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BPAT2016-0090s aw 78-495 CALLE TAMPICO , LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT Application Number: BPAT2016-0090 Property Address: 54300 ALYSHEBA DR APN: 767770073 D Application Description: SCARCELLA / PATIO COVER/per\1 0 Property Zoning: Application Valuation: $2,000.00 SEP 0 6 2016 � Applicant: Cj1YQF VALLEY PATIOS INC DBA VALLEY CONCRETE & C0'�h'JNITyOF4E �; �D q 37897 CHESTERFIELD STREET EFHRT!dENT INDIO; CA 92203 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- C-8 C51 License No.: 937811 Q Date:. b 1O Contractor: A I l Pc:u OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044' Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale-)- ( 1 ale.).(1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). I ) I am exempt under Sec. . B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's i Lender's Address: VOICE (760) 777-7125 FAX'(760) 777-7011 INSPECTIONS (760) 777-7153 Date: 9/1/2016 Owner: MICHAEL SCARCELLA 54300 ALYSHEBA DR LA QUINTA, CA 92253 Contractor: VALLEY PATIOS INC DBA VALLEY CONCRETE & 37897 CHESTERFIELD STREET INDIO, CA 92203 , (760)534-4634 LIC. No.: 937811 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 ofhe work for which this permit is issued. rv-11- 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: GRANITE STATE INSURANCE COMPANY Policy Number: 002008185 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 a Labor Code, I shall forthwith compl�ycytwit thos provisions. Date:`? b Applicant:. WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above -me ion property for inspection purposes. Date:• ` , Signature (Applicant or Agent) 103 k A Date: 9/1/2016 Application Number: BPAT2016-0090 Owner: Property Address: 54300 ALYSHEBA DR MICHAEL SCARCELLA APN: 767770073 54300 ALYSHEBA DR Application Description: SCARCELLA / PATIO COVER LA QUINTA, CA 92253 Property Zoning: Application Valuation: $2,000.00 ' Applicant: Contractor: VALLEY PATIOS INC DBA VALLEY CONCRETE & -VALLEY PATIOS INC DBA VALLEY CONCRETE & 37897 CHESTERFIELD STREET 37897 CHESTERFIELD STREET INDIO, CA 92203 INDIO, CA 92203 ' (760)534-4634 ------------------------------------------- ------------------------------------------------- Llc. No.: 937811 Detail: NEW 200 SQ. FT. ALUMAWOOD PATIO PER 2013 CRC CODES a k A FINANCIAL •• • 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 PATIO COVER, STD, OPEN 10170000-42404 0 $97.17 DESCRIPTION ACCOUNT QTY AMOUNT PATIO COVER, STD, OPEN PC 101-0000-42600 0 $95.72 Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 DESCRIPTION ACCOUNT QTY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $0.50 Total Paid for STRONG MOTION INSTRUMENTATION SMI: '$0.50 TOTALS: $194.3 I tl Qin # Permit # VAJ_ 2-01 ` - Project Address: �LA2,po . City of La Quiliia Building 8I Safety Division 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet ��- Owner's Name: • GCA �C L e� ` t A. P. Number: Address:�j Legal Description: City, ST, Zip: � v� Z1,'53 Contractor:ve, ` Telephone: . »>> >«< Address: ?C{Clo0 T ^ri (� Project Description: City, ST, Zip:' Telephone: P o . Co �o � l l State Lic. # : 3 ") 1 City Lie. #< Arch.,`Engr., Designer: Address: City, ST, Zip - Telephone: hone: Con :structi n TYPe: Occupancy: State Li c. Ltc. #. roJect tYPa (circle one 0Alter New Demo Name of Contact Person:Sq. Ft.:v # Stories: # Units: Telephone # of Contact Person: Estimated Value of Project: Z �� APPLICANT: DO NOT WRITE BELOW THIS LINE tl 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 Calcs. 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 corrections/issue Electrical Subeontacl'or List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. R.O.A. Approval Plans resubmitted Grading IN ROUSE:- ''d Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees, Total Permit Fees A RE -INSPECTION FEE OF $7252- "AN ADEQUATELY SIZED DEBRIS CONTAINER WILL BE CHARGED IF THE APPROVED ISREQUIRED ON THE JOB SITE DURING ALL PLANS AND JOB CARE ARE NOT ON PHASES OF CONSTRUCTION AND MUS THE SITE FOR A SCHEDULED EMPTIED AS NECESSARY. FAILURE TO DrCCEIVED INSPECTION CAUSE THE CITY TO HAVE THE CONTAINER NO EXCEPTIONS! i,:�PED AT THE EXPENSE OF THE OWNER/ AUG 2 9 2016 t CONSTRUCTION H® Octo er Ist - April 30 Mon lay - Friday: 7:00 a.m. 1 Satu •day: 8:00 a.m. to 5 nua ay: Ione Government Mode Holidays: bone rr av kst — :yJa -,i ati is 7th Af(,= ;ay • Friday: 6:00 a.m. to 7:00 p.m. Sat! .1"ay .. 8:00 a.m. to 5:00 p.m. su<a r,V: Done rn aat Code Holidays:- bone iScarcella Residence 54300 Alysheba Dr onstr fiction is T PERMITTED La Quinta, CA 92270 n the following C de Holidays: Proposed Alumawood Patio ' Cover New Year's Da 'Dr. Martin Lut er,Kinglr. Day Pr sident's Day M morial Day In dependence Day Laer Day Ve erar' Thanksgiving D y - Chrisf oras Day C®ft9MU€ ITT DEvELOKAENT I I . I - Driveway CITY OF LAQINTA BUILDING & SAFETY DEPT. APPROVED ' 7 DATE _BY_ o G o ° PATIO COVER SYSTEM AS MFG. �3Y: DURALUM PRODUCTS, INC. 1 GENERAL NOTES: DESIGN REQUIREMENTS: WIND SPEED CONVERSION TABLE: GOVERNING CODES: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & CBC / IBC EQUIVALENT CRC / IRC SEISMIC DESIGN CATEGORY: D MAPPED SPECTRAL RESPONSE COEFFICIENTS: S8= 1.50, S, = 0.6, S°,= 1.0, Sq= 0.50 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE IBC APPENDIX CHAPTER I. 2012/2015 WIND SPEED WIND SPEED S. DESIGP(ASSUMPTIONS: INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND . ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' 6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURESLEVEL ) o 30, 4D & C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10' 1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. 85 MPH AND THE 2015 ALUMINUM DESIGN MANUAL -ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN COMMERCIALL APPLICATIONS -CBC AND IBC CHAPTER 16. IONS 110 MPH EXISTING OR NEW CONRETE SLABS.T ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AH1052 FOR 10 psf RESIDENTIAL CONSTRUCTION ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY JNCLUDE.ONLY ° CARPORTS. 93 MPH AND ACI ;318-14 FOR 20,2t AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. 25, 30, 40 & 50 psf) 120 MPH FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: 130 MPH 101 MPH DRAWING NOTES: 2 ALL ITCMC D ADDITIONAL DESIGN REQUIREMENTS: B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). 2 ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. ± yr rtSvr FAN-, nu+v�'c arHrv, venin aicc, • 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. FOR APPLICATION AND USE. MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 3; OCCUPANCY CLASSIFICATION AND RISK CATEGORY: If. 11. 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: SITE DESIGN PARAMETERS: Akron -CTT E H WORKAND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. SITE CLASS: D 5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE SEISMIC DESIGN CATEGORY: D MAPPED SPECTRAL RESPONSE COEFFICIENTS: S8= 1.50, S, = 0.6, S°,= 1.0, Sq= 0.50 AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE RESPONSE MODIFICATION FACTOR, R:1.25 SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED S. DESIGP(ASSUMPTIONS: CHANGE ORDER. A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' 6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' 3 8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10' 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 A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: EXISTING OR NEW CONRETE SLABS.T L 10. 20 POUNDS PER SQUARE FOOL. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY JNCLUDE.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. TITLE SHEET AND GENERAL NOTES. 11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT. B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). 12. MINIMUM COVER PROJECTION IS 10'. C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN 4 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE TABLES. EXISTING OVERHANG. D. TYPE OF HEADER, POSTTYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE 14. COVERS ARE DESIGNATED 'RIDGED BUILDINGS' AS DEFINED IN ASCE/SEI 7. SITE-SPECIFIC DESIGN LOADS. 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN E. APPROPRIATE STRUCTURAL 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 (HIP), 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, FT), SHALL NOT SHEET # SHEET TITLE / DESCRIPTION BE LESS THAN ONE (1). STRUCTURAL ENGINEERING FIRM *ST R UCTURAL ENGINEERING 26030 ACERO SURE 20D PHONE: (949) 305.1150 17 MATERIAL SPECIFICATIONS: T-0... :............TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO. CA 92691 FAX* (949)305.1420 19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. SH -1 .............SOLID PANEL STRUCTURES STRUCTURAL ENGINEER 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN K ROSEPINK SE 5885 WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. SH -3 ............. PANEL SPANS TRI -V, W -PANEL &FLAT PAN POINT OF CONTACT: ANTHONY TRAM 21. CONCRETE SHALL HAVE A MINIMUM 26 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 SH -4 ............MINIMUM FASTENERS -t PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS TABLE 1806.2ANDSECTION S SHA.a. SH - 7 ............HEADER BEAM TYPES, COLUMN / POST TYPES 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. SH -8 ............EXISTING ESVE CONNECTION DETAILS y 24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. SH -10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS CITY OF ' n .� 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS E) 7� ��1 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES 1976 OR APPROVED EQUAL. ESR SH - 12 ..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS L- DING & SAFE 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH SH - 13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF). SH - 14 ..........BEAM TYPES FOR ATTACHED &FREESTANDING SOLID COVERS i 28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2, EXCEPTION 2. �o,,,�:SH-.15-17..... SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH ; FOR CONST WIND SPEED CONVERSION TABLE - SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 110-130 MPH r�r✓ SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH I Q,gTF l THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. r` SH - 24-27: .... SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH ` B FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND - SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH SPEED BY F0.6 SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION- ��' SH - 34-36 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH SHALL BE BASED ON 85 MPH = 110 MPH. SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 110-130 MPH. 0.6 SH - 39-40 .....LATTICE COVERS A-TACI�D &FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH - -` �'S SH - 41-42 .....LATTICE COVERS ATTAGWS-Sk FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH WHERE SNOW LOADS OCCUR, IT IS THEREPONSIBILITY OF THE SH - 43- 44 .....LATTICE,�OVER _ATTACHED &FREESTANDING BEAM SPANS, 40 PSFS.L, 110-130 MPH CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL HS 45-46 .....LATTICE COVERS ATTACHED &FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH SH -.47 ..........INSULATED ROOF PANEL ATTACHMENT DETAILS t AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND SH 48 !.... . 