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BPAT2015-0022t J` i, t 4; � VOICE (760) 777-7125 78-495 CALL TAMPICO 0 .. FAX (760)777-7011COMMUNITY LA QUINTA, CALIFORNIA 92253 DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 661L.DING PERMIT Dater 4/10/2015 Application Number: BPAT2015-0022 Owner: Property Address: 52510 AVENIDA RUBIO ROBERT RAMIRE2 w APN: 773283001 52510 AVENIDA RUBIO Y-�---- Application Description: RAMIREZ/353 SQUARE FOOT PATIO COVER IN BACKYARD LA QUINTA, CA 92253 tr a w Property Zoning: Application Valuation: $5,000.00 3 o Applicant: Contractor: ANILOM INC DBA GOLD STAR CUSTO ANILOM INC DBA GOLD STAR CUSTC 42-335 WASHINGTON STREET 42=335.WASHINGTON STREET SUITE F363 SUITET363 BALM DESERT, CA 92211 PALM DESERT, CA X2211 {{{ (760)641-7544 Llc. No.: 855623 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- C33 C51 License No.: 855623 'Date: / f S I 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. cityor 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 more7than 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 Na Lender's Add WORKER'S COMPENSATION DECLARATION I•hereby affirm under penaltyof 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 , ork for which this permit is issued. / I have.and will maintain workers' compensation insurance, as required by Section 3700of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier:_ Policy.Number: Icertifylthat 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 l should become subject to the workers' compensation provisions of Section 3700 pf Labor Code, 1 shall forthwith comply with tho e.provisions. �f APpl� Date 'S i✓ t: WARNING: FAILURE.TO SECURE•WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND.SHALL'SUBIECT 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 onAhis application. 1. Each person uponwhose' behalf this application is made, each person at whose request and for whose benefitwork 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 Cityof La Quinta, its officers, agents, and employees forany 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 inform�� is correct.. Lagree to comply with all city and county ordinances and sta/lawssting to uilding construction, and hereby.authorize representatives of this citupo a bove• mentioned pr perty for. inspection purposes. "? f— "' _ e .- Signature (Applicant oY Aged): :J IITTAL`�'sl `'A 1�.STtp'HA M APPLICANT ANILOM INC DBA%OLD STAR-CUStd .42m335"WASHINGT PALM'DESERT CA -02211__-_. STREET CONTRACTOR ANILOM INC PBA GOLD STAR CUSTO 42-335. WASHINGTON. PALM DESERT CA 92211 STREET. OWNER ROBERT RAMIREZ. 52510 AVENIDARUBIO LA QUINTA CA 92253 ..... . .... Printed: Friday, April 10, 2015 2:29:20 PM 1 of 2 CRSYSTEMS iml ii Oftl 'Mg I 1111i iii Ran um Description:. 114WREZ/453 SQUARE FOOT PATIO COVER IN BACKYARD Type: PATIO: COVER Subtype: Status: UNDER kiViiW Applied: 4/10/2015 SKH Approved: Parcel No: 773283001,- .-Site Address:'52510 AVENIDA RUBIO LA_QU I NTA,-CA.92253 S6bdivision: SANTA cAAMWTAVALE LA QUINTA Block: 15 Lot: 2 Issued: 'UNITI Lot Scl Ft: 0 BLj'ild.ipg 'Sq -,Ft; 0- • Zoning: Finaled: valuation.; $5,000.60'- Occu ancy 7 Construction Type:. y -pe: Expired: No. Buildings: 0 No. Stories: 0 :No; Unrtes.0 M,SPECI' i6WSJ.-66is�'. .:C'ALIFORNIA. Details: PATIO COVER - 353 SQUARE FOOT PATIO COVER ibURALd" FICAT NOT INCLUDE ELECTRICAL2013 BUILDING CODES.. 4 . .Y..4.:... ...... ..... IITTAL`�'sl `'A 1�.STtp'HA M APPLICANT ANILOM INC DBA%OLD STAR-CUStd .42m335"WASHINGT PALM'DESERT CA -02211__-_. STREET CONTRACTOR ANILOM INC PBA GOLD STAR CUSTO 42-335. WASHINGTON. PALM DESERT CA 92211 STREET. OWNER ROBERT RAMIREZ. 52510 AVENIDARUBIO LA QUINTA CA 92253 ..... . .... Printed: Friday, April 10, 2015 2:29:20 PM 1 of 2 CRSYSTEMS iml DESCRIPTION T ACCOUNT '" QTY AMOUNT PAID PAID.DATE .RECEIPT # CHECK # METHOD .: PAID BY CLTD; BY„ BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $0.00 BSA: PATIO COVER, STD, 101-0000-42404 0 $97.17 $0.00 OPEN PATIO COVER, STD, 101-0000-42600 0 $95.72 $0.00 OPEN PC Total Paid for PATIO COVER / COVERED PORCH / LATTICE $192.89 $0.00 SMI - RESIDENTIAL 101-0000-20308 0 $0.65 $0.00 Total Paid forSTRONG MOTION INSTRUMENTATION SMI: $0.65 $0.00 J TOTALS:• 0i SEQID, "INSPECTION TYPE, eT INSPECTOR a N ,+ SCHEDU_LED COMPLETED RESULT a aREINARKS NOTES T K DATE ` wDATE> ? 4 FINAL" BLD 7 PARENT PROJECTS .... ;'"',w,..,. _.-ETURNED STATUS_ `REVIEWTYPE -:REVIEWER „SENT DATE .DUE:DATE t.,"R,DATE- €S *_.�;. NOTES'" Printed: Friday, April 10,2015 2:29:20 PM 2 of 2 - SYSTEMS Bin # Cit _ ofLa Quin fi Building q Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760).777-7012 Building Permit Appilption and Tracking Sheet Permit # Project Address: �Z61 O �� (� ' Ownei's Name: -e -2— A. P. Number. A. Address: (0 ` i9rV14J,. C7 Legal Description: City, ST, Zip: VL Contractor. .( (,�G ` Tzi6Ve phone: Address: Sf �• fid• j.& Project Description City, ST, Zip: (M �'t . "U4' 6 Telephone: 7 b0 b-7 0 Lai State Lie. #: a City Lie. #: Arch., Engr., Designer: Address: City., ST, Zip: Telephone: ' State Lie. #: ; _ ,• Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Name of Contact Person: Sq. Ft -:SS -3 # Stories: # Units: Telephone *,of Contact Person: Estimated Value of Prcje APPLICANT: DO NOT WRITE BELOW THIS LINE ti Submittal Req'd Recd TRACMG PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Cales. Called Contact Person Plan Check Balance, Title 24 Cities. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 21" Review, ready for corrections/issue Electrical Subeontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- 7n° Review, ready for correctionsrissue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees oil, C Total Pe e4 CojgM iHW RlIBIO LAQUINTA, CA 'P 11'-02" 11'-0Z" 25'=5" I p Q I C a" I m 0 z 0 C) �..o�. Z. I -4 c 4, PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS INC. GENERAL NOTES: DESIGN REQUIREMENTS: ERSION TABLE: GOVERNING CODES1 _ _ - . �' ° L. WIND SPEED CONV �. i nc utswN ur n f nCHED_AND'FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH TF E 2(I121NTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIA CODES, ASC0 EI 7-taMHJIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 201 ° ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS INA CODAN E WRH 201211 AND.2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND ACI318 11 FOR 20, 25.AN[ psf. RESIDENTIAL AND COMMERCIAL CONSTRUCTION.___ DRAWING NOTES: 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, 2 ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. 3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. S. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER. 6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. 3 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL 8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. 9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON EXISTING OR NEW CONRETE SLABS. 10. 20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL CARPORTS. 11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. DESIGN CONSIDERATIONS: 11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT. 12. MINIMUM COVER PROJECTION IS 10'. 4 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG. 14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SEI 7. 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7. 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES,' IN ACCORDANCE WITH ASCE/SEI 7. ° 17. THE RATIO (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONE (1). 18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT BE LESS THAN ONE (1). 5 MATERIAL SPECIFICATIONS: 19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER TABLE 1806.2 AND SECTION 1806.3.4. 23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. 24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976 OR APPROVED EQUAL 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF). 28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2, EXCEPTION 2. WIND SPEED CONVERSION TABLE: THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND SPEED BY 0.6 EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SHALL BE BASED ON 85 MPH = 110 MPH. 0.6 WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL AUTHORITY HAVING JURISDICTION WHERt SNOW DRIFTING AND SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. IBC APPENDIX CHAPTER I. --` ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30,40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf) COMMERCIAL APPLICATIONS- CBC AND IBC CHAPTER 16. ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf) ADDITIONAL DESIGN REQUIREMENTS' 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. 2. BASIC WIND SPEEDS: 110, 120, 130 MPH, EXPOSURES B AND C. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11. 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. 