 11'-0 1 V-4" 17 11'-2" 11'-7" 29 20 10'-T 11'-0" 29 G 91 6'-10" 10, 12'-0" 11'-8" 18 21 C 1 D'�" 10'-4" 30 30 G H 10'-% 10'-6 11'-0" 10'-9 B 17 20 10'-7" 10'-1' 11'-0" 10'.4" 29 29 G , 10 'SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3x8 BEAM. a - O FOOTNOTE -SAMPLE- ' 6'-2" 11, 11' 1'-2" 121 C 9'-1 9'-10" 30 10'-110-0 101-010'-3" B 120 101-1" _7e 10'-s9-0" 229 G 11' FIGURE INDICATES EXPOSURE B 7P-T=120REXPOSURE r 5'-8" 12' 01-110'-8" 121 (; 9-6" 9'-6" 331 �'•I 9-8"9'-T' 9-8"9'-4" C 121 9'-8- 91-8" 9-8"8'-9" 230 G 12' FIGURE INDICATES C14 WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & FOOTNOTES TO ALL SPAN TABLES: I 1. FOOTING SHOWN REPRESENTS LENGTH OF EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB. WHERE SLAB OCCURS, CUBED FOOTING SIZE MAY BE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY. 7- THE MAXIMUM COLUMN SPACING ON EXISTING SLAB SHALL BE THE SMALLER OF THE MAXIMUM SPACING SHOWN IN THIS COLUMN OR THE MAXIMUM POST SPACING SHOWN FOR THE SELECTED BEAM. 3. THE SLAB SHALL BEA MINIMUM 10'-0" WIDE BY THE MAXIMUM COLUMN SPACING MEASURED AT THE COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR 25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE 91/4" MINIMUM SEE ALTERNATE FOOTING TABLES C. GA. _� SS GRADE 8.0" 5000 042" � I 3 0.3 0 ~}• MAX DBL 3"X8 k0.042" BEAM O W/ DBL 14 GA. STL INSERT ASTM A653 GRADE 50 G60 DBL 3x8"X0.042" BEAM �„�W/DBL 12 GA STL INSERT r ASTM A653 GRADE 50 G60 NOTE WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS Q," � O !" ' J (n O SPACING SPACING ON SLAB (2).(3i Q = I- S p m F ATTACHED FREESTANDING I ATTACHED FREESTANDING rj p m � MAX.POST FTG. SPACING ON.) (SPAN) (1) MIN, POST TYPE MAX.POST FTG. MIN. MAX.POST MAX.POST SPACING (IN.) POST SPACING SPACING (SPAN) (1) TYPE ZW.SWFOR 06LZ FOR BEAM� FTG. (IN.) (1) MAX.POST MAX.POST MIN. FTG. POST SPACING SPACING R 3W(IN.) TYPE 2�.�mB03 FBEAM (1) MIN. POST TYPE 13 -7 " 5 16'-9" 17 15'-0" 19 B 14'-7" 32 1 14'-1 " . 15'-4" 14'-7" 34 J 14'-4" 14'-10 B 16 14'-1 " 15'-2" 31 19 13'-8" 14'-2" 33 G H , 5 11'x" 6' 15'-3" 18 13'-9" 20 B 13'-3" 31 1 13'-7" 14'-1" 13'-3" 34 J 13'-1 13'-7' B 17 13'-7" 13'-1 31 19 12'-6 13'-0" 32 G 6' 91_9" T 14'-2" 18 12'-9" 20 B 12'-4" 31 H 12'-7" 13'-1" 12'x" 33 J 12'-2 12'-7" B 17 12'-7" 2'-1 30 20 11'-7 12'-1" 31 G 7' $��„ 8' 13'-3" 18 1'-10' 20 B 11'-7" 30 H 11'-9" 12'-3" 11'-7" 32 fr"J 11'x" 11'-9" B 18 11'-9" 12'-1 ^ 29 20 10'-10" 11'-3" 31 G , $ T-7" 9' 12'-7" 19 11'-3" 21 B 11'-0" 30 H 11'-2" 11'-7" 11'-0" 32 I 10'-9' 11'-2" B 18 11'-2" 11'-4" 29 21 10'-3' 10,_8^ 30 G 9, 