'SNOW DRIFT DESIGN SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SH - 49 ..........SPAN REDUCTION FACTOR TABLES SHEETS 49 FOR SPAN REDUCTION FACTORS. • • SH - 50 .........ADDITIONAL STATE LICENSURE STAMPS O N C:) CA O r N 5 W M c� F- Q ai n U rn w � O X �uW L¢L. W>- Q z U-3 . S o Cl7 DURALUM IAPMO 019.. Z IIIA J APP Z OJ ON ® 7 5 LuC-10 ol LD O and Q LAM V 0 O U STEL JOB S DRAWN BY CHECKED DESCRD'PON 3 a I E g I i 10.1071 00.23.16 AT SOLID PANEL STRUCTURES SH - O1 0 OF 50 SHEETS F 7 0 B 9 ATTACHMENT ROOF PANEL SEE TABLES SEE DETAIL A, B & C. SHEET 4 FOR ROOF S SHEET 8 PANEL ATTACHMENT TO NOTE: NO SPLICE AT EX IOR POSTS SUPPORTING WALL HANGER & BEAM. 0. SP/ "O.H." NOT TO EXCEED 25% CHANGEABLE WITH ANY OTHER OF ROOF PANEL COMPONTENT UNLESS OTHERWISE SHOWN. ALLOWABLE SPAN SEE DETAIL 11, SHEET 12✓ BEAM FOR MANDATORY SPLICE. Sp/ OSrSp NO BEAM SPLICE AT EXTERIOR POSTS. SEETAe/ POSTS, SIZE VARIES SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS SOLID PANEL STRUCTURE 3 1/2" SLAB ATTACHMENT)w MAY BE USED NOTE: NO SPLICE AT EX IOR POSTS WHERE PERMITTED. 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. ' n OF ST RUCT URE ARIES OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEETS ROOF ATTACHMENT OVERHANG, SEE DETAIL A, B & C. OR WOOD, OR ROOF PANEL SEE TABLES SHEETS ANERGTy OF CONCRETE SHEET 4 FOR ROOF S/1q� S . r WALL SEE PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT. T/1FP OTBEC UREVAR/ES SHEETS SUPPORTING WALL ROJFCT/ NS THAN HANGER & BEAM. O. "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12� FORNBSPLICE AT S ATORY SPLICE. pO �pgN/ BEAM - SEE TABLES O EXTERIOR POSTS. SEE TAB /NG FOR POST SPACING = s O -H. POSTS, SIZE VARIES FXCEE rTo N SEE SHT. 11 FOR MINIMUM OFS 025% NUMBER OF REQUIRED COLUMNS A« 44 W BLF c_ 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 SHEET FOR ROOF PANEL ATTACHMENT TO SUPPORTING BEAM. MIN. 0.25" SLOPE PER FT. "O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEED 25% OF ROOF PANEL OF ROOF PANEL ALLOWABLE SPAN— t ALLOWABLE SPAN J� SEE DETAIL 11, SHEET 12 ✓ B SEE DETAIL 11, SHEET 12✓ g FOR MANDATORY SPLICE �M Sp FOR MANDATORY SPLICE EAM Sp NO BEAM SPLICE AT ,I ' pOSTSpgN/ BEAM - SEE TABLES NO BEAM SPLICE AT POST Spm/ BEAM - SEE TABLES EXTERIOR POSTS. a SEE TAB EgNG FOR POST SPACING = EXTERIOR POSTS. SEE TAB FS/vG FOR POST SPACING POSTS, SIZE VARIES 4 y NOrTO < POSTS, SIZE VARIES - O'kf.NOTr�II ops " iv OF B 3 1/2" SLAB ACCO 3 1/2" SLAB 4CO SL MAY BE USED ! _ _ �LESp AIV MAY BE USED ESp TO CONSTRAIN TO CONSTRAIN W� +. FOOTING, SEE FOOTING, SEE. w TABLES TABLES FOOTINGS--' I wI J SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "C" FREESTANDING W/ CANTILEVER OPTION FOOTINGS ✓ W SEE TABLES } NOTE: EACH COMPONENT IS r j, INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION O C:, co N O �mC5 �Lu W Q Z S M O co S (n O� N � 07 Q-,ESSl l �:,�, Kco ms, o S5885 1 OF CA0i_ 06-23-16 DURALUM IAPM0 0195 AHJAPPROVAL REVISIONS WK DATE DESCPIPION 4 STEL JOB S 16.1071 DATE 06-M-16 DRAWN BY AT CHECKED GM SOLID PANEL .STRUCTURES SH- 1 i OF 50 SHEETS r 0 C o D o E o F OPEN LATTICE STRUCTURES RAFTER, SEE TABLES A o 0 0 0 C o D o E o F OPEN LATTICE STRUCTURES RAFTER, SEE TABLES WALL LEDGER OR ROOF G MAX. O.H. H SEE DETAIL A,138 C, ,y��_25%OF RAFTER "'-1• ALLOWABLE \ SHEET 8. •144,RZ5 " SPAN O�q@�SFg4j�G 2 W_ MANDATORY BEAM SPICE - SEE �G� G• i MANDATORY BEAM SPICE - SEE 60• o DETAIL 11, SHEET 12 G• NO BEAM SPLICE AT �3 �OeQ 24 • EXTERIOR POSTS �3 OVF �G LENGTH OF STRUCTURE VARIES EXTERIOR POSTS, iv = OV 'C POST WITH SIDE PLATE S 3 ' 6E - LENGTH OF STRUCTURE VARIES SEE SHT, 11 FOR MINIM M a srspsa 1'„G NUMBER F REDUI S H FFr'9@ COLUMNS CNG �S ySpq SFF SpgC �i 1p 312' SLAB Al TACHMENT rsagO9N� MAY BE USED WHERE PERMITTED. ° NOTE: EACH COMPONENT IS INTER- - sF F Ci r9B�F�G SEE TABLES CHANGEABLE WITH ANY OTHER \ COMPONTENT UNLESS OTHERWISE SHOWN. S FOOTING WHERE REQUIRED, NOTE: THIS OPEN LATTICE -TYPE STRUCTURE 312" SLAB ATTACHMENT SEE TABLES MAY NOT BE COVERED. SFFTpgC� MAY BE USED WHERE 4 COMPONTENT UNLESS OTHERWISE SHOWN. 9g�FNG I� TYPE "E" ATTACHED SINGLE SPAN D• LATTICE STRUCTURE 5 RAFTER, SEE TABLE FOR SIZE AND SPACING MAX O.H.-0.H.-•`— _ 25% OF RAFTER I _l,- 6 30 G� C. x �- �O 7q w o _ LENGTH OF STRUCTURE VARIES V� OVl � x- MANDATORY BEAM SPICE - SEE'G DETAIL 11, SHEET 12 NO BEAM SPLICE AT OST CROSS-SECTI �} EXTERIOR POSTSS pSr SEE POST DETAI j 7 SFS r' X312"SLAB MAY BE USED NOTE: EACH COMPONENT IS INTER- pp ti :TO CONSTRAIN CHANGEABLE WITH ANY OTHER sF �SpFOOTING, SEE COMPONTENT UNLESS OTHERWISE SHOWN. Fr��Sryc ` TABLE NOTE THIS OPEN LATTICE -TYPE STRUCTURE . o MAY NOT BE COVERED. FOOTING SEE TABLES 6 TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE o G o H RAFTER, SEE MAX O.H. 25% OF RAFTER ALLOWABLE X55 F'OOOctiF�'/Ya. SPAN WALL LEDGER OR ROOF OVERHANG, SEE DETAIL A,B 8 C SHEET 8. RAF P MAX O.H. 25% OF RAFTER ALLOWABLE _ SPAN LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 POST CR SS -SECTION, NO BEAM SPLICE AT S�Sr SEE POST DETAIL, EXTERIOR POSTS FFJq@?gC�N G 31/2"SLAB MAY B USED 1}} NOTE: EACH COMPONENT IS INTER- °O TO CONSTRAIN ,f G, SEE CHANGEABLE WITH ANY OTHER SFFSpgCi TABLES COMPONTENT UNLESS OTHERWISE SHOWN. �cFSNc NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY NOT BE COVERED. TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE x O Lu x x iV W_ MANDATORY BEAM SPICE - SEE �G� G• DETAIL 11,'SHEET 12 60• NO BEAM SPLICE AT EXTERIOR POSTS, �� OV 'C LENGTH OF STRUCTURE VARIES 1'„G 6 'OST POST WITH SIDE LATES ySpq SFF SpgC �i SEE SHT, U FOR MINIMUM NUMBER OF REQUIRED • c t" rQ@�S G COLUMNS NOTE: EACH COMPONENT IS INTER- ° ssp 312" SLAB ATTACHMENT CHANGEABLE WITH ANY OTHER SFFTpgC� MAY BE USED WHERE COMPONTENT UNLESS OTHERWISE SHOWN. 