5. SEISMIC DESIGN PARAMETERS: SITE CLASS: D SEISMIC DESIGN CATEGORY: D MAPPED SPECTRAL RESPONSE COEFFICIENTS: S6= 1.50, S. = 0.6, S_= 1.0, Sa= 0.50 RESPONSE MODIFICATION FACTOR, R:1.25 6. DESIGN ASSUMPTIONS: A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' B'LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' C. MINIMUM COVER SIZE ATTACHED,TO MAIN STRUCTURE OR FREESTANDING: 10'X 10' A NOTE TO THE LOCAL AUTHOR" HAVING JURISDICTION: EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: A. TITLE SHEET AND GENERAL NOTES. B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN TABLES. D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE SITE-SPECIFIC DESIGN LOADS. E. APPROPRIATE STRUCTURAL DET/'JLS. F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION. CBC / IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED 110 MPH 85 MPH 120 MPH 93 MPH 130 MPH 101 MPH SEE CONVERSION METHOD, THIS PAGE, FOR APPLICATION AND USE. SITE DESIGN PARAMETERS: SITE ADDRESS: WINDS ZED4 EXPOSURE: mac ROOF / SNOW LOAD: 1 C) #_ LL STRUCTURAL ENGINEERING FIRM SHEET INDEX :�"�"�ENG/NEED//VG SHEET # SHEET TITLE / DESCRIPTION STRUCTURAL ENGINEERING 109 EAST ESCALONES PHONE: (949) 388.9333 T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES SAN CLEMENTE- CA 92672 FAX: (949) 388-3773 SH -1 .............SOLID PANEL STRUCTURES STRUCTURAL ENGINEER SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN K. ROSEPINK, SE 5885 SH - 3-4 ........PANEL SPANS TRI -V, W -PANEL & FLAT PAN POINT OF CONTACT: BRADLEY STEVENS SH -5 ...........MINIMUM FASTENERS SH -6 ...........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS SH -7 ............HEADER BEAM TYPES, COLUMN / POST TYPES SH -8 ............EXISTING EAVE CONNECTION DETAILS SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS SH -10 .........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH -12 ..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SH -13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH -14 ..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF LL, 110-130 MPH SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 110-130 MPH SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH SH - 24-27 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH SH - 34-36 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF 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 Il■ Elm I■ Im c W.- 0 ° B e C D o E o _F o G o H o I e SOLID PANEL STRUCTURES ATTACHMENT ROOF PANEL SEE TABLES SEE DETAIL A, B & C, SHEET 4 FOR ROOF SHEET 8 PANEL ATTACHMENT TO SUPPORTING WALL HANGER & 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 SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS 3 1/2" SLAB ATTACHMENT) W MAY BEUSED WHERE PERMITTED. NOTE: NO SPLICE AT EX=Ml IOR POSTS SEE TABLES NOTE: EACH COMPONENT IS INTER - FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION ROOF PANEL SEE TABLES SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING BEAM. "O.H." NOT TO EXC OF RO( ALLOWAI SEE DETAIL 11, FOR MANDATOR' NO BEAM S EXTERIO POSTS, SI: 3 1/2" SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES FOOTINGS SEE TABLES OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER r • COMPONTENT UNLESS OTHERWISE SHOWN. 81 TYPE "C" FREESTANDING W/ CANTILEVER OPTION ATTACHMENT OVERHANG, SEE DETAIL A, B & C, OR WOOD, OR ROOF PANEL SEE TABLES Ely SHEET 4 FOR ROOF SHEET 8 AN0 S TH OF STRU CONCRETE PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT. HE pNOT Bl C_ t VqR/ SHEET 8 WALL E SIHA GRTING WALL ER & BEAM.RO✓FC �OIyS THq�I ES 'O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12-___-"* FOR p� MANDATORY SPLICE. SPAN/ BEAM - SEE TABLES NO BEAM SPLICE AT EXTERIOR POSTS. S SPgC/ EF TALES NG FOR POST SPACING i --POSTS, SIZE VARIES ON' NOt g SEESHT. 11 FOR MINIMUM 0 q 2s% NUMBER•OF REQUIRED COLUMNS 'uca OW AsCF SP 3 1/2" SLAB ATTACHMENT 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. 5rn^ "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12� FOR MANDATORY SPLICE. p SPgN� BEAM -SEE TABLES NO EXTERIOR POSTS. SEF T SE pyG FOR POST SPACING S �IIPOSTS, SIZE VARIES —4-0 NOTT OF B 3 1/2" SLAB E1 MAY BE USED q((OB,CESP�' TO CONSTRAIN FOOTING, SEE W TABLES FOOTINGS ✓ W� J SEE TABLES ' NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER 1 . , COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION Z ti M Z W ol cl co o U rn 2 ¢tjj w W WW c� M M U 0? co CQ M Cn �9�FEssIgV9 co o S5885 OF' tA0 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL i REVISIONS mkw DATE DESCJGPWN 4 STEL JOB a 15-ID71-1 f 9 DATE Y312D15 p DRAWN BY MAP i CHECKED DKR ggc a SOLID PANEL STRUCTURES i SH- 1 I OF 50 SHEETS 1 o 2 3 0 4 0 5 . o 8 B o C o D o o F o G o H o I o RAFTER, SEE TABLES MAX. O.H. A._ 25% OF RAFTER' MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 NO BEAM SPLICE AT '�G OG EXTERIORIPOSTS MAX. O.H. O.H M 25% OF RAFTER ALLOWABLE 9 06 za w LENGTH OF STRUCTURE VARIES t� LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE -SEE G AOS�S4�SA MAP SF SA '9ry� . NECKED DKR OST CROSSSECTI EXTERIOR POSTS SFF T�CFC/n'G SEE POST DETAI NO NO BEAM'SPLICE AT. AOS�S Fk WALL `7 " ' P ryG@G/�OiryG LEDGER ROOF OVERHANG, SEE DETAIL A,B & C SHEET 8. x POST WITH SIDE P.111 QT S SEE SHT. 11 FOR,MINIM NUMBER OF REQUY COL7�MCYBE B ATTACHMENT ED WHERE NOTE: EACH COMPONENT IS INTER-SF@T� c c� i PERMITT E . CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. FS �-� kFOOTING WHERE REQUIRED, NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE TABLES MAY NOT BE COVERED. TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE RAFTER, SEE TABLE FOR SIZE AND SPACING - 25% OF RAFTER OCH y I ALLOWABLE -fel I WALL LEDGER OR ROOF ST /NG@G/�O/A'G SEED BAIL A.B & C SHE RAFTER, SEE TABLES .�(�� Off• rs MAX. O.H. O.H M 25% OF RAFTER ALLOWABLE �AQ�6 za w LENGTH OF STRUCTURE VARIES �3 0 MANDATORY BEAM SPICE -SEE G DETAIL 11, SHEET 12 MAP NO BEAM SPLICE AT '0OS NECKED DKR OST CROSSSECTI EXTERIOR POSTS SFF T�CFC/n'G SEE POST DETAI NO NO BEAM'SPLICE AT. 0., �P' �O 9 `s 3 1/2' SLAB NOTE: EACH COMPONENT IS INTER- A MAY BE USED CHANGEABLE WITH ANY OTHER sF sT� FTq@�FS/yG Foo NIN G,. SEE COMPONTENT UNLESS OTHERWISE SHOWN. i TABLES NOTE THIS OPEN LATTICE -TYPE STRUCTURE NUMBER MAY NOT BE COVERED. REQUIRED <FS FOOTING SEE TABLES TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE WALL LEDGER OR ROOF ST /NG@G/�O/A'G SEED BAIL A.B & C SHE RAFTER, SEE TABLES 15-1071-1 MAX. O.H. O.H M 25% OF RAFTER ALLOWABLE °O�cAO1.F SPAN 3.rJr2015 g o R STs�'c RAWN BY MAP AC/�G NECKED DKR MANDATORY BEAM SPICE - SEE DETAIL:11; SHEET 12 \ NO NO BEAM'SPLICE AT. 0., �P' �O 9 EXTERIOR POSTS M 01, - LENGTH OF STRUCTURE VARIES STRUCTURES ;+NG @ POST fSA I'Vtl1W1�1 POST WITH i SIDETLA ES SEE TOF SH -2 NUMBER REQUIRED <FS COLUMNS NOTE: EACH COMPONENT IS INTER- A @ CHANGEABLE WITH ANY OTHERosr�'sA SFIc £DgC�i 3 V2- SLAB ATTACHMENT MAY BE USED WHERE COMPONTENT UNLESS OTHERWISE SHOWN. Tq@ /ryc �`T I PERMITTED. \ NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE TABLES MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE RAF f MAX. O.H. 25% OF RAFTER ALLOWABLE S%FA sTsA�NG SPAN qC/ryG TABLE LENGTH OF STRUCTURE VARIES �Kf�'•W�G MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 POST CROSS-SECTION, / NO BEAM SPLICE AT AO SEE POST DETAIL, EXTERIOR POSTS SFFT,q��gC/NG FS 31rz•SLAB MAY BE USED NOTE: EACH COMPONENT IS INTER -°o TO CONSTRAIN S ST CHANGEABLE WITH ANY OTHER FF SA FOOTING, SEE COMPONTENT UNLESS OTHERWISE SHOWN. T�<FS/ryG (� TABLES NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY N�OTT BE COVERED. .TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE tv Z ti co M W U) N00 M Z U 4 ��Q w LLI L1J W co o U rn Z 00 00 Q M co ai CT) '—oFEss I S5885 •,r 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AW APPROVAL L REVISIONS , DATE DESCRPiWN STEL JOB # 15-1071-1 ' ATE 3.rJr2015 g . RAWN BY MAP NECKED DKR OPEN LATTICE f STRUCTURES p i SH -2 2 OF SO SHEETS I 0 2 3 0 4 0 5 6 7 0 B e o C o D o t o h o G o H o 1 e J SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C 24" TRI -"V" PAN 2�, 12"x 3 1/2'W PANEL 6" / 8• x 2 )4• FLAT PAN so• ,40• R=.117• I� n, .09R U.S.b7• r25' m- .40' I b7' .40' .75' .71" 1 180' T= (SEE TABLE .43 45' (ALL UNMARKED RADII .06R) BELOW) .65• T= (SEE TABLE .70' • z 6• r L 0• z5• a BELOW) M • T= (SEE TABLE BELOV 2 r .40' 45' .35' ,7 b5' TYP. m. 11 ''I'll'' J rj .4(3.0 v .40' SO' 3.00' 40. 0' SO' SO' .433 1.3' 1.3' .433' 5 4J10' 12.0' /8.00' ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE ROOF LIVEISNOW LOAD, psf 10 20 25 30 40 50 24• TRI -"W PAN - 0.88 0.83 0.75 0.80 24"x2)5"x0.018" 0.85 0.80 0.65 0.65 - - WSL PANEL -r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 EXP.S EXP.0 EXP.B EXP.0 13'-9- (IN.) 020(1) 130 MPH SPAN 10'-3• 10'-3• 10' -3' 10'-3• 10'-3• 10'3• 17$" .018 11'-1' 11'-2" 10'-7" 1d -r 9•-11- 14'-r 15'-3" 15'-3" 9 -_0 B'-6 8'-7' 8'-1' 8'-2• 7'-5' .024 9'fi• 12'-3- 12'-3- 12'-3' 17-3• 12'-3' 12'-3' 10 .024 12'-T 12'$• 11'-10 12'-0• 11'-1' 10 13'-T 1T-7• 10'4' 9'-9' 9'-9' 9'_2. 