6'-10" 10' 12'-0" 19 ' 10'-8" 21 C B 10'-4" 30 H 10'-7" 11'-0" 10'x" 32 G 10 -2 10'-7 B 18 10'-7" 10'-9" 29 21 9'-9" 9'-10" 30 (j 10' V-2" Ill, 11' 10''2" 19 22 `' 9'-10" 9'-10" 30 32 JH 10'-1" 9'-9" 10'-6" 9'-10 B 19 10'-1" 10'-3" 29 , SHT. 9 FOR ATTACHED COVERS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"W BEAM r9'-8" 5'$" 12' 0'-19°_9" 2 (; 9'6" 9 -6 333 9'-4" 9'-8" 9'-1" C 19 22 9'-8" 9'-0" 9'-4" 8'-3" 29 31 G , 12 N I N co L[") W m M `r 0 U) O rn i iwLL LU > - QZ LlLo r CD 0 N � I Q�FESS l4'V9( , S5 .5 TF OF 11/14/16 DURALUM IAPM0 0195 REVISIONS 4 STEL JOB R 16.1071 DATE 1914116 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L,110-130 MPH SH - 34 34 OF 50 SHEETS 7 A O 6 O o B o C o D o E o F e G o H o I o J ATTACHED &FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD -110, 120,130 MPH - EXP. 6 C I . DBL. 2"x6.5"x0.042" � DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM W/ 14 GA. STL. INSERT 3"x8"x0.042" BEAM GA. STL. INSERT DBL 1N/ DBL. 3"x8"x0.042" BEAM 14 GA. STL. INSERT M &E_L2 O 0 r ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING Y = SPACING � o 5 p MAx POST FTG. MIN, MAX.POST FTG. 'MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST* FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN, MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAx.POST FTG. MIN. a 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 r (2) (3) (SPAN) (1) TYPE (SPAN) (1) 'TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (i) TYPE w. z 13 -T' 5 18'-0" 15 g 18'-0" 29 G 21'-8" 16 B 21'-8" 31 G 20'-9" 16 B 0' 9" 31 G 22'-8" 17 B 22'-8" 31 G 29'-2" 18 �' 29'-2" 33 H , 5 O 18'-0 18 1T-6" 31 21'-8" 19 21'-2" 33 H 20'-9" 18 20'-2" 33 H 22'-8" 19 22'-1" 33 H 29'-2" 21 28'-6" 36 I r 11,-4" 6, 16'-416 168 B 16'16-0 230 G 19'-9 119 C 19'-9" 332 19'-0 119 19 332 20'-8" 120 20'- 332 261 121 26' 335 H 9'-9" -3" (j 9'-0" B G 0'-8" C 29'-2" G 26'-8" E --26'0" I ' 6' I g,_g" T 15'-215,-2 169 g 15 230 G 18'-a"8 12p C 18'-4"T-10' 331 G 1 r- i 119 C 1 T-7 331 G 19'- � 120 C 19'- � 9-2" 332 24' 122 E 24'- 24,-1" 334 H O 14'-10" . -4" r -r' T_1" 9�-2" G 24'-8" 7' 8,-8" 8, 14'-314'-3 119 B 14'-13,-10 229 G 1 T- 120 C 1 T 331 16'-6" 120 16'-6-1 331 18'-0 121 18'-0 331 23'- 222 23 31-4 81 J 1 T-2' 16'-9' G '-0" C " G 8'-0' C 8'-0 (j 23'-2' E 22'-,T H 7'-7D g. 13'-613 119 C 13'-6; 330 G 161 3" 18 E 16 331 G 151_6 5'-6" 120 (; 15'-6 s 331 G 1 r 121 E 17'-0 T-0" 331 G 1 223 E 11-1 334 H g' LL -s 3,-1' 1--15'-9" -2" T-0" 21 =10' 1 -3" 3 . � 6'-10" 10' • , 2'-912 120 C 12'-912 330 G 151-4"5-4" 121 E 151-4"5 332 14'-94 121 14'-9'4-4" 332 16'-116,-1 121 16'-1; 332 0, Z 0 - _g -6 -1" (j -9" E G „ E G ; 20'-9" 23 , E. 20'-2" 34 H 10' " • 6'-212'-2' 12'-2" 18 C 12'-2" .3310 G 14'-8" 19 E 14'-8" 32 G. 14'-1" 19 E 14'-1" 32 15'-4" 19 15'-4" 32 � 19'-9" 21 19'-9" 35 , O . 