9g�FNG I� PERMITTED. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE S SEE TABLES — MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES TYPE."F" ATTACHED MULTISPAN. LATTICE STRUCTURE. RAF P MAX O.H. 25% OF RAFTER ALLOWABLE _ SPAN LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 POST CR SS -SECTION, NO BEAM SPLICE AT S�Sr SEE POST DETAIL, EXTERIOR POSTS FFJq@?gC�N G 31/2"SLAB MAY B USED 1}} NOTE: EACH COMPONENT IS INTER- °O TO CONSTRAIN ,f G, SEE CHANGEABLE WITH ANY OTHER SFFSpgCi TABLES COMPONTENT UNLESS OTHERWISE SHOWN. �cFSNc NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY NOT BE COVERED. TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE x O Lu x 1 0 2 0 3 0 4 24" TRI -"V" PAN o D o _ E o F _ o _ G o H o I o SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C 12"x 3 1/2"W PANEL6" / 8'x 2Y27 FLAT PAN zez S0. ---yyy09R U.S.R=.117' t 77 77'180' LI a 0'43" •45' (ALL UNMARKED RADII .06R) .65' T- (SEE TABLE .70' 25'� Ll S' BELOW) .282' y T= (SEE TABLE BELOW 45' 45• TYP. .433' 0' L3' 1.3' 0' .433' L9z' .75' L92' 5 25' 1z.0 001iaoo' ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVEISNOW LOAD, psf 20 25 30 40 50 24" TRI -"V' PAN - 0.88 0.83 0.75 0.80 24 k2 Sc0.018' 0.85 0.80 0.65 0.65 LUSL PANEL'P 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 13'9° (IN.) 110 MPH SPAN 120 MPH SPAN 10'-3• 10'-3° 10'-3" 10'-3" 1D'-3' 10'-3' 15'-3" 018 15'-3" 15'-3' 15-3' 15'-3" 020 .024 14-7" 12'-0' 9' 0 8' 6" B'-7" 8'-1" 8'-2" 7'-5' 13-7° 13'-2" 12'-3' 12'3" 12'-3° 12'-3" 12'-3• 12'-3' 10 .024 1 T-7." 1 T-7' 17'-7° 1 T-7' 17'-7" 15 7" 14'-1° 15'-7" 13'-1° .032 10'-4" 9'-9' 9'-9" 9'-2' 9'_3• 8'_7• 18'-0• 15-9" 18'-0' 15'-V 14'-3" 14'-3' 14'-3" 14'-3" 14'-3' 14'-3" 17'-7" 14'-1 D" 032 19'-7" 19'-7' 19'-7" 19'-7" 19'-r 19'-4" 16'-10" 19'-4" 1T-0' .040 12'-B" 12'-1' 12'_1• 11'_2, 11'_3, 10'-B' 10-2" 10-2' 6,4' 84• 8'-4• -0" 8-4' B-4" 12-1" 10'-10" .018 11'-3' 11'_3• 11 _3• ;>T 11'_3• 11'_3• 11'-4° 9-8" 11'x° 9-9' 7'-9° T-5' T-5• T-2• 7'-2' 6'-10" 13'_3, 11' a" 12'-0' 10'_1• 10'_1, 10,_1" 1D'-1" 10'_1, 10,_1" 20 .024 13'-0' 13'-0" IT -O" 1G 15-6" 4'C 15'-6• '-15-6" 139' 13'-7' 15'-0" 8'-B" B' 4' 8'_5• 8'-1' 6'-1' 7'-9" 20 14'-6' 13' 0" 12-1' 12-1' 12'-1• 12'_1" 12'-1° 12'-1" 16'-8' 15-2" .032 032 16'-8" 14'-3' .02D 9'-9" B'-1 t" 9'-9• B'-8" 10'-9" 10'-3" 10'-4° 9'-B° 9'-9" 9'-9' 11=7" 10'-4' 10'-1' 7'-3" 7'-3' T-3' 7'3' T3" T-3" 16'-3" .078 .D40 10'-4' 9'-3" 10'-4" 8'-tD" D24 111_1" 12'-W 11'_1" 1l'-6° 17'-1° 11'-7" 11'_1" 10'-1 D" 7-B• r-0• T-4" 7'-r r-1' 6`-10• 13'-2' 11'-0" 8'-9" 8'-9' 8'-9' 8'-9° 8'-9" B'-9" 25 .024 12'_V 9'_10, 9'-3" 9'-5• 81_11• 9'-0' 8'-6• 11'-3" B' 8" 8'-4" 6'-5" B.A. 8'-1' 7'-9" 14'-1" 13'-7' 9'-8- 9'-0. 9.-0. 9.$. 9.-0, 9.-8. 12'-3' 032 12'-3' 12'3' 12'-3' ' 8' 10-2" 10'-3' 9'-9" 25 10' 6' 10'-2' 10'-2• 9'_7" 9' 8• 9'-2" 13'-2" 12'-9" 12'-9' 6'-7" 6'-7• 6'-7° 6'-7" 6'-7" 15'-4" .018 15-1" 14'-8" 14'-9" 14'-1' -8' 12'-2" 12'-3" 11'-6" rl��8�-3"81_0" 7'-0" 7'-0° 6'-9" 6'-10' 6'-7' 14'_2,14'_2, 9._9. 9._9. .040 8'-3° 8'-3° 8'-3' B.I.- 30 .024 a'-1' T -s" 1 V: 14-4 14-2" 13'-7- 13' 8" 13'-0" 9'-7• .020(l) B'-0' T-9" T-9" 7'-5° 9'-9• 10'-6"92° 9'-1' 9'-t" 9'-1• 9'-1' 9'-1" 10'-4" 8'-6" .032 10'-4" 11'-3" 11'-3" 11'-3"11'-3" 30 .024 11'-3' -1" 9'-10' 9' 6' 9' 6" 9'-1" 30 D24 TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVEISNOW LOAD, psf 20 25 30 40 50 12"x3Y2nxO.O2D' - - 0.88 0.83 0.75 0.80 24 k2 Sc0.018' 0.85 0.80 0.65 0.65 24"x�"xO.D24" 0.90 0.88 0.70 0.65 - 24"x2Y'XO.03r 0.90 0.88 - - - (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN IN TABLE 1 ABOVE NOTE: PANEL FASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING CN O r W mCD co �Q� U U oda I (),, W_ LJL W Q Z Loo O Cm co - r - O (n Ln _ O CV Qi QRpFESSco Iq�� o S5885 OF CAO_ 06-23-16 DURALUM IAPM0 0195 AHJ APPROVAL REVISIONS Mw( DATE oeSCRUIM 4 STEL JOB 9 16.1071 DATE 06.23.16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 S!,=- TS 12" x 3 1/2" W PANEL 8" x 2 y" FLAT PAN LUSL PANEL -r (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.0 EXP.B EXP.0 EXP.B F EXP.02137'9" .020(l) 13'-9• 13,_9" 110 MPH SPAN 13'_9, 13'_8" 13'9° (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.0 EXP.B EXP.0 EXP.B EXP.0 10'-7' 10'-7" 020 15'-3" 15-3" 15'-3" 15'-3' 15-3' 15'-3" 020 .024 14-7" 12'-0' 14'_7• 12'-0" 14'_7' 11' 4" 14'_7" 11' 6" 14'_7• 10'-9' .024 13-7" 13-7° 13'-2" 12'-7" 13-7' 10'-10" 13-7' .024 15' 10" 10 15'-10' 17'-7' 1 T-7." 1 T-7' 17'-7° 1 T-7' 17'-7" 15 7" 14'-1° 15'-7" 13'-1° .032 15!-_r lr_4. 