9'-3• 8'-7- 5'-10" .032 .032 14'-3' 14'3' t4'-3' 14'-3' 14'-3'"101-8* 11'4' 11'$' .032 15'$' 14'-9 14•-9' 14'-W 14'-1" 13'-3- 13'4' 19'-7" 12'$" 17-1' 17-1' 11'-Y 11'-3 15'-7' 15'-T 040 8'4' 8'4- 8'4' 8'4' 8'4' 8'4' 18'-0' .018 1 T-7' 16'$' 16'-9' 15'-9" >72'*' 15'-0" 1T-1 12'4' T-9• 7 5' 7 5• 7-2' 11'3- 6'-10- 15'-9' .020(l) 10'-1' 10'-1• 10'-1- 1d-1' 10'-1' 10'-1" 20 .02a 17'-r 040 19'4' 19'4" 19'4• 19'4• 1914' 19'4" 8'$' 8'-4 8'-5' 8'-1• 8'-1' 7'-9' 14-1 .024 12'-1" 12'-1' 12'-1• 17-11 12'-1• 17-1" 1T-0' .032 11'-2' 10'-9' 10'-9' 10'-3' 10'4 99-10' TO 1�(Y-2"I10'-2' 10'-9' 193' 10'4' 9'$' 9'-9' 9'-9' 12'-1" 032 7" W 7'-3• 7'3' T-3' T-3" 7•-3' .018 13'-3' 12'-9' 12'-9' 12'4- 12'4' 11'-7' 10'-3' 16'-3- 16'3' r4' T4' T-1' 7'-1- 6'-t0" 11'4" .oao 11'4" 8'-9- Ir 9" V-9• 8'-9• 8'-9- 25 .024 15'-1• 14'-T 14'-r 14'-1' 9'-9' 93' 11'-1" 11 20 12-2" 11 -1- 11'$• .020 (i) 9'$' 9'$• 9• $' 9'$' $ 9'" 9'$- 13'-0' .032 9'-10' 9'3' 9'-5' 8'-11- 9'-0" 8'-6 15'$• 15'$' 10'$' 10'-2" 12'-0- 12'-0' 12'-0" -0 12'- .024 6'-r 6'-r 6'-T 6'-T 6'-T 6'-7- .018 11'-0• 10'-7' 10'$' 10'-2' 10'-3- 9'-9' 25 14'-6' 7'-3' 7'-0" T-0' 6'-9- 6'-10' 6'-T 16'$' 16'$' 8•-3• 8'-3• 8'-3' 8'3• 8'-3" 8'-3• 30 .024 12'$" 13'-1• 12'-T 12-8 12'-2' 12'-3' 1V-15" 14'-10 6'-3- 8'4• 8'-0" T-9' 7'-9- -r-5- -5'9'1' 91_9""'9'-9- 9. 1 9'-1- 9'-1" 9'-1' 9'-1' 9'-1- 10'4" .032 10'4• 15'-0' 14'4' 14'-Y 13'-T 13'$' 13'-0' 8'-3• 8'-3• 10'$• 10'-6' 10'$' 10'$' 10'$' TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE ROOF LIVEISNOW LOAD, psf 10 20 25 30 40 50 12"x334'xO.020' - 0.88 0.83 0.75 0.80 24"x2)5"x0.018" 0.85 0.80 0.65 0.65 - - 24'x2)4'x0.024" 0.90 0.88 0.70 0.65 - 24"x2)4 -x0.032" 0.90 0.88 - (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN IN TABLE 1 ABOVE. NOTE: PANEL FASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDIC6TE* FREESTANDING M W c ce W (f)Nao uj M O U W ¢wrn c) U) W W M M M U rn Z co (Q co �FESSIq�I o S5885 OF CAI -\FCS` 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL i i i i REMONS I MMM P(i DESCRFMNI I i 1 4 STEL JOB A 15-1071-1 I i DATE 3MMIS t fI DRAWNBY MAP I CHECKED DKR j PANEL SPANS TRI -V, W -PANEL 8( FLAT PAN SH - 3 3 OF 50 SHEETS j 12"x 3 1/2"W PANEL 8" x 234- FLAT PAN WSL PANEL -r (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 LUSL 13'-9' 13'-9' 13'-9- 13'-9" 13'-9- 13'-9- 110 MPH SPAN 020(1) 130 MPH SPAN EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.C: ,020 12'-6• 1 Z-6" 17$" 12'-0• 11'-1' 11'-2" 10'-7" 1d -r 9•-11- 14'-r 15'-3" 15'-3" 15'-3' 1 S'-3" 15'-3" 15'-3' 10'-10• 10'-1" .024 9'fi• 9'-T 9'-0" 12'$' 12'-0' 12'-0• 13'-2' 12'-T 12'$• 11'-10 12'-0• 11'-1' 10 13'-T 1T-7• 1T -T 17'-T 17'-7' 17'-7• T -r 1T -7- 5'-10' 5'-10" .032 .032 to 12'-1' 11'4' 11'$' 10'-9'-1' 15'$' 14'-9 14•-9' 14'-W 14'-1" 13'-3- 13'4' 19'-7" 19'-T 19'-T 19'-7" 19'-7" 19'-T 15'-7' 15'-T 040 15'-7" A32 18'-0• 18'-0' 18'-0" 18'-0' 18'-0' 18'-0• 1 T-7' 16'$' 16'-9' 15'-9" 16'-0' 15'-0" 1T-1 12'4' 11'-3' 11'-3' 11'-3• 11'-3• 11'3- 11'-3' 15'-9' .020(l) 15'-1' 14'-3' Oa0 17'-T 17'-7" 17'-7' 1 T -r 1 T-7' 17'-r 040 19'4' 19'4" 19'4• 19'4• 1914' 19'4" 17$• 12'$'• 17-6- 12' 6' 12'$" 17-0" 14-1 .024 14'-2" 13'4' 1T$- 16'-10' 1T-0' 164' 11'-2' 10'-9' 10'-9' 10'-3' 10'4 99-10' TO 1�(Y-2"I10'-2' 14'$• 14'$- 14'$• 14'$" 14'$' 14'$" 12'-1" 032 t %1- 19'4" 13'-3' 12'-9' 12'-9' 12'4- 12'4' 11'-7' 10'-3' 16'-3- 16'3' 16'-3' 16'-3• 16'-3" 16p'-3" 11'4- 11'4" .oao 11'4" .024 13'-3" 13'-3' 13'3• 13'3" 13'-3" 13'-3" 15'-1• 14'-T 14'-r 14'-1' 9'-9' 93' 11'-1" 11 20 12-2" 11 -1- 11'$• .020 (i) 11'_3• 10'-7' 032 13'-0' 13'-0" 13'-0' 13'-0' 13'-0' 9'-10' 9'3' 9'-5' 8'-11- 9'-0" 8'-6 15'$• 15'$' 12'-0' 12'-0' 12'-0- 12'-0' 12'-0" -0 12'- .024 11'-0• 10' 6' 14'-2' 13'-0' 11'-0• 10'-7' 10'$' 10'-2' 10'-3- 9'-9' 25 14'-6' 13'-2" 13'-2" 13,_2" 13•_2" 13'-2" 13,_2, 16'$' 16'$' .032 13'-0" 12'-10' 13'-0" 12'4' 12'$" 13'-1• 12'-T 12-8 12'-2' 12'-3' 1V-15" 14'-10 14'-2- 14'-2" 14'-2" 14'-Y 14'-2" 14'-Y 91_9""'9'-9- 040 Y-9' .020 10'4' 10'4- 10'4" 10'4' 10'4• 15'-0' 14'4' 14'-Y 13'-T 13'$' 13'-0' 8'-3• 8'-3• 10'$• 10'-6' 10'$' 10'$' 10'$' 10'$- 9'$" .020(1) 9'4" 024 10'4• 10'4" 10'4' 10'4" 10'4- IVA" 9'-2" B'-9" 8'-11- 8'-5' 8'$" 8'-2" 11 _1• 11'-3' 11•_3" 11,_3, 11•_3• 11,_3" 11•_3' 9'-Y .024 8'-1o' 25 12'-0• 11'$- td$' 10'-1• 10'-Y 9'-T 9'-9" 9'-2' 30 11'4• 17-6" 12'$- 12'$" 12'$" 12'-6" 17$- 17-1' .032 11•-10' 11'-3" 11'-3• 10'-9' 10'-10' 10'4" 14'-1' 13'-T 13'$' 13'-1- 13'-2' 13'4- 13'4' 13'4' 13'4' 13'4" 13'4" 17-3" 12'-3• .040 13-1' 13-1' 13'_1- 13�1313•_1'13'-3' 14'-2" 13'$' 13'$" 13'-0- 13'-3• 17$' 12'4•-9' .020 (1) 9'-11 9'-1• 9'-1" 9'-1- 14'-1' .U20 8'-11 7'-10' 7_10• 7.$- 9-3 10'-3' 10'3' 10' -3- 10'-3- 1 d-3' 10'-3' 9'-9• 9'-9" .024 8'-5' 8'-1" 8'-1" 7'-9' T-10" 7' 6" 9'S 9•-1' 9'-1" 6'-10- 8'-10' 8'-r 9'4" 6'-11' 114- 11'4' 11'4' 11'4" 11'-4- 11'4' 9.9, 024 .032 10'4' 10'4' 10'-0' 10'4' 10'4' 30 11'3' 11'-t' 11'-0' 10'-7' 10'$- 1d-3' 1'4" 12'-Y 12'-2• 12'_2- 12'-2' 12'_2" 12'-2. 10'$" .040 10-9" 10-9" 10'-9' 10'-9" 10'-9" 10'-9" 032 11'4" 17$• 12'4' 12.4• 12'-1' 12'-1" 11. 020(1) 8'2" 812' 8-2- 8-2' 8'2" 8-2" 10'-0' 7 1' T-1" 7'-1" 6_11 6•_11 6'-9' 11'-10' 040 11'-7" 11'-7 1�'l11'-7" 11'-T 04012'-3' .024 12'-3' 12'-3• 12'-3' 12'3" 17-3•12'T 12-2" 11'-9' So 10'-T 10'-r 10'-T 10'-T 10'-7• 10'-r 13'-r .032 8'-4" 8'-4" 8'-4- 8'-4- 8'-4- 8'-4' 020 9'-7" 9'-T 9-T 9'-3" 9'-5" 8%11" .040 11'-3' 11'3' 11'-3' 11'-3' 11'-3' 11'-3" 9'-1' 8'-10' 10'-10' 10'-T 10'$' 104- M W c ce W (f)Nao uj M O U W ¢wrn c) U) W W M M M U rn Z co (Q co �FESSIq�I o S5885 OF CAI -\FCS` 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL i i i i REMONS I MMM P(i DESCRFMNI I i 1 4 STEL JOB A 15-1071-1 I i DATE 3MMIS t fI DRAWNBY MAP I CHECKED DKR j PANEL SPANS TRI -V, W -PANEL 8( FLAT PAN SH - 3 3 OF 50 SHEETS j 8" x 234- FLAT PAN 6" x 234' FLAT PAN LUSL PANEL -r (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN WSL PANELT' (IN,) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.C: ,020 12'-6• 1 Z-6" 17$" 12'$" 12'$" 17$• A20 14'-r 14'-r 14'-T 14'-7" 14'-r 14'-T 10'-10• 10'-1" 10'-3" 9'fi• 9'-T 9'-0" 12'$' 12'-0' 12'-0• 11'4' 11'$' 024 13'-T 13'-7" 13'-7" 13'-T 13'-7" ITT 024 15'-10' 5-10' 5' -to" 5'-10' 5'-10" 5'-10" to 12'-1' 11'4' 11'$' 10'-9'-1' 10 14'-2' 134 13'4' 12'$" 12'-9' 12'-1' 032 15'-7" 15'-7' 15'-7' 15'-T 15'-7- 15'-7" A32 18'-0• 18'-0' 18'-0" 18'-0' 18'-0' 18'-0• 13'-1" 1T-1 12'4' 17$- 12'-0' 16'-2" 15'$- 15'-9' 15'-0• 15'-1' 14'-3' Oa0 17'-T 17'-7" 17'-7' 1 T -r 1 T-7' 17'-r 040 19'4' 19'4" 19'4• 19'4• 1914' 19'4" 15'-7' 14'-10' 14-1 14'-1• 14'-2" 13'4' 1T$- 16'-10' 1T-0' 164' 16'$• 16'-0- .020 10'-Y 10, 2" 10'-2• 1�(Y-2"I10'-2' .020 12'-1" 12'-1' 12'-1" 12'-1" t %1- 19'4" T-11• 10'-10' 10'4- 10'-3' 9'-9• 9'-10' 9'-5' .024 11'4• 11'4" 11'4- 11'4" 11'4" 11'4" .024 13'-3" 13'-3' 13'3• 13'3" 13'-3" 13'-3" 20 101-1' 9'$" 9'-9' 93' 9'-5' 8'-11• 20 12-2" 11'$' 11'$• 11'-2" 11'_3• 10'-7' 032 13'-0' 13'-0" 13'-0' 13'-0' 13'-0' 13'-0' 032 15'$' 1�5'-6"l15'$- 15'$• 15'$' 11'-10'11'$'11'-0' 11'-0• 10' 6' 14'-2' 13'-0' 13'-1' 12'$' 040 14'$" 14'$• 14'-6" 14'$" 14'-6' 14'$- 040 16'$' 16'$" 16'$" 16'$• 16'$' 16'$' 13'-0" 12'-10' 13'-0" 12'4' 12'$" 11'-10• 15'$- 15'-2- 15'-2" 14'-10 14'-10' 14'-3' .07.0 9'-9• 9'-9" 91_9""'9'-9- 9'-9' Y-9' .020 10'4' 10'4- 10'4" 10'4' 10'4• 10'4" W-111 8'$- 8'$' 8'-3• 8'-3• T-10" 10'$' 10'-1' 10'-3' 9'$" 9'-9" 9'4" 024 10'4• 10'4" 10'4' 10'4" 10'4- IVA" 024 1-1 >1'2':; 11'-1" 11'-1• 11 _1• 11 _1• 11 _1• 25 9'-11" W-7' 9'-Y 9'-3' 8'-1o' 25 12'-0• 11'$- .032 1t'4" 11'4' 11'4' 11'4• 11'4" 11'4• .032 12'-1" 12'-1• 12'-1' 17-1• 17-11 17-1' 11•-10' 11'-3" 11'-3• 10'-9' 10'-10' 10'4" 14'-1' 13'-T 13'$' 13'-1- 13'-2' 174• 040 12'-3" 12'-3• 17-3" 12'-3" 17-3" 12'-3• 040 13-1' 13-1' 13'_1- 13�1313•_1'13'-3' 12'-9'12'-9' 12'-3• 12'4•-9' 15'4" 15'-1' 15'-1 • 14'-1' .U20 9 3 9 3' 9 3 9-3' 9-3 9'-3' .020 9•-9• 9'-9• 9'-9• 9'-9• 9'-9" 9'-9- 8'-5' 8'-1" 8'-1" 7'-9' T-10" 7' 6" 9'-11• 9'-7" 9'-r 9'-Y 9'4" 6'-11' 024 919" 9 9• 9 9 9 9' 9 9, 9.9, 024 10'4• 10'4' 10'4' 10'-0' 10'4' 10'4' 30 9'6' 9'-1' 9-2' 8'-10" 8'-11' 1'4" 30 11'4' 10'-9" 11'-0' 10'4" 10'$" 032 10-9" 10-9" 10'-9' 10'-9" 10'-9" 10'-9" 032 11'4" 11'4• 11'4• 11'4' 11'4- 11'4' 11'-1' 10'$" 10'-9' 10'4' 10'4' 10'-0' 13'-2' 12'$' 13'-0" 12'$" 12'-T 11'-10' 040 11'-7" 11'-7 1�'l11'-7" 11'-T 04012'-3' 12'-3' 12'-3• 12'-3' 12'3" 17-3•12'T 12-2" 11'-9' 11'-3' 14'-9" 14'$• 14'-7' 14'-1' 14'-1" 13'-r 020 8'-4" 8'-4" 8'-4- 8'-4- 8'-4- 8'-4' 020 9'-0- 9'-0' 9'-0" 9 -0- 9 -0' 9'-0' 6'-11' 9'-1' 8'-10' B'-10- B' -T 8'$• .024 91-0" 1 9'-0" 9'-0• 9'-0" 9' 0- 9'-0' .024 9 $' 9 $' 9 $• 9'$' 9'$' 7 40 8$ 8-3' 8'-3' 8'-0• 8'-1• 7'-10' 40 10'-2- 9'-10' 9'-10' 9'-T 9'$- 9'-3' 032 9'-9' 9'-9" 9'-9" 9'-9" 9'-9' 9'-9• 032 12 -1' 12'-9' 12'-9" 12'4• 12'$" 1 Y-1' 10'-2" 9'-10' 9'-10" 9'-7' 9'-r 9'-3" 10'3' 10'-1' 10'-1' 9'-10" 9'-10' 91$• 040 10•-r 1o' -r 10.7" 10'-r 10, _7" 10'-7• 04U 11'-2• 11'-2" 11'-2- 1r-2• 11'-2" 11'-2' 11'$' 11'-2' 11'-2" 10'$" 10'-10" 10'$• 13'-9' 13'4' 13'$' 13' 0' 13'-1• 12'-7" .020 7'-5" 7'-5- 7'-5" 7'-5" 7'-5" T S" .020 B-3' 8'-3' 8'-3' B'-3' B'-3• 8'-3' 6' S" 6' S" 6' S" 6' 3' 6'3" 6' 1" 7'-8" 7'-7" 7'$- 7'-5" T$• T_2• .o2a 8-3" 8-3" 8'3' 8'-3" 8-3" 8-3' .024 8'-T 81-9• 8'-9" 8'-91 B'-9• 8•-g- 50 -032 -3' 7'-1- 7'-0" 6'-11- 50 8-9• 8,-r 8-T 8-5" 84' 8-1' 9 1• 8'-9" 9_1, 8'-T 9 t 8' 6' 9-1' 8'-5' 9-1' 8'4' 9-1' 8'-3" 032 9 8- 1o'4' 9'$" 10'-3' �$' 1 1d-3' 9'18" 10•-1" 9$• 10'-1" 9w 9'-9' 040 9 9' 9 9' 91-T 919. 