20 11'-10" : 14'-8" 21 14'x" 32 14'-1" 21 32 G 15'-4" 22 E 15'-4" 32 G 19'-9" 24 E.. 19'-3" 12' 11-811'-8' 120 (; 11-811,x, 331 G 14'-114,-1" 122 E 14'-113,-9" 332 13'-6 121 13'-6" 332 14'-9 .1.22 14'-9 .333 19'-0"9'-0" 224 19'-0 335 O . G 3'-6" E 3,_2" G 4 -9" E 4 -9" H E 8 -6" � 12' } ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING � 4 =MAX -COL SPACING 5 G MAx•POST FTG. MIN. MAX -POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX FTG. MIN. MAX.POST FTG. MIN, MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. ON SLAB T? SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST -POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING ON) POST m � (y)• (3) � (SPAN) (�) TYPE (SPAN) (�) TYPE (SPAN) (7) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE 13'-7- 5 18'-0" 16 B 18'-0" 31 G 21'-8" 17 B 21'-8" 33 H 20'-9" 17 B 0'-9" 32 G 22'-8" 18 B 'EP 22'-8" 33 H 29'-2" 19 29'-2" 35 I , O 1 T-8" 19 1 T-0' 31 H 21'-4" 20 20'-7" 34 20'-4" . --20 19'-8" 34 H 22'-4" 20 -721,-6- 35 I 28'-9" 22 �' 2T-8" 37 K 5 D N r 11'x" 6' 16'x" 16'-4" 30 G 19'-9" 18 C 19'-9" 32 G 19'-0" 8 B 19'-0" 32 G 20'-8" 18 C 20'-8" 32 G 26'-8" 20 E 35 I , 16'-2" 15'- 30 19'-7" 21 18'-9" 34 H 18'-8" -11820 20 C 18'-0" 33 H 20'x" 21 19'-8" 34 H 26'-3" 23 25'-3" 36 K 6 � g,_g" 7, 15'- � t17 15'-14'-4"330G18'-48,-1121C18'-4"T-4"333GH1T-3"121C'-16'-8"33G19';8,-10'121C19'-18,-2"333GH24'-4"223E24'23-0"336H7, 5'-0" 8'-&"8'14'3" 14'-319 G �' 1T-2"31 16'-6"16'-6" 3018'-0"1918'-031 G 23'-2"21 23'-2"33H, 8 s 13'-6" 29 1 r-0 22 16'-3' 32 G 16'-2" 21 15'-7" 32 G 1 T-8' 22 C 33 H 22'-9' 24 E 22'-0' 35 I J T-7" C 13'-6" 30 G 16'-3" 19 E 16'-3" 31 15'-6" 19 115'-6" 31 19 1 T-0" 32 21'-1 21 1'-1 34 H g � 13'-3" 21 12'-9' -:::30 16'-0" 22 15'-4" 32 G 15'-3" 22 �' 14'-8" 32 G 16'-8" 22 E 16'-1" 32 G 21'-6" 24 E 0'-8" 34 I C/) 6'-10" 10, 12'-92'-7" 121 C 12'-912,-1' 330 (j 15'-4"5-2" 122 E 15'-44-r 331 14'-94°1� 14'-94-0" 331 16'-15,-10' 223 16'-115,-3„ 332 0 225 20' 9 ,99 334 ; G E G E G 20'-4" E H 10' 6' 2" 11' 12'-2nM 31 G 14'-8" 20 E 32 G 19 E 14'-1" 32 15'-4" 20 E 15'-4" 32 G 19'-9" 22 E 19'-9" 35 , 11 O 1 E2" 30 14'-6" 23 14'-0" 32 13'-10' 23 13'-4" 31 G 15'-2" 23 14'-T' 32 H 19'-6" 25 18'-9" 34 ( r 5,�" 12, 11'-8" 331 G E 14'-113'-4" 332 G 13--6- -20 13'-6 332 14'-9" 223 14'-9 332 19'-o" 226 19'-0 