15'-7• 12'-6" 15-7" 12'-0' 032 18'-0° 16'-2' 18'-01 15'-8' 18'-0• 15-9" 18'-0' 15'-V 156" 14'-9' 14'-8" 14'-0" 14'-1° 13'-3" 17'-7" 14'-1 D" 19'-7' 19'-7" 19'-7' 19'-7" 19'-7" 19'-r 19'-4" 16'-10" 19'-4" 1T-0' .040 19'-4" 16'-6" 19'-4" 16'-0° 020 10-2" 10-2' 1T-7' 16'-8' 16'-9' 15-9` 16'-0" 15'-0" 12-1" 10'-10" .020(l) 11'-3' 11'_3• 11 _3• 11.3• 11'_3• 11'_3• 11'-4° 9-8" 11'x° 9-9' 11' 4' 9-3' 11'4' 9-5' 11'4" B-11' 024 13-3" 12'-2" 3-3' >1j, 77'-8' 13'_3, 11' a" 12'-0' 12'-6" 12'-0' 12'-6" 12'-6° 12'-6• 13'-0" 11'-10' 13'-0" 11-4° 024 13'-0' 13'-0" IT -O" 1G 15-6" 4'C 15'-6• '-15-6" 139' 13'-7' 15'-0" 15'16* 10'-9" 10'-9" 10 3" 70'-0" 9'-10' 20 14'-6' 13' 0" 14'-8° 14'-8• 14'-8" 74M14'4"14'-8" 16'-8' 15' 6" 16'-8' 15'-2' 16'-8' 15-2" 16'-8" 14'-10" 032 16'-8" 14'-3' .02D 9'-9" B'-1 t" 9'-9• B'-8" 9'-9" 8'-8' 133" 12'-9' 129' D20 11=7" 10'-4' 10'-1' 10'A" 10'-3" 16'-3" 16'-3" 16'-3" 16'-3" 16'-3" 16'-3" 10'-4" 9'-7° .D40 10'-4' 9'-3" 10'-4" 8'-tD" D24 111_1" 12'-W 11'_1" 1l'-6° 17'-1° 11'-7" 11'_1" 10'-1 D" 11'_1• I1'-0' 15-1" 14'-7" 14'-7" 13' 8" 14'-1" 13'-2' 11'-0" .020(1) it' -1' 11_1, 11'_1• 11_1, 11_1, 11'_1• 12'_1• 12'_V 9'_10, 9'-3" 9'-5• 81_11• 9'-0' 8'-6• 11'-3" 12'-0' 10'-9" 10'-10" 12'-0" 12'-0" 12' 0' 14'-1" 13'-7' .024 13'-1" 13'-2" 12'-0° 12'-3' 12'-3' 12'-3' 12'-3' 12'3' 12'-3' ' 8' 10-2" 10'-3' 9'-9" 25 13'-1' 13'-2' W14'-.2" 13'-2° 13'-2" 13'-2" 12'-9" 12'-9' .032 12'x" 11'-9' .D4D 15'-4" 15'-1' 15-1" 14'-8" 14'-9" 14'-1' -8' 12'-2" 12'-3" 11'-6" 9._3, 9;_3, 14'-2' 9._3. 14.2• 14'_2,14'_2, 9._9. 9._9. .040 9._9. 9._9. .020 B 5- B' -r a'-1' T -s" 1 V: 14-4 14-2" 13'-7- 13' 8" 13'-0" 9'-7• .020(l) 10'-6" 1 D'-6" 10'-6"V0'10'6" 9'-9" 9'-9• 10'-6"92° 9'-9" 9'-9' '-9' 89' 8•_ 10'-4" 8'-6" 82' 10'-4" 11'-3" 11'-3" 11'-3"11'-3" 30 .024 11'-3' -1" 9 2" .024 6'-11" ;>8 8-4' 30 D24 11'-0' 10'-9" 11'-0" 104" 1D'-6' 7D'-1' 10' 10'-9• 9'-9• 9-2" 3012'-6' 10'-9• 10'-8" 12' 6" 12'-0'12'6• 11'-4• 11'-0' 12'-6" 11'-4' 11'-4• .032 032 12' 6' 12'1' 11'- 13'-0' 13'-4• 13'-4' 13'-4' 13'-4" 13'-4• 10'-9° 10'-4" .040 10'-0' 13'-2" 12'-0' 13'_w 12' 6" 12'-7" 14'-2" 13' 8' 13'-6' 13'-0" '-3- 13-3- 12' 6' 11'-7• 11'-7" 9'-1" 91 9'-1' 9'-1• 9'-1' 9'-t' 9'-t' 12'3" .020(l) 040 12'-7" 12'-2' 12'-2' 11' 8" it ' -9' B'3" 8'-1' 8'-1" 7'-10" T-10' 7'-6" 14'-1" 10'-3• 10'-3° 10'-3• 10'3' 10'-3" 10'3' 8'-4" 8'-4" .024 8'-4" 9'-0' 9'-0" 9'-0' 9'-0" 9'-0" 9'-5' 9'-1" 9'-1` 8'-10" 8'-1 D' 8'--7- 40 11'x° 11'-4• 11'-4• 11'-4" 11'-4" 11'-4• 032 7'-6' 7'-6" 7'-6" 7'-3` 7'-2" 6'-11" 11'-3' 11'-1° 11'-0° 1D'-7' 101-8" 10'3" 8'-61 8'-11 12'-2' 12•_2• 12•_2" 12•_2, 12•_2, 12•_2, 9.-0. .040 9.-0. 9.-0. 9.-0, 9.-0. 9._6. 9.-0, 12' 8" 12' 4" 12'-0" 12'-1" 72'-1' 11'-8" 020(1) 8-2' 8-2' 6-2" 8-2' B-2" 8-2' T-1" r-1' T -r 6'-71" 6'-11' s'-9• 8-1° 9'-2' 9'-2' 9'-2' 9'-2" 9'-2' 9-2- 9_7• 9 8• .024 .032 9-9" 10'-2" 91-9. 9'-10' 9'-9` 9'-1D" 9'-9" 9 7- '-9' ;>I 9'-r 9'-9" 9'3" ,032 6'-0• T-10' T-10" T 8' 7' 8" T-6' 50 10'-7• 10'-7" 10'-7" 10'-7• 10'-r 10'-r 10•_7, 10•_7• 11•_2" 11'-2' 11•_2, 11•_2, 11•_2• 11•_2, 9'-r 9'-7° 9'-3'11'3' 11'-2" 10'-8" 10'-10" 11'3" 11'-3" 11'-3• 010'-7'"O-'Ir'..0329'7' 13'-0' 13'-6" 13'-0" 13'-1' 12'-7' 020 T-5' 7-5" T-5' T-5" T Y T-5' 10-1D" 10'-r B'-3• 8'3• CN O r W mCD co �Q� U U oda I (),, W_ LJL W Q Z Loo O Cm co - r - O (n Ln _ O CV Qi QRpFESSco Iq�� o S5885 OF CAO_ 06-23-16 DURALUM IAPM0 0195 AHJ APPROVAL REVISIONS Mw( DATE oeSCRUIM 4 STEL JOB 9 16.1071 DATE 06.23.16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 S!,=- TS 8" x 2 y" FLAT PAN 6" x 2 Yi FLAT PAN LUSL PANEL -r (IN .)EXP.B 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN.) LUSL (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 020 12-6" 10'-10" 12' 6" 10'-1" 12' 6" 10'-3" 12'-6• 9'-6" 12'-0' 9'-7' 12'-6' 9'-0' 020 14-7" 12'x" 14-7" 12'-0' 14'_7• 12'-0" 14'_7' 11' 4" 14'_7" 11' 6" 14'_7• 10'-9' .024 13-7" 13-7° 13-7° 11'-6" 13-7' 10'-9° 13-7' 10'-10" 13-7' .024 15' 10" 5-10' 15'-10' 5'-10' Is 10 12'-9" 5'-t 0" 12'-1" 10 032 15 7" 14'-1° 15'-7" 13'-1° 15'-7• 13 4' 15!-_r lr_4. 15'-7• 12'-6" 15-7" 12'-0' 032 18'-0° 16'-2' 18'-01 15'-8' 18'-0• 15-9" 18'-0' 15'-V 18'-0" 15-1' 18'-0" 14'-3' A4D 17'-7" 15'-7" 17'-7" 14'-1 D" 1T-7' 14'-10" 17'-7° 14'-1" 17'-7' 14'-2" 17'-7' 13' 4" D40 19'-4' 17'-6" 19'-4" 16'-10" 19'-4" 1T-0' 19'-4" 16'4" 19'-4" 16'-6" 19'-4" 16'-0° 020 10-2" 10-2' 1D-2° 8'-9" 10-2' 6'-0" 10-2• 8' 6° 10-2" T-11" 020 12-1" 10'-10" 12-1" 10'-0" 12-1• 10'-3" 1 - 9'-9' 12-1" 9'-10" 18.4 9'-5' 024 11'-0" 10-1' 11'-4° 9-8" 11'x° 9-9' 11' 4' 9-3' 11'4' 9-5' 11'4" B-11' 024 13-3" 12'-2" 3-3' >1j, 77'-8' 13'_3, 11' a" 13'_3• 11.'_2" 13'_3• 11'-3" 13'_3• 10'-7• 20 20 .032 13'-0" 11'-10' 13'-0" 11-4° 13'-0" 13'-0' 13'-0" IT -O" 1G 15-6" 4'C 15'-6• '-15-6" 139' 13'-7' 15'-0" 15'16* 15'-6" fY11F! .D4D 14'-6" 13' 6" 14'-6" 12'-10" 14'-6' 13' 0" 14'-6' 12'-0" 14'-6" 12' 6" 14'-0' 11'-10 ,040 16'-8' 15' 6" 16'-8' 15'-2' 16'-8' 15-2" 16'-8" 14'-10" 16'-8" 14'-10" 16'-8" 14'-3' .02D 9'-9" B'-1 t" 9'-9• B'-8" 9'-9" 8'-8' 9'-9" 8'-3" 9'-9' 8'-3" 9'-9' 7'-10" D20 10'-4" 10'-8° 10'-4' 10'-1' 10'A" 10'-3" 10'-4° 9' 8' 10'4" 9'-9• 10'4" 9'4' 024 10'-4' 9'-11" 10'-4" 9'-7' 10'-4" 9'-7° 10'-4• 9'-2" 10'-4' 9'-3" 10'-4" 8'-tD" D24 111_1" 12'-W 11'_1" 1l'-6° 17'-1° 11'-7" 11'_1" 10'-1 D" 11'_1• I1'-0' 11'_1• 10'-6• 25 25 1V-4" 11'-4" 11'-0" 17'-4" 11'-4° 11'-4° 12'-1" 12'_1• 12'_1° 12'_1• 12'_V 12'_1" 032 11'-10" 11'-3" 11'-3' 10'-9" 10'-10" 10'-4" 032 14'-1" 13'-7' 13'-B" 13'-1" 13'-2" 12'-0° 12'-3' 12'-3' 12'-3' 12'-3' 12'3' 12'-3' 13'-1" 13'-1' 13'-1' 13'-t" 13'-1' 13'-1" .040 13'-3° 12'-9" 12'-9' - 12'-3' 12'x" 11'-9' .D4D 15'-4" 15'-1' 15-1" 14'-8" 14'-9" 14'-1' 9._3. 9,_3, 9._3, 9;_3, 9._3. 9._3. 9._9. 9._9. 9._9. 9._9. 9._9. 