9 -9" 9 -9 .040 10'4' 10'4• 10'4" [101-44"10'4' 1d4'9'-10-9'-9" W-9• 9'-5" 9'-7- 9'-2' 11'-10' 11'-r 11'-9- 11$• 11 -r M W c ce W (f)Nao uj M O U W ¢wrn c) U) W W M M M U rn Z co (Q co �FESSIq�I o S5885 OF CAI -\FCS` 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL i i i i REMONS I MMM P(i DESCRFMNI I i 1 4 STEL JOB A 15-1071-1 I i DATE 3MMIS t fI DRAWNBY MAP I CHECKED DKR j PANEL SPANS TRI -V, W -PANEL 8( FLAT PAN SH - 3 3 OF 50 SHEETS j 1 r` B o C o D o E. o F o G o H o MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO -SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FREESTANDING SOLID COVERS W c'oN o M TABLE 1 U M TABLE 2 p TABLE 3 ¢� (2) 211x6 2" AND WALL HANGERS, 3"x8" AND EXTRUDED AND 3"x8" WITH wwM 6 2" ROLL FORMED BEAMS o U rn STEEL HEADERS T STEEL INSERT HEADERS 2 �o NUMBER OF N❑.14 TEK OR SMS SCREWS PER FOOT OF BEAM LENGTH >- NUMBER ❑F N❑.14 TEK ORSMS SCREWS of NUMBER OF NO.14 TEK OR SMS SCREW <F PER FOOT OF WALL HANGER, AND BEAM I -Il H PER FOOT OF BEAM LENGTH 110 MPH 120 MPH 130 MPH 3 110 MPH 120 MPH 130 MPH E 110 MPH 120 MPH 130 MPH EXP. B EXP, C EXP. B EXP. C EXP.B EXP. C D' EXP. B EXP. C EXP. B EXP. 'EXP. B EXP. C ~ EXP, B EXP. EXP. B EXP. EXP. B EXP. 5' 1 1 1 1 1 2 1 Z 2 2 2 2 5 , 1 1 1 1 1 1 1. 1 2 1 5' 1 1 1 1 1 1 6' 1 2 1 2 1 2 2 2 2 2 2 6' 2 2 1 1 1 1 ..1 2 1 1 1 1 1 1 1 ,1 1 1 1 1 3 2. 1 1 2 2 2 2 6' 1 1 1 1 1 1 3 �� 1 2 1 2 1 2 2 3 2 3 2 3 7' 2 1 2 1 2 2 2 2 7. 1 1 1 1 1 1 8' 1 2 2 2 2 2 2 2 $� 2 2 2 1 1 2 2 .2 2 1 1 1 1 1 2 1 1 1 1-2-1 1 2 3 3 3 2 2 2 2 3 3 $ 1 1 1 2 1 2 g1 91 2 2 2 2 2 2 2 3 3 3 3 4 g�P---2 2 2 2 2�33 2 9 1 1 1 1 1 1 10'W33 2 2 2 3 , 2 3 1 2 2 2 2 2 1 1 1 2 2 2 1 3 3 3 4 10 2 2 2 3 3 3 10' 1 1 2 1 2 1 2 1 2 1 ° 11' 2 2 2 3 3 4 4 4 11 , 2 2 2 3 2 2 2 11' 2 1 1 1 1 1 2 12' 2 2 3 3 3 3 3 3 3 3 3 2 2 2 2 2 3 1 2 2 2 2 2 3 3 3 4 4 5 12' 2 3 3 3 2 4 12' 1 2 1 2 1 2 1 2 1 2 2 13' 2 3 2 4 2 4 3 4 3 4 3 5 13' 2 2 2 3 2 3 3 3 13' 2 J-2— 1 1 1 1 2 3 3 3 4 2 2 2 2 2 FOOTNOTE: "SAMPLE" 5 FIGURE INDICATES ATTACHED Y FIGURE INDICATES FREESTANDING .. 2 r` C M W c'oN o M U M p 2 ¢� ,L iz w � M wwM o U rn T Q co � rn Q�fEssict S5885 03-03-15 DURALUM IAPMO 0195 ASSUMPTION REVISIONS 4 STEL JOB # 157071.1 DATE 3 oris i DRAWN BY MAP ' CHECKED DKR i g PANEL SPANS TRI -V, W -PANEL & FLAT PAN B SH -4 7� 4OF50SHEETS i o C o D o E R -SPANS_ .FOR OPEN .LATTICE STRUCTURES o F o G e 110/120/130 MPH o EXP. B & C 0.042' Z W TYP. 3" x 8" RAFTER z w2t�C 1. 6' 6` 17_21R_AFTER _. .032' .042' . 042' W S DBL. 2"x 6 1/2" RAFTER LUSL ^T^ Z a a ¢ "' v Z Z ¢ v 110 MPH 120 MPH 130 MPH EQUAL "T" 110 MPH C 120 MPH 130 MPH "T 110 MPH 120 MPH 130 MPH (IN � o LUSL (IN) va o LUSL (IN.) ) Z EXEXP. B EXP.0 EXP. B EXP.0 EXP Bf29'-�6" EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP.0 EXP.0 EXP.BI EXP. B EXP.0 EXP.13 16" 29'-8"29'-8" 28'-9" 29'-3" 26'-3" 16'-0" 15'-10" 16'-0" 15'=0" 15'-9" 13'-8" 22'-0" 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'x" .042 .024 .024 24" 24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6" 13'-1" 13'-0" 13'-1" 12'-3" 12'-10" 11'-2" 18'-4" 18'-3" 18'-4" 17'-3" 18'-2" 15'-8" —121-6" 21'-6" 21'-0" 21'-0" 21'-6" 21'-0" 24" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-3" 24" 16'-3" 16'-3" 16'-3" 16'-3" 16'-3" 5'-10" 16" 23'-0" 23'-0' 23'-0" 23'-0" 23'-0" 22'-9" 20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2" 28'-7" 28'-6" 28'-7" 27'-9" 28'-3" 25'-7" 20 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" (032, 16" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 17'-7" 16" 3" 25'-3" 25'-3" 25'-3" 25'-3" 24'-8" .042 10 10 .032 24" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" �4" 16'-7" 16'-6" 16'-7" 16'-1" 16'-4" 14'-10" 23'-4" 23'-3" 23'-4" 22'-8" 23'-1" 20'-10" 17'-10" 17'-10" 17'-10" 17'-10" 1 T-10" 17'-10" 14'-8" 14'-8" 14'-0" j.14'=8q t 14'=81 14'-4" 24" 20'-8" 20'-8" 20'-8" 20' 8" 20'-8" 20'-2" 16" 19'-8" 19'-8" 19'-0" 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'-6" 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" 30' B" 29'-10" .042 042 24"17-7" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" -l"20' -O"20'-1" 19'-6" 19'-9" 19'-0" 28'-2" 28'-1" 28'-2" 27'-4" 27'-10" 26'-8" 17'-7" 17'-7" 17'x" 17-0" 16-10" 24" 17'-9" (17'-9j X17'=9) 1T-3" 24" 25'-1" 25'-1" 25'-1" 25'-1" 25'-1" 24'4"16" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" W20' 12'-4" 12'-4" 12'-4" 17'-4" 17'-4" 17'-4" 17'-4" 17'-3" 30 19-1" 19'-1" 19'-1" 19'-1" 19'-1" 19'-1" 16"12'-4" 11'-9" 11'-9" 11'-9" 11'-9" 16"17'-4 16'-7" 16'-7" 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'-7" 15'-7" -15'-7" 15'-7" 15'-7" 15'-7" 24" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 24" 13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 16" 15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-8" 15'-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" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 16" 21'-1" 21'-1" 21'-1" 21'-1" .042 20 .032 20 .032 24" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 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" 17'-3" 17'-3" 17'-3" 17'-3" 17'-3" 17'-3" 16" 13'x" 13'x" 13'-4" 13'-4" 13'-4" 13'-4" 19'-0" 19'-0" 19'" 19' 19'-0" 18'-10" -0 -0" 26'-8" 26'-8" 26'-8" 26'-8" 26'-8" 26'-7" 50 15'-0 15' 0" 15'-0 15'-0 15'-0 15'-0" 16" 16" 25'-6" 25'-6" 25'-6" 25'-6" 25'-6" 25'-6" .042 .042 042 24" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 15'-6" 15'-0" 15'-6" 15'=6" 15'-0" 15'-6" 21'-10" 1'-10" 1'-10" 21'-10" 1'-10" 21'-9" 11'-2 11'-2" 11'-2" 11'-2 11'-2 11'-2" 24" 14'-9" 14'-9" 14'-9" 1�>>'-9" 14'-9" 14'-9" 24" 20'-10" 20'-10" 20-10" 20-10" 20'-10" 20-10" 10'-7" 10'-7" 10'-7" 10'-7" 10'-7" 10'-7" 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'-6" 11'-2" 16" 16'-3" 16'-3" 16'-3" 16'-1" 16'-2" 15'-8" 32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED 024 .024 8'-1" 8'-1" 8'-1" 8'-1" 8'-1" 8'-1" 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'-6" 9'-6" 9'-6" 9' 6" 9'-2" 24" 9'-3" 9'-3" 9'-3"9'-3"9'-3" 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" 16 16" 25 14'-9" 14'-9" 14'-9" 14'-6" 14'-7" 14'-2" 20'-9" 20'-9" 20'-9" 20'-6" 20'-7" 19'-10 .032 25 .032 24" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 12'-1" 12'-1" 11'-10" 12'-0" 11'-7" 24" 17'-0" 17'-0" 17'-0" 16'-8" 16'-9" 16'-3" 17' 4" 17'-4" 17'-4" 17'-4" 17'-4" 17'-4" 24'-6" 24'-6" 24'-6" 24'-0" 24'-6" 24'-0" 16" 16" 042 17'-9" 17'-9" 17'-9" 17'-7" 17'-8" 17'-1" 25'-1" 25'-1" 25'-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" 20'-0" 20'-0" 20'-0" 24" 24" 14'-7" 14'-7" 14'-7" 14' 4" 14' 6" 14'-0" 20'-6" 20'-6': 20'-6" 20'-6- 20' 6" 20'-6- 0.042' TYP. 8 V 024' 6. 1. 6' .032 .032' .042' . 042' S MAX.�.O'— I * 3"x8" RAFTERx6:5 RAi FTER ALUM. ALLOY 3004-H36 I * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 3004-H36 OR EQUAL OR EQUAL ) J EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING • eD r 2 cV ti W `6 � w cn cnl 2 W M 00 Q ZO U rn ucow� W c� W M U rn co T Z co �Q M CA tet rn rESS Ips "o, S 5885 � OF CAL \FCR 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHI APPROVAL i I REVL14DNS y Vwwc DATE Dew" gE 4 STEL JOB d 15-1071-1 ? j DATE 3ruzo15 y� DRAWN BY MAP 3 CHECKED DKR MINIMUM FASTENERS @� SH -5 5 OF 50 SHEETS 0 8 D D o F o G' o H o I o J v v I V 1 `V-1`1'V'1'Y"IJ SPLICE DETAILS 11 BEAM TO POST DETAILS 12 SIMPLE SPLICE FULL MOMENT s" 3' 1" 1' 3" 1,1, 24" 8" 1'1 o (2#10 S.M.S.@ EA. #10 S.M.S. I VALLEY, TYP. (a TOT. Np THICKNESS =.035 (24 #12 OTS02 II 638" TYP. THICKN IIS =.035- II — _— 2 + + 11 + + ++ ++++ ++ ALUM. ALLOY 3004-H36 ALUM. ALLOY 30D4 -H36 w OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED --_-_ NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR o IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS SPLICES - ROLLFORMED & EXTRUDED FASCIAS I NOTCH I -BEAM FLANGE AL NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE GSI-BEAM ALUM LOY AS NEEDED TO CLEAR PLICE (ONE SIDE OF WEB) MAY BE USED. (6061-T6) ALTERNATE I I SO. POST,CONNECT WEB 3"� STL. C BEAM TO POST W/ (2) - 5/8' 0 TOTAL= (8)-12'0 BOLTS THRU-BOLTS @ 4" 1 -BEAM, 3 SO. POST AND (3) - 5/8' 0 THRU BOLTS 1, + @ T I -BEAMS O O O SPLICE HERE 4„ 2.00' OCC.070" TYP. O O 4 ALUM.ALLOY 6063-T6 4" I -BEAM 3'-0' MOMENT C -SPLICE NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. 0 I— 4" 1.�5' 5 _ O O O SPLICE WHERE occu'S 4 -f- TYP. I'If 1 D ALUM.ALLOY 6063-T6 7" I -BEAM MOMENT GSPLICE PGE�TUBE'< i{- 2"x3" LATTICE TUBE P, 1'uu 1.50 I 2" 2" }I -�.018„ T ALUM. ALLOY 3105 H25 .28"018, 31I 211 —�- mmm 3" x 8" x.042" BEAM, 3" SQ. STEEL OR MAG BEAM. t, 4 SDS @ EA. SIDE TCP & BOTT. TOT.=24 3" X.3% ALUM. OR STEEL POST "U" BRACKET - RAFTER TO BEAM SMS, 21//2" 71/2; -SO., 2" SO., OR"2'x3" LATTICE @ 3" O.C:�MIN TO 6"O.0?;MA BEAM TO POST DETAILS OPTIONAL DECORATIVE FASCIA ( WOOD. ALUM. OR HARDBORD ) (12) - 914 x 112'S-M.S. EACH SIDE OF 3" SO. POST(&TOTAL) ALTERNATE 1/4.0 BOLT W/ WASHER E/1 SIDE OF 3' SO. POST (L .7 I O I 2.35" 3' SO. POST 4414 x 12' S.M.S. EACH SIDE OF 3' SO. POST (B -TOTAL) ALTERNATE: 1/4'0 BOLT W/ WASHER EA SIDE OF 3"SO. POST GLn' _kG B R FASCIA R 2 3' SO. POST MAG BEAM OR ,240 3"SO. STL. BEAM RAFTER "TAIL" TO GUTTER NOTE: THIS DETAIL IS LIMITED TO 10, 20 8 30 psf. ROOF LIVE AND SNOW LOADS 'L' FASTENERS V-0" 4 - #14 SDS 2'-0" 6 - #14 SDS 3'-0" 12 - #14 SDS FASTENER SPACING = 3/4" #14 x 12" S.M.S. TOP 8 BOTT. (2) -TOT. ROOF PANEL ROLLFORMED OR — EXTRUDED GUTTER #14 S.M.S. @12-O.C.