3� H 3'-3" E G ,-0., E 4,-0„ �-'� ,�„ E 1 12' ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING MAX.COL SPACING no MAXPOST 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. FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. ON SLAB �� SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING ( IN.) POST (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m � C C (2), (3) f. (SPAN) (�) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) 1 () TYPE (SPAN) (�) -TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE p22'-4". (1) TYPE (SPAN) (7) TYPE (SPAN) (1) TYPE � 13'-7" 5' 18'-0" 17 17-8" 33 G 21'-8" 19 21'-4" 34 H 20'-9" 18 20'-4" 32 H 22'-8" 19 B 35 I 29'-2" 20 C 28'-9" 37, 1T -3'20B16' -6'34H0' -1021B20' -0"36K 20' -0"21B19' -1"1'-10'21C 36K2g_223E6-1039K5rx"6,16'-45'-10'12pB16'-215'-1333GH19-99122C19'-8-3"335H119-08-3"121BC18-87'-6"333H120'-0"122 346 H 224 26'-3 338 C20'-4" -1" 126'- 25,-9" E 4,-7" K 61 � 9,_g" 18'-11T-8"335H124123-1025E24��'-9"337K7, 6-2 11 C " 31 14'-8" 21 14'-6" D14'-3" 8-613'-9' 19 B31 1 T-2" 2032 G 16'-6"2016'-2"30 O 11'-9' G1820 17'-8"33 G 23'-2"22 13'-7" 32 22'9"351, 13'-7" 24 E 13'-0" 31 G 14'-10" ]7'.15'-214-8121B15'-0'4-0"333GH18'-4"r-8"222C18'-116''334H1T1T-0"122C1T-16'-2333GH19'-18-0"223C E 21C 33 13'-132G23�'15'-10'34H5'-10"22�'15'-2"32H 19'-1" 27 E 18'-2" 35 11 r 5,�" 12, 11'-811-3' 223 C 11'-610,-9' 1Tom'23C'16'-7'34H22'-325E21'-3'37K87'-7"13'-8"1913'3"30 G 14'-113,-7" 224 E 13'-113'-0" 332 H 13'-6 224 E 13'-12-0" 332 H 14-9 4-2 225 E 14'-6 332 I„� 19'-0"8,-3" 227 18'-8 16'-3"2116'-0"32 G 15'-6"2015'-3"31 G 1T -LL 0"21 16'32 G123 3'-0" 1'-6" 34H13'-0'22C12x32G15'-8"23E33H G 3'-T' E T-6" � 12' 15' -CL 0" 23�'14'-3" 32 H16' -4"24E15'-7"34 H21' -1"26E 2036Kg6'-10" 12'-912-3' 2� C 12'-711-9 331 G 15'-44'-10' 224 E 15'-14,-2" 333 G 14-94-2" 223 14'-6" 31 16 224 15'-14=10' 333 0 226 0119'-1" 336 H H E (j 15'-T' E H 20'-0" E I 10' D 12'-2" 0 12'-0 ±2 LIZ' o W rn M O i owLL W > - QZ Lf) � cl N � CD Qp�FESS Igy9� VQ S588 � lF OF ppl�� 11/14/16 DURALUM IAPMO 0195 ; AHJAPPRDVAI REwsloNs wuac WE oEsoRPnw 4 STEL J06 i 167071 DATE iv14116 DRAWN BY AT CHECKED GM LATTICE COVERS ATTACHED & 6-2 11 C " 31 14'-8" 21 14'-6" O 11'-9' 23 13'-7" 32 G 13'-7" 24 E 13'-0" 31 G 14'-10" 24 E 14'-2" 33 H 19'-1" 27 E 18'-2" 35 11 r 5,�" 12, 11'-811-3' 223 C 11'-610,-9' 331 G 14'-113,-7" 224 E 13'-113'-0" 332 H 13'-6 224 E 13'-12-0" 332 H 14-9 4-2 225 E 14'-6 332 I„� 19'-0"8,-3" 227 18'-8 335 3'-0" G 3'-T' E T-6" � 12' C FREESTANDING BEAM SPANS, 10 PSF L.L,110-130 MPH , SH - 35 35 OF 60 SHEETS