9._9. .020 B 5- B' -r a'-1' T -s" T -t 0" 7 6" .020 9"11• 9'-T• 9'-7• 9'-2" 9'-4• a'-11• 9'-9" 9'-9• 9'-9• 9'-9" 9'-9' '-9' 10'-4" 10'-4" 10'-4" 1D'-4• 10'-4" 10'-0" 30 .024 -1" 9 2" 8-10" 6'-11" ;>8 8-4' 30 D24 11'-0' 10'-9" 11'-0" 104" 10'-6° 9'-11' 10'-9• 10'-9• 10'-9• 10'-9' 10'-9• 10'-8" 11'-4' 11'-4• 11'-0' 11'-4' 11'-4' 11'-4• 032 .032 11'-1" 70'-8° 10'-9° 10'-4" 19V-4" 10'-0' 13'-2" 12'-0' 13'_w 12' 6" 12'-7" V l00' 11'-r 11'-7" 11'-7" 11'-7" 11'-7• 11'-7" 12'-3' 12'-3" 12'-3° 12'-3• 12'-3' 12'3" 040 12'-7" 12'-2' 12'-2' 11' 8" it ' -9' 11'-3" .040 14'-9' 14'-6" 14'-7' 14'-1" 14'-1• 13'-7• 8'-4' 8'-4• 8'-4" 8'-4" B'-4" 8'-4" 9'-0' 9'-0" 9'-0' 9'-0" 9'-0" 9'-0" .020 .02o 7'-6' 7'-6" 7'-6" 7'-3` 7'-2" 6'-11" 9'-t" 8'-10' 8'-10" 8'-7' 8'-61 8'-11 .-0. 9.-0. 9.-0. 9.-0. 9.-0. 9.-0. 9.-0. 9.-0. 9.-0, 9.-0. 9._6. 9.-0, .024 ;>8 .024 40 8-B" 83• 83" 8-D" 8-1° 7-10" 40 10'-2' 9'-10• 9_10" 9_7• 9 8• 93• .032 9-9" 10'-2" 91-9. 9'-10' 9'-9` 9'-1D" 9'-9" 9 7- '-9' ;>I 9'-r 9'-9" 9'3" ,032 12'-1" 10'-3" 12'-9` 10'-1" 12'-9' 10'-1" 12'-4" 9'-10" 12'-6' 9'-10" 12'-1' 91-8' 10'-7" 10'-7' 10'-r 10'-r 10•_7, 10•_7• 11•_2" 11'-2' 11•_2, 11•_2, 11•_2• 11•_2, .D4D 11'-2" 11'-2" 10'-8" 10'-10" 10'-6" 040 13'-9' 13'-0' 13'-6" 13'-0" 13'-1' 12'-7' 020 T-5' 7-5" T-5' T-5" T Y T-5' 02o B'3" B'-3• 8'3• 8•_3• 8'-3' 8'-3• 6'-S 6-5' 6'-5' 6'-3" 6'3' 6-1• 7'-8" T-7' T-8' T-5• 7'-6' T-2" 024 83" T 4' B-3" T3' 63° 7'-3' 8-3" 7'-1' B 3• T-0' 8-3' 6'-11" 024 8_9, 8-9" 8'-9" 8'-7' 8'-9° 8'-9° 8'-5" 8'-9" 84' 8'-9' 8'-1' 50 50 032 9-1' 9-1' 9-1" 9-1" 9'-1' 9-032 9-B" 9 8' 9-8" 9-8' 9-B• 9-8• 8'-9' 8'-7° 8'-6' 8'-S B'-4' 8>31". 10 4' 10'-3' 1D'-3" 10'-1" 10'-1" 9'-9" 040 9-9' 919. 9. 9' 9-9• 9.9' 040 10' 4° 10' 4' 10'4" 10'-4' 10'44" 10'-4' F9-9° 9'-10" 9'-9' 9'-9• CN O r W mCD co �Q� U U oda I (),, W_ LJL W Q Z Loo O Cm co - r - O (n Ln _ O CV Qi QRpFESSco Iq�� o S5885 OF CAO_ 06-23-16 DURALUM IAPM0 0195 AHJ APPROVAL REVISIONS Mw( DATE oeSCRUIM 4 STEL JOB 9 16.1071 DATE 06.23.16 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 S!,=- TS L 7 8 TABLE 1 TABLE 2 TABLE 3 (2) 2111x6 %2" AND WALL HANGERS, 3"x8" AND EXTRUDED AND 3"x8" WITH 6 %2" ROLL FORMED BEAMS STEEL HEADERS STEEL INSERT HEADERS NUMBER OF N❑.14 TEK OR SMS SCREWS UMBER OF N❑.14 TEK OR SMS SCREWS PE NUMBER OF N❑.14 TEK ❑R SMS SCREWS >- jo PER FOOT OF BEAM LENGTH ?o rODT OF WALL HANGER AND BEAM LENGTHjo PER F❑❑T OF BEAM LENGTH ��E . �� 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. C EXP. B EXP. C EXP. BI EEXP.C EXP. B EXP. C EXP. B EXP. C EXP. B EXP, C EXP, B EXP. C EXP, B EXP. C 51 1 1 1 1 1 2 5 1 1 1 1 1 1 5. 1 1 1 1 1 1 1 2 2 2 2 211 1 1 1 2 2 2 1 1 1 1 1 1 61 1 1 1 2�22 2 6' 1 1 1 1 2 1 2 6' 1 1 1 1 1 1 2 2 2 3 1 2 2 2 2 1 1 1 1 1 1 7 1 1 1 2 2 2 7. 1 '2--'--'2-- 1 2 2 2 71 1 1 j ---i1 1 1 2 2 2 3 3 3 2 2 2 2 2 1 1 1 2 8 1 2 2 2 2 2 8 1 1 1 2 2 2 2 8 1 1 1 1 1 1 2 2 2 3 3 3 2 2 2 2 3 3 1 1 1 2 12 91 2 2 2 2 2 2 g, 1 2 2 2 2 2 91 1 1 1 1 1 1 2 3 3 3 3 4 2 2 2 3 .3' 3 1 1 1 2 2 2 10 2 2 2 2 2 3 10' 1 2 2 2 2 10' 1 1 1 1 1 1 2 2 3 3 3 3 4 2 2 2 3 3? 3 1 2 2 2 2 11 2 2 2 2 3 11' 2 2 2 2 2 3 11' 1 1 1 1 1 2 3 3 3 4 .2 4 4 2 3 3 3 3 3 1 2 2 2 2 2 ..2 2 3 13--- 3 3 2 2 2 2 2 3 1 1 1 1 1 2 12' 3: 3 3 4 4 5. 121 2 3 3 3 2 4 121 2 2 2 2 2 2 13' 2 2 2�44 3 3 13' 2' 2 2 3 3 3 ..:3. 13' 1 .2 1_ _2 1 1 1 .2 2 3 4 4 5 2 3' 3 3 4 2 2 2 L 7 8 0 7 B A o B o C o D o E o F o G o H o i CRAFTER SPANS FOR -OPEN -LATTICE STRUCTURES 110/120/130_MPH EXP. B & C t 0 2 o ' 3 0.042' 'w Tl'P. 3' x8' RAFTER Z�. 0.024' 6.5" 2_X.6_1/2.-RAFTERi 032° .032' 042' .042' cD WODBL. 2.0'--1---MAX. 2" x 6 1/2" RAFTER 3"x8'• RAFTER * 2"x6.5" RAFTER ALUM. ALLOY 30044436 "T. ZZ a� C1 Z a'W' Zz `a'3 110 MPH 120 MPH 130 MPH ��' T 110 MPH 120 MPH L 130 MPH T 120 MPH 130 MPH LUSL IN �Z LUSL •v�o� LUSL CIN•) Q.0 �o EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 B EXP.0 EXP: B EXP.C' EXP. B EXP.0 C EXP. B EXP.0rEXP. EXP.0 -ON•) EXP. 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" 21'-1" 19'-2"3" 16" 26'-326'3" 26'-3" 26'3" 25'-7" 16„ 14'-2" 14'-2" -2" 14'-2" 14'-2" 13'-9" 1614 0" 19'-10" 19'-10" 19'-4" 10 .042 024 .024 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'-3" 18'-4" 17'-3" 15'-8" 24" 24" 1'-7" - 11'-7" 11'-7" 11'-3""16'3" 24"7"11'-7" 16'3" 6'-3" 15'-10" 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" 16" 21''10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" -- 16" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0'•' 17'-7" 16" 25'-3" 25'-3" 25'-3" 25'-3" 25'-3" 24'-8" 20 .042 10 L. 3 10 .032 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 16'-7" 16'-6" 16'-7" 16'-1.' 16'-4" 14'-10" 23,-4„ 23'_3" 23' 4" 22'-8" 23'-1" 20'-10" 24° 10" -1r-- 7' 0.- 17'-10" 1 17'-10" 17'-10" 17'-10" ,24" i 14'-8" 14'-8" 14'-8". 14'-8" 14'-8" 14' 4" 24 20'-8" 20'-8" 20'-8" 20'-8" 20'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 24'-6" 24'14" 24'-6" 23'-9" 24'-3" 23'-2" 34'-7" 34'-4" 34'-7" 33'-7" 34'-2" 32'-8" 16" 21'-6" 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'-8" 29'-10" 25 .042 •042 •042 16'-1" 1'-1" 16'-1" 16'-1" 16'-1" 16'-1" -1 20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0" 28'-2" 28'-1" 28'-2" 27'-4" 27'-10" 26'-8" 2411 1T-7" 7'-7': 17'-7" 17'-4" 17'-6" 16'-10" 24 17'-9" 17'-9" 17'-9" 17'-9" 17'-9" 17'-3" 24 25'-1" 25'-1" 25'-1" 25'-1" 24-4- 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 12'-4" 12'-4" 12'-4" 12'-4" 12'-4" 12'-4" 17'14" 17'-4" 17'-4" 17'-4" 17'-4" 17'-3" 16" 19'-1" 19'-1" -i9'-1" 19'-1" 19-11, 19'-1" 16" 11'-g" 11'-9" 11'-9" 11'-9" 11'-9" 16" 16'-7" 16-7" 16-7" 30 .042 .024 024 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" 241115 7" 15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 