— FASCIA 6 1/2"x2"x.024 — RAFTER FASTENER TO FASCIA - SEE TABLE — FASTENER TO RAFTER TAILS - SEE TABLE /TzZ— OPTIONAL LATTICE TUBES tFASTENER 6 0 o GROUP 00 ALUM. BRACKET X 2- 1- "L' SEE TABLE j� cp M Z w � 00 M OZ C) v W aW 07 w wW M w WC-) co M U rn �Z00 00 Q M CA �9 FESS 1� S5885 OF CAL�F� .03-03-15 DURALUM IAPMO 0195 ASSUMPTION I REVISIONS 1 LWPoI _ DAIE I DESMFnON 11111—m, I STEL JOB 151071.1 2 ATE ' 3rJrmis e BRAWN BY MAP NECKED DKR 6 BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION q DETAILS SH 12 - 12 OF 50 SHEETS O N p D EXISTING WALL z v Z 00 o �m v �rF m _� I -I omD m v x z m �, c z 2 O vmv T IT D to G Z O o r 0 2 b m m m � z z � C z p D m N m < II CC co D < o c D D = 000 W o rn �m 2 W O m D ti Z D 00 r m D . D � � m n ro z —Zi W ti m N ^ ° W G J m b m D in X m m m y Z (n C° o -i X n : t �t -� mz IT! °O = r Z Z Dat N z '>� G) D =cNi� co 8 0`2 W D. N n c': D mo N m z ° Z M N �O N D n 0 '�Z N A Z r � Z -Zi c Z 1 Z C) m n'u o { - r 1 ai ? n z Z �� zy O m $ c^ V, D � ZW� W m � � v rn REG/ ST � tp 00 V O CJ1 �p � co w V rn cn 0 rn C -� � � O (O W V W m m D ^ l/ -+ z �, �, SAN CLEMENTE, CA 92672 W r � � � O t0 00 V Qf N N As...lAtl t•Jtl� N.M•Yl1p fnalov CYM1.W�.iF�p1.OMu1.Monsu�mu.waeti.m��.�miw......•....�. A � N HL _...�..._..�....� .�..�� _.._ .... _ _ _ __... Z N O coO 00 V 47 N � � 00 Z � J J c0. O rn Z z � � N � O O v Z Z � � � N Z Z Z Z Z Z Z � N m $ c^ V, D � ZW� W m s REG/ ST coC� D O D_ cn � o rn C -� o ��, 109 E ESCALONES m m D v -+ z �, �, SAN CLEMENTE, CA 92672 W 949.388.9333 FAX 949.388.3773 cn=z� � � m As...lAtl t•Jtl� N.M•Yl1p fnalov CYM1.W�.iF�p1.OMu1.Monsu�mu.waeti.m��.�miw......•....�. A � N HL _...�..._..�....� .�..�� _.._ .... _ _ _ __... A o 2 .032' ALUM. ° M0 o■ F1 ■ 0■ ©■ 0 8 3" SQ.x0.032" ALUM. BEAM �-/ 12 GA. STL. "U" CHANNEL c ASTM A653 SS GRADE 50 G60 1.032' 6' 3" SQ.x0.032" ALUM. BEAM CHANNEL .042' ATTACHED FREESTAND/NG MAX.COL. } 0.042' FREESTANDING TYP. I I I MAX•POST MAX. z)o � 3 DBL.2"x6.5"x0.032" MIN. POST 'ALUM. ALLOY 3004H36 MAX.POST MAX.POST SPACING SPACING OR EQUAL MIN. MAX.POST MAX.POST FTG, SPACING SPACING (-,'\DBL. 2"x6.5"x0.042" �ALUM. ALLOY 3"x8"x0.042" BEAM 'ALUM. 3004-H36 OR EQUAL ALLOY 3OD 36 OR EQUAL L DBL. 3"x8"x0.042" BEAM `J ALUM. ALLOY 3004-H36 OR EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES EXPOSURE B FIGURE INDICATES EXPOSURE C WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. FOOTNOTES TO ALL SPAN TABLES: 1. FOOTING SHOWN REPRESENTS LENGTH OF EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB. WHERE SLAB OCCURS, CUBED FOOTING SIZE MAY BE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY. 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB SHALL BE THE SMALLER OF THE MAXIMUM SPACING SHOWN IN THIS COLUMN OR THE MAXIMUM POST SPACING SHOWN FOR THE SELECTED BEAM. 3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE MAXIMUM COLUMN SPACING MEASURED AT THE COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR 25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE 9 1/4' MINIMUM. SEE ALTERNATE FOOTING TABLES SHT. 9 FOR ATTACHED COVERS 14 GA_ 7.8 5' I r ASTM A653 S: GRADE 50 G60 3"x8"x0:042" BEAM TW/ 1 GA STXINSER- rvl AST-M_A653 GRADE 50 G60ve 3"x8"x0.042" BEAM STL. INSERTG ASTMGRADE 50 G60 NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3'x8' BEAM. -T=12 O. 14 GA. ASTM AM S; GRADE 50 G60 .042' 1 _3.0'- MAX. DBL. 3"x8"x0.042" BEAM 0 W/ DBL. 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 DBL. 3"x8"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 SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3'xB" BEAM. ° F o ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C W 3" SQ.x0.032" ALUM. BEAM CHANNEL DBL. 2"x6.5"x0.032" �1 3"x8"x0.042" BEAM I OR ATTACHED FREESTAND/NG MAX.COL. } ATTACHED FREESTANDING ATTA CHEDFREESTANDING > MAX•POST SPACING ON SLAB z)o � 3 MAX.POST FTG. SPACING (IN.) MIN. POST MAX.POST FTG. MIN. SPACING (IN.) POST MAX.POST MAX.POST SPACING SPACING FTG, MIN. MAX.POST MAX.POST FTG, SPACING SPACING MIN. MAX.POST MAX.POST (2),(3) F (SPAN) (1) TYPE (SPAN) (1) TYPE 2x6.5'x003Y OR DBL FBEAMOR B" (IN) (1) POST (IN) TYPE FgB_ pON. m �3 (IN.) (1) POST TYPE SPACING (SPAN) 5' 16'-9" PACING 3Y SPACING OR B" (IN.) (IN) (1) YxBS' 003 EAM (1) TYPE SPACING F R 3' 8" O 13'-7.' S, 16'-96'-9" 1 17 B 14'-14-7" 231 G 14 15-415'x" B 1 15' 4 14,-14 230 B 17 13'-7" .5'x0.0FOR 15'-3" 18 B H 4'-10" 1) 17 6^ 5 1„ G 5 r 11'x" 6' 15' 3" 16 15'-3" B 13'-3" 28 G 13'-7" 14'-1" B 15 13'-7" 14'-1" 28 15'-4" B 15 14' 1 15'-4" 18 31 13'-3" 30 H 13'-7' 14'-1" 31 17 13'-3' 13'-9" 29 G 6' 20 9'_9" 7' 14'-2"'-2" 16 g B 12 230 G 12'-712 13 -113,-1" B 117 12'-712'-3 13'-112'-9" 229 14'-7" 31 G 5' 30 11'x" 6' 2 �" -7 B 13'-3" G 7' J 8'-6" 8' 13'-13'-3" 169 B 11 11'-7" 229 G 11'-9'�'-9" 12-312'-3" B 168 11'-9'; 12 3'. 28 B 11'-0" J^ H 11'-0" B 13'-3"13'-4" 10'-7" 11'-3" 21 -6" 12'-0" 28 G 8' 2'-10" 7'-7" 9' 12'7"2'-7" 11g li 11'-0"1'-0" 229 G 11'-211 11'-711'-7" B 16 11'-2" 11'-7" 29 119 B LL 29 G 12'-7" 13'-1" B -2' 12'-712_0' 18 10'-10 11'-3" 28 G g, O 6'-10" 101 17 9 12 C 10'-4" 30 330 G 10'-710,-7' 11'-011 B 16g 10'-710'-3 11 229 I 12'-4" 2'-10 4 10'-2" -0" 12'-4" 4 -0" 7 p _g" G 10' O 6'-2' 11' 11'-4" 17 11'-4 20 C 9'-10" 30 H 10'-1" 10'-6" B 17 10'-1" 10'-6" 29 11'-9" 12'-3" V11 J 9'-10" 30 10'-1 10'-6" 19 9'-10' 10'-1" 29 G 11' H 5'-8" 12' 10'-1 18 C 9'-6" 30 H 9'-8" 9'-8" 17 9'-8" 9'-8" 29 8' 7'-7" 9, 12'-3" 0'-10" 20 C 9' s" 30 9'-8" 9'-8" C 19 9'-6" G 12' W MAX COL F ATTACHED FREESTAND/NG > ATTACHED MAX.COL. SPACING FREESTANDING MAX.POST > MAX•POST FTG. MIN. MAX.POSTW31 MAON FOR 3I x8" BEAM MAX.POST MAX.POST FIG, MIN. MAX.POST MAX.POST FTG, SF(2),(3) ^ SPACING �o (SPAN) ly ON SLAB (2).(3) �?i F SPACING (SPAN) (IN.) (1) POST TYPE SPACING (SPAN) 5' 16'-9" PACING 3Y SPACING OR B" (IN.) (IN) (1) POST TYPE SPACING DBLY SPACING F R 3' 8" ((N) MIN. POST jp m� G 33 H 5, J14' B 17 13'-7" .5'x0.0FOR 15'-3" 18 B Yx6.R 31 1) TYPE 12'-6' 13'-0" 13'-7" 5' 16'-9" 16 18 B 14'-7" J 12'-7" '-1 15'-4" B 15 14' 1 15'-4" 30 31 H N 31 G 7' 12'-9" 20 14'-7"14'-8" 12'-4" 33 J 15'-2" _J 18 14'-1" 14'-7" 31 G 5' 30 11'x" 6' 15'- " 16g B 13'-3" 20 11'-2" -7" 14'-1" B 16 13'-7" 14'-1" 29 12'-7" 19 B 11'-0" 30 -::l2 H 11'-0" B 13'-3"13'-4" 10'-7" 11'-3" 21 T-10 11'-0" 18 2'-10" 13'-4" 31 G 6' 12'-0" g' 9" 7' 14'-2"3'-10" 119 B 12' 4" 29 G 12'-7" 13'-1" B 16g 12'-712_0' 13'-1" 29 9'-0" O ° 11' 11' 19 C 9'-10" 12'x" 31 I 12'-4" 2'-10 4 10'-2" 22 12'-4" 30 G 7 �..� 8'-6" 8' 13'-3' i3'-0" 17 20 B 11'-7" 29 G 11'-9" 12'-3" B 17 11'-9" 12'-3" 28 J 11'-7" 31 H 11'-8" 12'-1" 19 11'-2" 7" G 8' 7'-7" 9, 12'-3" 18 20 C 11'-0" 29 G 11'-2" 11'-7" B 17 11'-2" 11'-T1 290LL [129'-7" 11'-0" 30 H 11'-0" 11'•4" 20 10'-7 11'-0" 296'-10„10'2'-0'1-8" 121 C 10' 4'0 330 G 10'-710,-6" 11'-010.-9" B 120 10 -710 11'-0"0 229 4" H -1 4 O 6'-2 11 11' 11'-2" 18 21 C 9'-10" 30 10'-1" H 10'-6" B 17 10'-1" 10' 6" 29 9'-10" 30 10' 0 10'-3" 20 9'-7" g-0^ 29 G 11' C 9'-6" 30 9' 8" H 9'-8" 18 9'-8" 91-8" 29 10' 8" 21 9'-6" 31 9'-7" 9' 4" C 21 9'-2" 8'-9" 30G 12' W ATTACHED } ATTACHED FREESTANDING > POST MAX.COL. SPACING F MAX.POST FTG. MIN. MAX.POSTMFGMIN. MIN. j p _ MAON FOR 3I x8" BEAM SLAB m§ SPACING (IN.) POST SPACINGPOST m �3 SF(2),(3) G Ir (SPAN) (1) TYPE (SPAN)TYPE 2-x6 OFC 13'-7" 5' 16'-9" 17 B 14'-7 I 14'-10' ` 19 13'-8" 15-0 33 H 5, J14' B 17 13'-7" 6' 15'-3" 18 B 13'-3" 31 1 13'- 12'-6' 13'-0" 32 13'-9" 26 13'-3" 34 J 12'-7" 2'-1 30 7, 14'-2" 18 B 12'-4" 31 H 12'- 31 G 7' 12'-9" 20 B 12'-4" 33 J 29.G _J 8'-6" 8' 13'-3" 18 B 11'-7" 30 H 11'. 0'-9" 11'-7" 11'-2 11'-10 20 11'-2" 11'-7" 32 J -% T-7" 9, 12'-7" 19 B 11'-0" 30 -::l2 H 11'-0" B 18 10'-7" 11'-3" 21 11'-0" D'-2" 1 21 6'-10" 10, 12'-0" 19 C 10'14" 30 :32 H 10'-1" U) 29 10'-8" 21 B 10'-4" 21 G 9'-0" O 6'-2" 11' 11' 19 C 9'-10" 30 H 1 p'_ G 4 10'-2" 22 9'-10" 32 1 T" 12' 10'-1 20 W ATTACHED �I FREESTANDING > POST MAX.POST FTG, IIN.) MIN. POST MAX.POST SPACING MAX.POST SPACING FTG, MIN. j p _ DBL. c0.03Y FOR 3I x8" BEAM (1) TYPE 3Y OR 3 FBEAMB" (IN.) POST TYPE m �3 v a� 2-x6.5' 00OR (1) " 15' 4" B 16 14'-1 15'-2" 31 G 4'-4" 14'-10' 19 13'-8" 14'-2" 33 H 5, 14'-1" B 17 13'-7" 3'-1 31 3'-1" 13'-7" 19 12'-6' 13'-0" 32 G 6' 13'-1" B 17 12'-7" 2'-1 30 2'-2" 12'-7" 20 11'-7' 12'-1" 31 G 7' 12'-3" B 18 11'-9" 12'-1" 29.G 8' 1' 4" 11'-9" 20 10'-10" 11'-3" 31 0'-9" 11'-7" 11'-2 B 18 11'-2" 11' 4" 29 9' 21 10'-3' 10',x" �' ;G 11'-0" B 18 10'-7" 10'-9" 29 D'-2" 10'-7" 21 9'-9" 9'-10" 30 G 10' 10'-6" B 19 10'-1" 10'-3" 29 )'-9" 9'-10 21 9'-3" 9'-0" 31 G 11' 9'-8" C 122 9' 8" 9'-4" 29 G 4 9'-1" 9._o. -0" 8'-3" 31 12' W c6 �I cO U)04� U � 2 OZ �~� - uww W ::--- c-) W LLJ M c:, U rn Z 00 < M Cn v a� FESS1(�\ S.5885 03-03-15 DURALUM IAPMO 0195 ASSUMPTION 4HJAPPROVAL REVISIONS , �wtx DATE °ESCRVMN 4 STEL JOB q 15-1071.1 DATE 3/.V2015 DRAWN BY MNP CHECKED DKR LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 34 34 OF 50 SHEETS 0 B A o B o C o D o E o F o G o N o I o J 00 6 0 7 (ATTACHED &FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B C i %1 DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM 1 DBL. 2"x6.5"x0.042" � W/ 14 GA. SIL. INSERT W/ 12 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT M N O 0 MAX.COL Q F ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING } POSTFTGTMIN r=SPACIN- MAX.POSTFTG.MIN.MAX.POSTFTG.MIN.MAX.POSTFTG.MIN.MAX.POSTFTG.MN.MA;.POSTFTG.MIN.MAX.POSTFTG.MIN.MAX.POSTFFGMIN.MAX.POSTFTG.MIN.MAXPOSTFTG.MIN.�—G(IN.)POSTSPACING(IN.)POSTSPACING(IN.)POSTSPACING(N.)POSTSPACING(IN.POSTSPACING SPACING �o ) (IN.) POST (IN.)'POSTSPACINGIN.)POSTSPACINGONSLAB�(IN.SPACING~o SPACING ( (IN.) POST m (y)(3)AN) (7) (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1 TYPE (SPAN) TYPE (SPAN) TYPE TYPE 3. (1) (1) (SPAN) (1) (SPAN) (1) TYPE (SPAN) (1) TYPE 2 O 13'-7" 5, 18'-018'-0 118 6 18'-017' 231 G 21' 169 B 21' 333 G 20' 168 B 20-20'-2" 333 G 22 119 22' 333 G 29 121 29'-28 336 H 6 21'-8" 21'-2" H 20'-9" H 22'-8" B 22'-1" H 29'-2" C 6" i 5, r 6' 16' 4" 16 B 16' 4" 29 G 19'-9" 17 C 19'-9" 30 G19 19'-0" 17 B 19'-0" 30 20'-8" 17 20'-8" 31 26' 8" 19 26'-8" 33 H 16' 4 18 16'-0' 30 19'-9" 19 19'-3" 32 32G20'-8"20 C20'-2"32G26'-8"21E26'-0"356g,_g„�,15'21169B5'4.-10230l718'q~g�"120C18'7'-10331G17'-17'-7"1C331G19'11(�19'19'-2"332G , 24'-8"E24'-8" 33iI�, 0 24'-8"2224'-1"348'-6„8,14'-314.-3119g14'-3'-10229G17'1120C17'-6'-9'331 V-6- 18'-0'8-0121C18'0~B'-0331 G16'66,_6"120C331G G23'-23,2'22322'-7333 H8' —j7,_T„9'13'-0" 1713'-6"30 16'-3"18"31 15'-6" 18 3117'-0" 18 17'-0" 32 21'-120 1'1�C13'-130G21E15'-9" 31G15' -6"20C' 31 G 17'-0" 21 E 17'-0" 31 G 21'-10' 23 E I -I 9' 3 6'-10., 10, 12'-912,-9 120 Ci 12'-912.-6 330 15'4"5'x' 121 E 15'4.5-1" 332 (j 14'-94 121 E 14'-94'4" 332 16'-116,-1" 121 16'-1; 332 20'-2'0'-9" 223 p' 334 l7 g" �j E 6,-1" (j E 20'-2" H 10' O 6,_2„ 11, 12'-212,-2 120 C 12' 330 �j 14--B4 1 E 14'-8 332 G 14'- 1" 121 E 14'-13-8" 32 15'x"5'-4" 122 15'4 332 19'-9"g,-9" 224 19'-9"g 334 11'-10" 21 4'�" Cj E 16" �j E 3" r 5._g„ 12, 11'-8" 18 C 11'-8" 31 G 14'-1" 19 E 14'-1" 32 G 13'-6" 19 32 14'-9" 19 14'-9" 32 19'-0" 21 9'-0" 35 119 11'-8 20 31 14'-1" 22 13'-9" 32 13'-6" 21 32 G 14'-9" 22 E 14'-9" 33 H 19'-0" 24 E 18'-6" 35 I 12' MAX.COL � F is ATTACHED FREESTANDING ATTACHED FREESTAND/NG `.ATTACHED ( FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING a I ` SPACING =)a m—�,� Ix'T Q ~j o MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FfG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST 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 SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m (y), (3) F, (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (7) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE � F O 13'-7" 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" 18 B 22' 8" 33 H 29'-2" 19 29'-2" 35 I 17'-8" 19 17'-0' 31 H 21'-4" 20 20'-7" 34 20'-4" 20 19'-8" 34 H 22'-4" 20 C 21'-6" 35 I 28'-9" 22 C 27'-8" 37 K 5' 0 r 6, 16'-4"6 119 B 16'-415,-7 330 G 9 9 1 19'-9'-- C 19'-9 334 G 19r-0 120 B 19�-0 333 G 20 - 121 20'-8 334 G 26' 223 26'8" 336 I _2" -7" 21 8 -9" H 8'-8" C 8'-0" H 20-4" C 9 -g" H 26'-3" E ,-3" K 6, g,_g„ �, 15'- 15 120 B 15'-14 330 G 18'-4 1 C 18'-4" 333 G 17'-17'-3" 121 C 17'- 333 19'-2" 121 19'-"g 333 G 24 223 24' 336 H -0" 4" 8'-1" 21 �" 17'4" H 6'-8" G '-10' C -2" H 24' 4" E 23'-6" I 7, s J 8'-6„ t g,l 14'- � 120 B 14 -13-6" 229 C7 JIT -2 T- 122 C 17'2" - 332 C7 16'-6 1°21 -C; � 10'-6-7 332 18'-0 122 18'-0"7,-1 333 G 23 224 23-:?"_ 335 H 4'-1 C 1 T-0 6'-3 6'_2� 7" G 7 -8 �i H 22'-9 E _p I g, —J 7,_�„ 9' 13'-6" 18 C 0 13'-6" -;'-73 G 16'-3" —19 E 16'-3" 31 G 15'-6" 19 C 15'-6" 31 17'-0" 19 17'-0" 32 21'-1 21 21'-1 34 H � 3" 21 12'-9' 30 16'-0" 22 15'-4" 32 15'-3" 22 32 G 16'-8" 22 E 16'-1" 32 G 21'-6" 24 E 0'-8" 34 I 9' 6'-10" 10, 12'-9"2 121 C 12'-912•-1 330 G 15'-4"5,-2" 122 E 15'--0"4 331 Cj 14-9 122 E 14' 331 16' 223 16'-1; 332 20'9 225 01-9 334 a � -7" -7" 4'-6" �j 15,-10' E 5.-3" G 20��" E 9 _g H 10' 6,_2„ 11, 12'-2" C 12'---11'-7- 330 G 14'-8 4 223 E 14'-8 332 G 14' 13,-10 123 E 14'-13-4" 331 15'-4 2 332 G 19'-9 225 19'-9"g.-9" 334 O 2 -0" A _6~ 4 -0" G 5'-2" 23 E H 9 -6" E I 11' r 5,_g„ 12, 11'-8" C1'-8"31 G 14'1"14'-132 E G 13'-6" 2013'-6" E 32 14'9" 20 14'-9" 33 19'-0" 2219'-0", 11'-6 11'-1 31 13'-10 23 13'-4" 32 H 13'-3" 23 12'-9" 32 G 14'-6" 23 E 14'-0" 32 H 18'-8" 26 E 18'-0" 34 I 12 >- It MAX.COL F ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING } 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. MAx.POST FTG. SPACING =) o � ^=^ I..L. 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 MIN. SPACING (IN.) POST SPACING MIN. POST MAX.POST FTG. MIN. SPACING 2 (2).(3) F (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (IN.) (SPAN) (1) TYPE (IN.) POST (SPAN) (1) TYPE m � O 13'-7" 5 18'-0" 17 B 17'-8" 33 G 21'-8" 19 B 21'-4" 34 H 20'-9" 18 g 20'f4" 32 H 22'-8" 19 B 22'x" 35 I 29'-2" 20 C 28'-9" 37 17'-3 20 16'-6' 34 H 20'-10 21 20'-0" 36 K 20'-0" 21 19'-1" 34 I 1'-10 21 C 0'-10 36 K 28'-2" 23 E 6'-10' 39 K 5' 6 16'x" 16'-2" 32 G 19'-9" 19 C 19'-7" 33 H 19'-0" 19 B 18'-8" 32 H 20' 8" 19 20' 4" 34 H 21 26'-3" 36 15-10 15'-1' 33 H 19'-1" 22 18'-3" 35 I 18'-3" 21 C 17'-6" 33 I 20'-0" 22 C 19'-1" 36 I 25'-9" 24 E 24'-7" 38 K 6' g,_g„ �, 15'-214'-8 15'-04'-0"333GH 18'7'-8"222C18'163H17'-17'-0"122C17'-16,-2"333GH19'-18-0"223C18'-117,-8"335H123'10225E24'22'-9"337K78'-6" $18 8' 14'-3" 14'=1" 31 17'-2" 20 C15' 17'-0"32G16'6" 2016'-"30 G 18'-0" 2017'-8" 33 G2222'9"3513'-9 13'-1" 32G16-723 -10'34H5' -10"22C15' -2"32H 17'-4'23C16'-734 H 22'-325E37 K8' 13'-6"13'-3" 30 16'-3"2116'-0" G E 32 G 15'-6" 20 C 15'-3" 31 G 17'-0" 2116'8" 32 G21'-123 21'6~ 34 H,(L�-��9'13'-0 12'x' 32 15'-8" 23 15'-0" 33 H 15'-0" 23 14'-3" 32 H 16'-4" 24 E 15'-7" 34 H 21'-1" 26 E 0'-1" 36 K 9 6'-10" 10' 12'-9" 20 1�P7" l 30 15-4- G 21 15'-2" E 32 G 14'-9" 21 14' 6" 31 16'-1" 21 15'-1 32 0'-9" 23 20'3" 34 H 12'-3 22 • 11'-9' 31 14'-10 24 14'-2" 33 H 14'-2" 23 E 13'-7" 31 G 15'-7" 24 E 14'-10' 33 H 20'-0" 26 19'j1" 36 1 10' O 6,_2„ 11, 12'-211-9 223 C 12'-0'1'-3" 331 G 14'11" 224 E 14'-6" 14 332 H 224 E 3'-1 331 �j 15'-4" 5' 4 22q 15'- 19'-9" 333 23 19'-6" 35 2" 3,-7" G 13'-7" ---13'-0" -10" E X4,-2" I I 27 E 18'-2" 35 r 5'-8" 12' 11'-811'-3 223 C 11--6:--, 1 -010'-9' 331 G 114'-l:--3'-7" 224 E 13'-1n 2 W � W FNM � U � rn W Q�� u�w� W � M W W M o U rn �Z°p op Q M rn �t rn FESSIgy1 Uco) S5 85 OF CA0F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION =APPROVAL a d REVISIONS � wwc wre nescnvnon S 4 STEL JOB # 15.1071-1 e DATE 3rJrzo�s q� DRAWN BY MAP CHECKED pKR LATTICE COVERS ATTACHED & FREESTANDING � BEAM SPANS, � 10 PSF L.L, 110-130 MPH � e SH " 32 � 13'-6" 2? 32 H 14'-9" 22 14'-0" 33 24 18'-8" 35 13'-0" 32 24 E 12'-0" 32 G 14'-2" 25 E 13'-7" 32 H 27 E 17'-6" 35 - 35 I 35 OF 50 SHEETS i 0 0i 51 01 61 0I RI 0I 8 A " B a A34 FRAMING ANGLE SEE TABLE 2 FASTENERS, SEE TABLE 3— R.F. OR EXT. HANGER CHANNEL, 2X OR 3X� RAFTER BRACKET 0 0 F , 0 , EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS ALUM. PANEL 2XF OR EXISTING EXIST. RAFTERSAT 3x ALUM. RAFTER4 \Tr 24' O.C. AT ROOF EXIST. FASCIA BOARD OVERHANG OVERHANG ALLOWABLE PROD. -2X EXISTING EAV FULL DEPTH TO BEAM OVERHANG 2x FULL 2"x8" FULL OR WOOD SCAB, SEE TABLE 1 (24' MAX) 2" x 4" FULL 130, 13 WHERE OCCURS, 20 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 2"x8" FULL OR SEE TABLE 2 %A1 EAVE CONNECTION L EXISTING ROOF OVERHANG DESIGN LOADS, RDL = 3 psf CHIN) TO 8 psf (MAX) RLL = 20, 25, 30, 40, 6 50 psf 2. -EXISTING RAFTER ALLOWABLE BENDING STRESS IS TABLE 1 0 H " , NOTE: WHERE COVER CONSTRUCTION INCLUDES [30. ESIGN (E) WALL COVER -1I� 3116' STEEL NDTE� BRACKET CAN BE DETAIL A OR B. SITE-SPECIFIC ENGINEERING IS OADS OPENING PROJECTION g^ 0 114"0 TE ES,TYP. LDCATED ANYWHERE DN EAVE REQUIRED TO VERIFY ADEQUACY OF THE EXISTING 0 STUD WALL FRAMING WHERE ONE OR MORE OF THE 20 psf > B > 18' NOTE: PROVIDE WATER 0 TYP. BRACKET PROTECTION, METAL FLASHING FOLLOWING CONDITIONS OCCUR: 0 & SO.psl > 6' > 14' B O AT EVERY 2x CAUCK JOINTS AND SLOPE LEDGER OR WALL HANGER WITH FASTENEF- PER TABLES 3 8 1' 3 1' 2x WOOD STUD OR CONCRETE WALL �R1 WALL CONNECTION �`�J NOTE: WALL LEDGER ISNOMINAL LUMBER SIZE 2'x6" (AT 2'x634' MINIMUM RAFTERS), NOMINAL 2"x8' (AT 3'x8" MINIMUM RAFTERS) OR KILN -DRY WOOD -FILLED 2"x634' OR 3"x8" ALUMINUM SECTIONS. p TO DRAIN (OPTIONAL) O EXISTING EAVE ALLOWABLE PROD. TO BEAM OVERHANG SEE TABLE 1 1 1/4" 24' ') 2x6 OR 2x8 LEDGER RAFTER (3}#14x3 1/2' W. NOTEt PLACE 'SIKA FLEX' OR SIMILAR NOTE: BRACKET MAY BE MATERIAL BETWEEN BRACKET AND COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER SEAL W/ SAME CONNECTION'S. n ALTERNATE EAVE CONNECTION J NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS WITH A 10 psf MAXIMUM DESIGN LOAD. TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG EXISTING 26'-0" FRAMING MEMBER COVER AT ROOF LUSL OVERHANG 120 2"x 4" FULL (C) 2" x 