241 9'-8" 9,_W 9'-8" 9'-8" 9'-8" 9'-8" 24" 13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-8" 15'-8" 15'-8" 15'-8" 16-8" - 15'-8" 22'-1" 22'-1" 22'-1" 22'-1" 22'-1" 22'-0" 16" 16'"8" 16'-8" 16'-0" 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" 21'-1" 21'-1" 4O 042 20 .032 20 .032 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" 24" 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" 17'4" 17'-3" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 19'-0" 19'-0" 1 g'-0" 19'-0" 19'-0" 18'-101, 26'-8" 26 =8" 26'-8" 26'-8" 26'-8" 26-7-- 6'-7" 16" 15'-0' 15'-0` 15-0' 15'-0' 15'-0' 15'-0' 16" 16" 16" 25'-6" 25'-6" 25'-6" 25'-6" 25'-6" 50 .042 .042 .042 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15' 6" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-9" 24' 11'-2" 11'-2" 24114'-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'-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" 024 16 16'-3" 16'-3" 16'-3" 16'-1" 16'-2" 15'-8" 8'-1" 8'-1" 8'-1" 8'-1" 8'-1" 8'-11, 13'-4" 13'-4" 13'-4" 13'-2" 13'-3" 12'-9" 32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED .024 24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED. 24 9' 6" g' 6" 9' 6" 9'-6" 9'-6" - 9'-2" 24 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 14'-9" 14'-9" 14'-9" 14'-6" 14'-7" 14'-2" 16 20'-9" 20'4" 20'-9" 20'-6" 20'-7"19'-10' 25 032 25 032 1�1-7'4' 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" - - 24" 12'-1" 12'-1" 12'-1" 11'-10" 12'-0" 11'-7" 24„ 17'-0" 17'-0" 16'-8" 16'-9" 16-3" 17'-4" 17'1}" 17'-4" 1 T-4" 17'-4" 17'-4" 24'-6" 24'-6" 24'-6" 24'-0" 24'-6" 24'-6" 16" 17'-V' 17'-9" 17'-9" 1T-7" 17'-8" 17'-1" 16„ 25'-1" 25'-1" 25'-1" 25'-1" 25'-1" 25'-1" 042 042 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" 14'-7" 14'-7" 14'-7" 14'-4" 14'-6" 14'-0" 24" 20' 6" 20'-6" 20'-6" 20'-6" 20'-6" 20' 6" 0.042' Tl'P. 8.0' 0.024! 6.5" 0.024' 6.5" 032° .032' 042' .042' 2.0'--1---MAX. 3"x8'• RAFTER * 2"x6.5" RAFTER ALUM. ALLOY 30044436 * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 30D4 -H36 OR EQUAL OR EQUAL EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICCATES� � ATTAHED - FIGURE INDICATES FREESTANDING N N CO Lo W rn o U rn o0Q C)e W LL_ W > — Q Z o Oo CV � rn QRpFESS I�� o S 5885 ti OF ChO 06-23-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MW DATE DESM", ON 4 STEL JOB S 16-1071 DATE 05.23.16 DRAWN BY AT CHECKED GM MINIMUM FASTENERS SH -5 5 OF SD SHEETS A o B o C o 0 o E o F o G e H o RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C o 2 0 3 0 024° 6.5° .024° 6.5' 032° .032° 042' .042° F-20°-� F-20°_�_Mk-2.0--� * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR OR EQUAL EQUAL CD z W acwi �o 2" X 6 1/2" RAFTER FREESTANDING z W av �o DBL. 2" x 6 1/2" RAFTER LUSL T' .(IN.) 110 MPH 120 MPH 130 MPH LUSL IT. (IN•) •110 MPH 120 MPH 130 MPH EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP'. B EXP.0 EXP. B I EXP.0 EXP. B EXP.0 024 16" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9" 10'-3" 9'-9i1 10'-3" 9'-9" 10'-3" 024 161, 14'-8" 14'-6" 14'-8" 14'-6" 14'-8" 14'-6" 14'-8" 14'-6" 14'-8" 14'-6" 14'-8" 14'-6" 24' T-6" 7'-6" T-6" T-6" T-6" 7'-6" 8'-611 8'-6" 8'-6" 8' 6" 8'-6" 8'-6" 24"11'-10" 11'-2" 11'-2" 11'_2" 11'-2" 11'_2" 111-10' 111-10' 11'-10' 11'-10" 11'-2" 11'-10' 30 30 032 16 12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 13'-1" 13'-1" 13'-1" 13'-1" 13'-1" 13'-1" 032 16 18'-7" 18 4„ 18'-7" 18 4„ 18'-711 18,-4„ 18'-7" 18,-4" 18'-7" 18'-4" 18'-7" 18'-4" 24" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 24„ 15'-3" 151-3" 15'-3" 15`-3" 15'-3" 15'-1" 15'-1" 15'-1" 15'-1" 15'-1" 15'-3" 15'-1" .042 16" 16-0 15'-9" 16'-0" . 15'-9" 16'-0" 15'-9" 16'-0" 15'-9" 161-0" • 15'-9" 16'-0" 15'-9" 042 16„ 22'-7" 22'-2" 22'-7" 22'-2" 22'-7" 22'-2" 22'-7" 22'-2" 22'-7" 22'-2" 22'-7" 22'-2" 24" 12'-3" 121-311 12'-3" 12'-3" 12'-3" 12'-3" 12'-10' 12'-10' 12'-10' 12'-10' 12'-10' 12'-10' 24„ 18'-6" 18'-6" 18'-6" 18'-6" 18'-6" 18'-2" 18'-2" 18'-2" 18'-2" 18'-2" 18'-6" 18'-2" .024 16" 8'-0" 9'-1" 8'-011 9'-1" 8'-0" 9'-1" 8'-0" 9'-1" 8'-0" 9'-1" 8'-0" 9'-1" .024 16„ 2'-10" 12'-8" 2'-10" 12'-8" T-10" 12'-8" 2'-10" 12'-8" 2'-10" 12'-8" 2'-10" 12'-8" 24 6'-2" 6'-2" 6'-2" 6'-2" �6-E-2"6'-2" T-2" T-2" 7-2" T-2" 24 9'-10"9'-10"9'-10"9'-10" 9'-10" 10'-4" 10'-4"10'-4" 10' 4" 9-107'-2" 10` 4" 032 16" 10'-110" 11'-6" 10'-10"10'-10"101-10"'-110" 11'-6" 11'-6" 11'-6" 11'-6- 101-1101, 11'-6" 032 16„ 16'.14" 16'-1" 16'-4" 16'-1" 16 -4" 16'-1" 16'-4" 16'-1" 16'-4" 16'-1" 16'-4" 16'-1" 40 40 24" 8'-3 8 -311 8'-31' 81-3" 8'-3 8'-3" 9'411 9'11" 9' 4" 9'-4" 9'-411 914" 24„ 12'-B" 13'-2" 12'-611 131-211 12'-6" 13'-2'1 12'-6" 13'-2" 12'-6" 13'-2" i 12'-6" 13'-2" 042 16" 13'-2i1 13'-211 13'-9' 13'-211 131-9' 13'-2" 13'-9" 13'-2" 1's'-9` 13'-211 13'-9 .042 16 191-9" 19'-4" 191-9" 19'-4" 19'-911 -:19'-4" 191-911 19,-4" 19'-9" 19'-4" 19'-91' 19'.4" 4 10'-9" 10'-911 10'-91' 101-91' 101-911 10'-911 F?4" 16'-211 16'-2" 16'-2" 16'-2" 16'-2" 16-10" 15'-10' 15'-10" 15'-10" 15'-10" 16'-211 15'-10' 024 16" T-311 8`-2" T-3" 8'-2" T-311 8'-2" T-3" 8'-2" T-311 8'-2" T-3" 8'-2" 024 1611 101-10'1 11'-4" 101-10" 11'-4" 101-101' 111-4" 101-10" 111-4" 10'-101' 111-4" 101-1011 11'-4„ 24" 5'-2" 5'-2" 5'-211 5'-2" 5'-2" 5'-2" . 9.. 5,9.. 5. 6_9, 5._9,. 5, 9,. 5,_q. 24 8'-3" 81-3" 81-3" 8'-3" 8'-311 9,� 9-4'9'-4" 9-4' 9 8'-3" 9 50 - - .032 - 16 9'-911 1 D'-3" 91-9:' 10'-3" 91-91' 10'-3" 9'-911 10'-3" 9'-911 101-3" 91-9'1 101-3" 50 - -- .032 _. 