6" NOTCHED 10 2"x6" FULL OR 2"x8" NOTCHED 2x FULL 2"x8" FULL OR 110'13 2"x10" NOTCHED 120,13 2" x 4" FULL 130, 13 2" x 6" NOTCHED 20 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 2"x8" FULL OR 25'-4" 2"x10" NOTCHED ¢= 2" x 4" FULL 40 PSF S.L. 2" x 6" NOTCHED 255 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 2"x8" FULL OR 25'-4" 2"x10" NOTCHED �o m 3 2" x 4" FULL WIND SPEED (EXP. B & C) 2" x 6" NOTCHED 30 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 2"x8" FULL OR 26'-0" 2"x10" NOTCHED 1- 2" x 4" FULL 110 120 130 2"x 6" NOTCHED 40 2"x6" FULL OR 2"x8" NOTCHED 26'-0" FULL OR 26'-0" 2"x10" NOTCHED 12"x8" 2"x 4" FULL 5' 2"x 6" NOTCHED 50 2-X6" FULL OR 2"x8" NOTCHED (A) 2"x8" FULL OR 26'- 2"x10" NOTCHED 0 H " , NOTE: WHERE COVER CONSTRUCTION INCLUDES [30. ESIGN (E) WALL COVER -1I� 3116' STEEL NDTE� BRACKET CAN BE DETAIL A OR B. SITE-SPECIFIC ENGINEERING IS OADS OPENING PROJECTION g^ 0 114"0 TE ES,TYP. LDCATED ANYWHERE DN EAVE REQUIRED TO VERIFY ADEQUACY OF THE EXISTING 0 STUD WALL FRAMING WHERE ONE OR MORE OF THE 20 psf > B > 18' NOTE: PROVIDE WATER 0 TYP. BRACKET PROTECTION, METAL FLASHING FOLLOWING CONDITIONS OCCUR: 0 & SO.psl > 6' > 14' B O AT EVERY 2x CAUCK JOINTS AND SLOPE LEDGER OR WALL HANGER WITH FASTENEF- PER TABLES 3 8 1' 3 1' 2x WOOD STUD OR CONCRETE WALL �R1 WALL CONNECTION �`�J NOTE: WALL LEDGER ISNOMINAL LUMBER SIZE 2'x6" (AT 2'x634' MINIMUM RAFTERS), NOMINAL 2"x8' (AT 3'x8" MINIMUM RAFTERS) OR KILN -DRY WOOD -FILLED 2"x634' OR 3"x8" ALUMINUM SECTIONS. p TO DRAIN (OPTIONAL) O EXISTING EAVE ALLOWABLE PROD. TO BEAM OVERHANG SEE TABLE 1 1 1/4" 24' ') 2x6 OR 2x8 LEDGER RAFTER (3}#14x3 1/2' W. NOTEt PLACE 'SIKA FLEX' OR SIMILAR NOTE: BRACKET MAY BE MATERIAL BETWEEN BRACKET AND COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER SEAL W/ SAME CONNECTION'S. n ALTERNATE EAVE CONNECTION J NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS WITH A 10 psf MAXIMUM DESIGN LOAD. TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG 26'-0" MAXIMUM PROJECTION 26'-0" 26'-0" 26'-0" 26'-0" r 110 120 WIND SPEED (MPH) AND EXPOSURE (C) (A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL SD9112 SCREWS WITH 2x FULL 11'-7" 110'13 110,C 120,13 120,C 130, 13 130, C 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" ¢= 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. 19'-6" 26'-0" 26'-0" 25'-7" 25'-4" 21'-2" �o m 3 WIND SPEED WIND SPEED WIND SPEED WIND SPEED (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 1- 1101 120 1130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 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) 26'- 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 7' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26l-0"9' 8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 10' (A) (A) (A) (A) (A) (B) (B) (B) (A) (A) (A)HA) (B) (B) (B) (B) (B) (B) 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) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 12 (A) (A) (A)(A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 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 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" <C> - (2) A DIAMETER LAG SCEWS (D) - %' DIAMETER LAG SCREW (E) - �'4 DIAMETER LAG SCREW 10'-10" 10'-10-110'-10"1 9'-2" 9'-3" - 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" r 110 120 130 (C) (C) (C) (C) 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" ll' -7- m� 15'-6 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" ~ 19'-6" 19'-0" 19'-0" 19'-6" 19'-6" 19'-6" 5' 26'-0" 26'-0" 1 26'-0" 26'-0" 26'-0" 26'-0" 1 130 110 120 130 (C) (C) (C) (C) (C) (C) (C) fl5'-3" 15'-3" 15'-3" 15'-3t) 13'-3" 15'-3 (C) 20'-9"1 20'-9"1 20'-9" 1 20'-9" 1 20'-9" 1 20'-9" 6' 7' 8' 9' 10' 11' 12' 10 PSF L.L. 20 PSF L.L. WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 110 120 1 130 110 120 130 (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) I (C) I (C) (C) I (C) (C) (C) (D) (C) (D) (C) (D) 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 110 120 130 110 120 130 110 120 130 110 120 130 (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (D) (D) (E) (D) (D) (E) (E) (E) (E) (E) (E) (E) (E) (E) (E) (D) (D) (D) (D) I (D) (D) I (D) (D) (D) (D) 1 (D) (D) (E) (E) (E) (E) (E) (E) (E) (E) (E) (E) (E) (E) ABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS WITH 6 -INCH MIN.THICKNESS COVER NUMBER AND TYPE LUSL OF FASTENERS 10 W 0 SIMPSON STRONG -BOLT 2 SS AT 48' O.C. (a,b) 20 W 0 SIMPSON STRONG -BOLT 2 SS AT 48' O.C. (a,b) 25 W 0 SIMPSON STRONG -BOLT 2 SS AT 48' O.C. (a,b) 30 W 0 SIMPSON STRONG -BOLT 2 SS AT 36' O.C. (a,b) 4O' 0 SIMPSON STRONG -BOLT 2 SS AT 36' O.C. (a,b) 50J61 0 SIMPSON STRONG -BOLT 2 SS AT 24' O.C. (a,b) FOOTNOTES TO TABLES 3 & 4: a. EMBED ANCHOR 3' MINIMUM INT❑ CONCRETE WALL AND INSTALL IN ACCORDANCE WITH ESR -3037 Io. USE 3' SQ,x3'4' STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL, c. WHERE ROOF PANEL RAIL OCCURS, USE 31�' DIAMETER LAG SCREW IN LIEU OF (2) Y'4' DIAMETER LAG SCREWS. 40 .w Ll W (D - (11 0) CN 00 0')M Z w U v p C3) W QWx u�w� W W ch W L.LI c� o U rn Z °O 00 Q M U) ai 'cT CA FESS I(y,� co S5.88... 1: OF CAL\ 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AW APPROVAL e REVISIONS g DATE DEscarDDN 4 STEL JOB It 151071-1 qq€ 3 DATE Y 2015 s DRAWN BY MAP qq€ 3 CHECKED DKR EXISTING EAVE CONNECTION DETAILS E SH -8 8 OF 50 SHEETS ri= Am E 7 0 8 e G e D o E o F /HANG E -R GHAN.NELS AND_MO_UNJ e G o ~� FASTENERS, T=,Q60' TYP,--1 1740"�'E TABLE 3, SHEET 4 FASTENERS, 1.50" SEE TABLE 3 SHEET 8 300' •078 ALUM. 3004-H36 O6 ' B3 Tw 25"R 05 N 1.5 " .010"x90" 202" FASTENERS, SEE TABL 1= 0.04" (2) DIA. SEE SHEET 4 N M `�° 563' .281" .20 5' p (7 J ` Q CONTINUOUS A- RAIL =� FASTENERS ROOF PANEL � (WHERE OCCURS) 0 04 co SHEET 8 SEE TABLE 3 06 • FASTENERS, '!' ALUM.ALLOY - FASTENERS, 1'75"ALUMALLOY SEESHEET4 6063-T6 }-1.SEE TABLE 3, SHEET 4 ALUM.ALLOY 60® ALUM.ALLOY 6063-T6 6063-T6 O ROLL FORMED O EXTRUDED HANGER /CONNECTION O I.R. HANGER "H" BRACKET HANGER NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED AT ROOF LOADS EXCEEDING 30 psf. (3) Y"0 LAG SCREWS �^��—�� L.L: (2)#]4 SMS EA SIDE 1 1!2" `-20#,25#;3O#-L L =(3)#14 SMS EA SIDE BEAM SPLICE TO #14 SDS, 40#,50# L.L.=(4)#14 SMS EA. SIDE OCCUR DIRECTLY OVER 5/8"0 PLASTIC 3 PER SIDE I POST. NOT PERMITTED PLUG WHERE —I 1' 6 SCREWS @ 2 -POST UNITS SCREW IS INSIDE �3/4" OR 1 1/2" PER SIDE I 2" x 6 1/2" OR .5" #14 SMS MAY 5" MIN. 3"x 8" ALUM. TE "5" BE USE AS RAFTER ALTERNATE BOLTS U) _ 5"3/4" OR 1 1/2" 8" BEAMf~n3"x8"ALUM. -- ----5"IX 1' HEADER U -BRACKET El EXISTING WOOD STUD FRAMING Sx8"ALUM. (E) STUCCO 6 1/2" SIDEPLATE EA.2 !�' (E) STUCCO RAFTER 2 EACH 1/4'0 x 3-1/2"LAG SCREWS L.L.=10 psf I SIDE SEE POST SCHED. PENETRATION 2 EACH 1/2"0 x 3 1/2' LAG SCREWS L.L.=20,25 and 30 psf #14 SMBRACKET 2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf TOP, MNOTE: LENGTH OF LAG SCREW SHALL PROVIDE (2" MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. Q. POST BETWEEN SIDE PLATES THREADED PORTION OF SHANK COMPLETE NOTE: USE LEDGER WHERE RAFTER SPACING PENETRATION INTO EXISTING CORNER STUD. EXCEEDS EXISTING STUD SPACING. -SEE -TABLE -3 -SHEET 8. SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11 HEADER BRACKET 2 RAFTER TO STUD WALL CONNECTION 3 BEAM TO POST CONNECTION 8 1 1/2" OR 2'LATTICE #8 S.M.S. ALTERNATE 12' #8 S.M.S. EACH SIDE BOLT CONNECTIO DOUBLE RAFTER- EXISTING ALUMINUM MEMBER WITH 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' 4•#14 S.M.S. EACH (NEW OR EXISTING) BEAM RAFTER TO COL SEE 3 SHEET g NOTE. DETAIL B, CONNECT. (8 -TOT.) 2'X6.5' OR 3"x8" RAFTER 'uS 10 1 ALTERNATE: 1/2" BOLT ti 10 0 r 4-70 6• ALTERNATE: FASTNERS, SEE TABLE 3, SHEET B 1. (2} #14 S.M.S. EACH RAFTER TO COLUMN CONNECTION 5/8' 0 ACCESS 3"x 3"STL.POST (24") ° ALTERNATE: (4 -TOTAL) HOLES INSTALL 6 — >k14 INSERT ATTACHED OR (2}2x6.5" OR 3' SO. POST 3'x 3'STL.POST COLUMN 2 'x8'HEADER ALTERNATE: )( FOR FREESTANDING ( (2} 2x6.5" OR (2}3'x8' HEADER EXISTING LONG SDS E EACH 1�2}1/ BOLT / ALTERNATE: ' 1' STUCCO OR EQUAL HEADER TO 3"x3'xO.024' (1) - 1/2' BOLT OR 2.5' PENE. INTO EACH WOOD STUD COLUMN 2"x 6.5" SIDEPLATE CONNECTOR (2)- #14 S.M.S. EACH RAFTER (12,FASTENERS PER DBL. RAFTER / DBL. HEADER CONN. 4O STUB COLUMN TO DOUBLEHEADER CONN. O5 EXIST. STUCCO T DETAILDGER O DOUBLECOLUMN DETAIL C4 f` W to `6 Z w�co th O U v W Q�� uU)w`� hWw� M M U rn 00 r- Z 00 � ch V' rn �FESSlp,� S58 8 5 . 1. . OF. CAI \ 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHI APPROVAL I i ( i I 0 REVISIONS a ukw DATE DESCPJPf10N y� 4 STEL JOB 0 15-1071-1 3 s DATE YY2015 qq DRAWN BY MAP y CHECKED DIO2 p@ HANGER CHANNELS AND MOUNTING BRACKETS SH -9 9OF50SHEE7S a 8 1 0 2 0 3 o 4 o s 0 A o n T BRACKET @ 3 -SQ. POST W/ (4)#14 SMS EA. SIDE OF POST OR 1/2" M.B. THROUGH POST POST 1 (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) SLAB SHALL BE IN GOOD CONDITION FOR SIZE - 3 1/2' MIN. SEE FOOTING IN BEAM SPAN TABLE OEXISTING SLAB ATTACHED COVERS ONLY O8 ALUM. ALLOY 3.00" OR :4k 75" q 7/16"0 HC FOR 3/8" 1 5" ASTM A500 GRADE B INSTALL 1Y" x 1Y2" x YB" HDG C3 WASHER PLATE AT ANCHOR! 157'TYP. .090TYP. USE FOR 3" OR 4" INSTALL 1Y2" x 1Y" x YB" HDG STEEL POSTS WASHER PLATE AT ANCHORS FOR 130 MPH 1; 2- 5/16"0 NOTE: CONCRETE SLAB ANCHORS SHALL BE NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. %" DIAMETER SIMPSON STRONG -BOLT 2 SS (ICC -ES ESR -3037) e ry ALUM "T" BRACKET C STEEL "T" BRACKET U o E o F o "G o I ALUM.TBRACKET USE WITH POST POST TYPE B,C,D, OR E. STEEL.T BRACKET OR 9- SO. BASE PLATE USE WITH POST TYPE B,C,D,E,F,G,H,J OR K SEE TABLE 1 NNW a 'V DEPTH a d ; v POURED CONCRETE FOOTING SEE TABLES QUARE POSTS TO CONC. FOOTING ATTACHED COVERS ONLY m TABLE 1 TABLE 2 OTE 3rM15 3" OR 4" SQ. 4 5" ATTACHED ONLY ATTACHED AND 1 16" 10. 188" FOOTING & ANCHOR BOLTS FREESTANDING ASTM A500 STEEI GRADE B T.O.C. USE F e ALTERNATE FTG. I I I I F, G. I FOOTING SIZE SINGLE POSTS EMBED. CUBE SIZE SO. 18' DEEP 'CUBE FTG. BOLTS 1/2 DEPTH OF 1 i 18" 18" SQ. 12' 20" 21' SO. 12" 1r - zr cuBED (q (z}a/B e 1 718" FOOTING OR 12" MIN. EMBD. I , 23" & 24' CUBED (1) (2}12"0 3114" 22" 25" SO. 16' 51DE OF FLANGES g" SQ. X 5/8" THK.-' 24' 281 SQ.. 20' _I'L• `""' I I 25- - 30' CUBED (2) (4}12'0 31/4" - 26' 32' j 1-7/16"0 HOLE SQ. 23' 1 • U' W 31'-34'CUBED (2) (4}5/8'0 4' 28" 35' SQ- 25' 30" 39" SO. 28" WELDED STEEL BASE PLATE 1 OM. X9" LONG, 1" '� • • ; • Nb?'• - UI 0) _ 35" - 39' CUBED (2) (4}3/4.0 4 314' 32" 43' SQ. 30" ) M. 47" SQ. 32' 40' - 42' CUBED (2) (d}314'0 43/4• FROM END •; `_ ' W 36' S1' SO. 34' OF POST . } LU NOTE: BOLTS SHALL BE SIMPSON STRONG LT 2 SS 38" 55" SQ. 37' (ICC -ES ESR - 303 7) POURED 40" 60' SO. 39; 1) MAY USE EITHER STEEL T BRACKET OR CONCRETE SQU SCHED 42" 64' SQ. 41 �.j ALTERNATE FREESTANDING BASE PLATE FOOTING SPAN 69" SQ. 43j j 2) REOUIRES USE OF ALTERNATE FREESTANDING BASE PLATE. SQUARE„POST EMBE �-INTO`FO - ' CUBE FooTING W/ 31? SLAB I(3)-3/4"0 E FOR POST TYPE F, G, H, I Pk05T ONLY: :)ST TYPE , 1,x,1, OR K W m H Z a W ED Z ARE, SEA ULE IN E TABLES D. " OTING ALTERNATE FREESTANDING BASE PLATE ANCHOR Iy� rl— ti M 412 04 000 O w M W pU rnv w a� iI t U) w LL W W M o U rn Z 00 ® Q Co Cil �^ S5.8,5, ■ 5' 03-03-15 DURALUM IAPMO 0195. ASSUMPTION REVISIONS 0eseaP,a" STEL JOB k 151071-1 ' OTE 3rM15 3" OR 4" SQ. 4 5" LAWN BY MAP INSERT 1 16" 10. 188" 4 5" ASTM A500 A GRADE B T.O.C. STEEL e . I' (4)- SS316 3/4"0 STRONG -BOLT 2 SS STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) 2 FLANGES INSERT TO BASE PLATE 3/16" 2 1/8" APART POST --, BASE FLARES INSERT TO 3"WIDE EA. 51DE OF FLANGES g" SQ. X 5/8" THK.-' FOR POST, THK. BASE PLATE D ?"WIDE FOR 4" POST (ASTM A500 GRADE B STEEL ) j 1-7/16"0 HOLE 1 Ya" 6 y" 1A. & 2-3/8" HOLES s �„ TYP. EA. SIDE WELDED STEEL BASE PLATE 1 ALTERNATE FREESTANDING BASE PLATE ANCHOR Iy� rl— ti M 412 04 000 O w M W pU rnv w a� iI t U) w LL W W M o U rn Z 00 ® Q Co Cil �^ S5.8,5, ■ 5' 03-03-15 DURALUM IAPMO 0195. ASSUMPTION REVISIONS 0eseaP,a" STEL JOB k 151071-1 ' OTE 3rM15 s bb LAWN BY MAP 3 PECKED DKR ,OLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH -10 e 10 OF 50 SHEETS 1 2 w A o o C o LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS } La 2"X6.5"X0.032" SIDE PLATES 110 MPH 120 MPH 130 MPH 5" #14 SMS MAY EXP. B EXP. C EXP. B EXP. C EXP. BI 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 1 7 a= mc) It 2"X6.5"X0.042" SIDE PLATES 110 MPH 120 MPH 130 MPH EXP. BE -XP. C EXP. B EXP. C EXP. B EXP. C 5' 2 2 2 2 2 3 6' 2 2 2 3 3 3 7' 2 3 3 3 3 4 8' 2 3 3 4 3 4 9' 3 3 3 4 4 5 10' 3 4 4 4 4 5 11' 3 4 4 5 5 6 12' 3 4 4 5 55 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. 61 F— (a BEAM SPLICE TO - Y OCCUR DIRECTLY OVER 5/8'0 PLASTIC POST. NOT PERMITTED PLUG WHERE 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE PER SIDE I 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,,, WALL iANGER Co co�eoRN, S r f��- r (E) STRUCTURE 5" #14 SMS MAY BE USE AS 3.5" 3.5" ALTERNATE TO 1/4'0 BOLTS 3.5' POR❑2 LU 3.5" 3"x x0.0 2" V 1/ (2) 2"x6 5"x0 2" SIDE PLA 8" BEAM I .5" I SE SEE NOTES (3 BELOW I I 6 1/2" SIDEPLATE EA. I SIDE SEE POST SCHED. #14 SMS EA. SIDE C I_Ut IN 2 TOP, MID HEIGHT SPAN AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES POST SCHEDULE 3" SQ. x .032" + (2}2" x 6 1/2" x 0.032" 3" SQ. x .032" + (2}2" x 6 1/2" x 0.042" W/ (6)#14 S.M.S. EACH SIDE. ❑2 W/ (8)#14 S.M.S. EACH SIDE. USE ON CONC. SLAB ONLY USE ON CONIC. 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,,, WALL iANGER Co co�eoRN, S r f��- r (E) STRUCTURE ROOF PLAN FASTENERS, :ET 4 ROLL -FORMED 1114 SMS a 32' O.C. MAX. OR IRP (4 MIN. PER PANEL INTERLOCK) OLL-FORMED PANEL SEE SHEET 4 QROOFHANGER #14 SMS a 32' aC. 4MIN.PERf" "� ALUMINUM TOP & BOTT. 0.024' 'ION, P ROLL -FORMED PANEL INSULATED ROC IF PANEL" INTERLOCKING SEAM INTERLOCKING JOINT N ti WN o Z W �' M ZUrn w ¢� cf) W UJI W W M M M U �ZC0O Q UM rn korn FESS IpW 4 S588.5 1 . OF CAI \ 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AW APPROVAL REVISIONS Ura Dere DeSCRFnoN 4 STEL JOB R 15.1071-1 DATE YY1015 DRAWN BY MAP CHECKED DKR LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH -11 11 OF 50 SHEETS C LU N 1. 3"x x0.0 2" V 1/ (2) 2"x6 5"x0 2" SIDE PLA TES. SE AN (3 C I_Ut IN 2 . PER SPAN T BLE$ ' 0 GO PROJEC � S "All O ROOF PANEL ATTACHMENT LENGTH L ROOF PLAN FASTENERS, :ET 4 ROLL -FORMED 1114 SMS a 32' O.C. MAX. OR IRP (4 MIN. PER PANEL INTERLOCK) OLL-FORMED PANEL SEE SHEET 4 QROOFHANGER #14 SMS a 32' aC. 4MIN.PERf" "� ALUMINUM TOP & BOTT. 0.024' 'ION, P ROLL -FORMED PANEL INSULATED ROC IF PANEL" INTERLOCKING SEAM INTERLOCKING JOINT N ti WN o Z W �' M ZUrn w ¢� cf) W UJI W W M M M U �ZC0O Q UM rn korn FESS IpW 4 S588.5 1 . OF CAI \ 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AW APPROVAL REVISIONS Ura Dere DeSCRFnoN 4 STEL JOB R 15.1071-1 DATE YY1015 DRAWN BY MAP CHECKED DKR LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH -11 11 OF 50 SHEETS o C o D o - � E o , F o G o RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH o 2 o 3 o 4 0 5 0 5 I 024' 6. .024' 6. 1.032'.032' .042' .042' MAX, -1 * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS' ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR OR EQUAL. EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING EXP. B & C 0: I • 'a M W CN QD `6 W �rn mco 2 0�� w Q� C) w '� w W M LU LLl M o U a' Z °O co Q M �9 �pfESS Iqy� Q S5.8.5. � OF CAL\F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION REVISIONS o no" STEL JOB R 15-1071.1 I! NTE 3132015 E ;AWN BY MAP g 3 7ECKED prR RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS t SH -6 p 6OF50SHEETS 8 v� 7 � AIIIIIIIIIII 1311111111111 SPLICE WHERE OCCURS - 0.075' TYP. 6.5" ROLLFORM GUTTER FASCIA MAG BEAM A M. ALLOY B ALUM. ALLOY 3004—H36 6063—T6 (,)DBL. 2"x6.5"x 0.042" I ALUM. ALLOY 3004—H36 OR EQUAL 1-_,l D B L. 2 "x 6.5"x 0.0 3 2" �ALUM. ALLOY 3004—H36 OR EQUAL -T=12 OR 14 GA A653 SS GRADE 50 G60 .042' TYP.r DBL. 3"x8"x0.042" BEAM W/ DBL. 14 GA. STL. INSERT ALUM. ALLOY 3004—H36 OR EQUAL DBL. 3"x8"0.042". BEAM P W/ DBL. 12 GA. STL. INSERT ALUM. ALLOY 3004 H36��' i 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. SPLI( WHEF OCCUF 0.0 T' EXT. CLIP TYP. I SPLICERE T=12 GA. WHE OCCURS I ASTM A653 SS I GRADE 50 G60 .032' 4.6' ALUM. 4" I -BEAM I (�ALUM. GUTTER V ALUM- ALLOY 6063—T6 6063—T6 3x8"x0.042" BEAM n ALUM. ALLOY 3004-H36 OR EQUAL I Rt 3"x8"x0.042" BEAM ALUM. ALLOY 3004—H36 OR EQUAL A40' ALU / ae• sT»:L 3 ' .032' 3 28' ALUM 3" SQ. ALUM POST 3°;SQ,.AL--UM POST, B ALUM. ALLOY 3004-1136 0—AL'UM:"ALL-OY3004-H36 HEIGHT LIMITED TO 3" SQ. STEEL POST 10'-0" MAXIMUM. F ASTM A653 GRADE 50 CP60 3" SQ.0.032" ALUM. BEAM E STM A653 SS GRW/ 12 GA. STL. "U" CHANNEL AADE 50 G60 7 T=12 OR 14 GA. ASTM A653 SS GRADE: G60 ASTM A653 GRADE 50 G60 3"x8"x0.042" BEAM N W/ 12 GA. STL. INSERT ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3'x8' BEAM. n nDe• 3" SQ. ALUM. POST DWITH SIDEPLATES ALUM. ALLOY 3004-H36 OR EQUAL INSERT T=.125' WHERE ALUM. XXURS ALLOY 6063-T6 7 0.110' TYP. 7" I -BEAM F ALUM. ALLOY 6063—T6 W/ 1 "C" INSERT G ALUM. ALLOY 6063—T6 %1 W/ (2) "C" INSERTS fl ALUM. ALLOY 6063—T6 NOTE: WHERE 'C' INSERT OCCURS AS SHOWN IN SPAN TABLES, IT SHALL BE INSTALLED THE FULL LENGTH OF THE 7" I—BEAM. 0.075'3, TYP. E_ F--3.01 E MAG POST ALUM. ALLOY 6063-T6 NOTE: EACH HEADER BEAM TOP AND BOTTOM FLANGES SHALL BE CUT AT EACH INTERIOR COLUMN WHERE 3 OR MORE COLUMS OCCUR. DO NOT CUT FLANGES AT END COLUMNS. SQ. STEEL POST ASTM A500 GRADE B 2 M W � o W U)NCC) 2 w cy) cn Z O U rn W Qwx U) 11.1 L L W W M u1uJM cn C5 U rn Z Co U) c� rn rn ESSI O $5.8.8.5. �. 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AW APPROVAL REVISIONS WM DATE DESdti" 1 1 I 4 STEL JOB 0 15.1071-1 s' DATE 7=15 7� DRAWN BY MAP i CHECKED DIM 4 HEADER BEAM TYPES, COLUMN / POST TYPES f SH -7 7 OF 50 SHEETS z 2 1; =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 M W � o W U)NCC) 2 w cy) cn Z O U rn W Qwx U) 11.1 L L W W M u1uJM cn C5 U rn Z Co U) c� rn rn ESSI O $5.8.8.5. �. 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AW APPROVAL REVISIONS WM DATE DESdti" 1 1 I 4 STEL JOB 0 15.1071-1 s' DATE 7=15 7� DRAWN BY MAP i CHECKED DIM 4 HEADER BEAM TYPES, COLUMN / POST TYPES f SH -7 7 OF 50 SHEETS z 2 1;