16 14'-8" 14'-6" 14'-811 14'-6" 141-811 14'-6" 14'-8" 14'-6" 14'-811 14'-6" 14'-811 14'-6" 7'-0" T-011 7'-0" T-011 T-0" T-0"11`-3" _ . _. - _- - - 8' 4" 8`-4" - 8'-4" 81-4" 8'-4" _ 24"' 111-3" 111-3" 111-311 111-31' _- - - --- - 111-10" 11'-3" - 111-1011 042 16" 111-911 12'_6" 111-9" 121-6" 111-9" 12'-6" 111-9" 121-6" 111-9" 121-6" i:-i:-,-gl,. 12'-6" 042 16 17;-9'1 17'-6"-176" 17'-9" 17'-9" 17'-6" 17'-911 17'-6" 17'-911 17'-611 17'-911 17'-611 24 91-01 91-01 91-01, 9 0 q.-0 9.-o, 10'-211 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 24 13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 14'-3" 14'-3" 14'-3" 14'-3" 14'-3" 13'-T' 14'-3" 024° 6.5° .024° 6.5' 032° .032° 042' .042° F-20°-� F-20°_�_Mk-2.0--� * 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 I 2 3 4 ° 5 0 7 6 o B o C o D o E o F o HEADER BEAM TYPES SPLI( SPUCE o H o T=12 GA. ASTM A653 SS GRADE 50 G60 .032" ALUM. F - --3.0"--- I 3" SQ.0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL �EASTM A653 SS GRADE 50 G60 0.37 WH n IH OCCU F WHERETil MAG BEAM 4" I -BEAM )CCURS0.075 ALUM• 7" I -BEAM ALUM. ALLOY OCCURS 0.( I30" TYP. u T o H o T=12 GA. ASTM A653 SS GRADE 50 G60 .032" ALUM. F - --3.0"--- I 3" SQ.0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL �EASTM A653 SS GRADE 50 G60 6.5" ROLLFORM 0.37 >I =3"SQ.xt=0.250" IH INSERT T=0.125' MAG BEAM 4" I -BEAM WHERE ALUM• 7" I -BEAM ALUM. ALLOY OCCURS ALLOY ALUM. ALLOY 6063-T6 606.1-T6 F ALUM. ALLOY 6063-T6 6.656' 6063-T6 7.0 0.110° G W/ 1 "C" INSERT ALUM. ALLOY 6063-T6 TYP. 6.5" ROLLFORM =3"SQ.xt=0.188" =3"SQ.xt=0.250" IH 1- •p' I A GUTTER FASCIA MAG BEAM 4" I -BEAM 4.5" MAG GUTTER D 7" I -BEAM ALUM. ALLOY B ALUM. ALLOY C ALUM. ALLOY 6063-T6 ALUM. ALLOY 6063-T6 25° F ALUM. ALLOY 6063-T6 3004-H36. 6063-T6 G W/ 1 "C" INSERT ALUM. ALLOY 6063-T6 r=120R 14 GA HW/ 2 "C" INSERTS 7.875° ASTM A653 SS ALUM. ALLOY 6063-T6 GRADE 50 GSO NOTE: .042°/ 6.5° WHERE'C' INSERT OCCURS AS SHOWN IN 0.032" TYP 8.0° 8.0" SPAN TABLES, IT SHALL BE INSTALLED THE 0.042° 0.042° FULL LENGTH OF THE 7" I -BEAM. TYR TYP. 0.625" U2.87�1 ROTE: 3A° EACH HEADER BEAM TOP AND 2p' 2.0.BOTTOM FLANGES SHALL BE CUT AT MAx. DBL. 2"x6.5"x0.042" ALUM. ALLOY 3004-H36 °� I-3.0"4'0 �3.0°-� 1 3"x8"x0.042" BEAM W/ 14 GA. STL. INSERT M E 3 CH INTERIOR cuR. DO ORMORE COLUMS OCNOT CUT FLANGES AT END COLUMNS. OR EQUAL MAX, ASTM A653 GRADE 50 G60 DBL. 2"x6.5"x0.032" 3"x8"x0.042" BEAM DBL. 3"x8 "x0.042" BEAM 3"x8"x0.042" BEAM `J ALUM. ALLOY 3004-H36 K ALUM. ALLOY 3004-H36 L ALUM. ALLOY 3004-H36 W/ 12 GA. STL. INSERT OR EQUAL OR EQUAL OR EQUAL N ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS CCUR'AS SHOWN IN THE SPAN TABLES - T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 .042" TYP. DBL. 3"x8"x0.042" BEAM O W/ DBL. 14 GA. STL. INSERT ALUM. ALLOY 3004 H36 OR EQUAL DBL. 3"x8"x0.042" BEAM P W/DBL. 12 GA. STL. INSERT ALUM. ALLOY 3004-H36 OR EQUAL NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"xB" BEAM. O THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"xB" BEAM. COLUMN / POST TYPES 0 024' TC L 1.00° r- 6 5 P ° CED 040' ALUM, �. 048' STEEL I!n . . 3.0 .28" .032° -Ij ALUM. _ --I I I F -2.0° F ---3.0°--I � �3.0°� @�3" SQ. ALUM POST 3" SQ. ALUM. POST 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 �ALUM. ALLOY 3004-H36 WITH SIDEPLATES HEIGHT LIMITED TO 3" SQ. STEEL POST ALUM. ALLOY 3004-H36 10'-0" MAXIMUM. FASTM A653 GRADE 50 CP60 OR EQUAL 0.075" ° 3.0 TYP., I----3.0°�•I E MAG POST ALUM.ALLOY 6063-T6 SQ. STEEL POST ASTM A500 GRADE B i CN o rn �-- W m t'C rn ru LU Lu 5; - Q Z L� co C) 0 0 rn Q�iOFESS ICy�� o S58 5 OF 06-23-16 DURALUM IAPMO 0195 AW APPROVAL REVISIONS MAW DATE DESCWPTWH 4 STEL JOB 9 16-1071 DATE 06.23.16 DRAWN BY AT CHECKED GM HEADER BEAM TYPES, COLUMN / POST TYPES SH -7 7OF50SHEETS EIIIIIIIIIIIIIII =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 i CN o rn �-- W m t'C rn ru LU Lu 5; - Q Z L� co C) 0 0 rn Q�iOFESS ICy�� o S58 5 OF 06-23-16 DURALUM IAPMO 0195 AW APPROVAL REVISIONS MAW DATE DESCWPTWH 4 STEL JOB 9 16-1071 DATE 06.23.16 DRAWN BY AT CHECKED GM HEADER BEAM TYPES, COLUMN / POST TYPES SH -7 7OF50SHEETS EIIIIIIIIIIIIIII WIIIIIIIIIIIIII o � INIIIIIIIIIIIIIII ca � FIIIIIIIIIIIIIIIII v. 311111111111111 o g o C o D o E o F o G EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS TABLE 1 NOTE: WHERE COVER CONSTRUCTION INCLUDES (E) WALL COVER � 3116" STEEL NOTEI BRACKET CAN BE A34 FRAMING ANGLE DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS DS OPENING PROJECTION g" O 1/4"8 HOLES,TYP. LOCATED ANYWHERE ON EAVE SEE TABLE 2 FASTENERS, SEE TABLE 3 REQUIRED TO VERIFY ADEQUACY OF THE EXISTING WALL FRAMING WHERE ONE OR MORE OF THE EDEGN psf > a > 1B'STUD COVER LUSL O 0 n P•BRACKET NOTE: PROVIDE WATER PROTECTION, METAL FLASHING (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL FOLLOWING CONDITIONS OCCUR: 50 psf > 6 > 14' 8' AT EVERY 2x o CAUCK JOINTS AND SLOPE TO DRAIN (OPTIONAL) R.F. OR EXT. HANGER 130,13 130,C 0 �' C SIMPSON STRONG -BOLT 2 SS AT 48' O.C. (a,b) �= 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. aWIND 0 CHANNEL, 2X OR 3X 26' 0" 26'-0" O EXISTING EAVE ALLOWABLE PROJ. TO BEAM RAFTER BRACKET 20'-7" LEDGER OR WALL HANGER OVERHANG SEE TABLE 1 26'-0" 25'-7" i' WITH FASTENERS 11/4" (24 MAX) 2.6ORDc6LEDGER SPEED (EXP. B & C ) — WIND SPEED EXP. B & C ( ) PER TABLES 3 & 4 VE ND SPEED EXP. B & C ( ) WIND SPEED (EXP. B & C ( ) 20 SIMPSON STRONG -BOLT 2 W AT MP O.C. TRO ALUM. PANEL 2X OR EXIST. RAFTERS AT 26'-0" 2x WOOD STUD OR 26-0" 26'-0" 3x ALUM. RAFTER 24" O.C. AT ROOF 1 ° M N CONCRETE WALL 26-0' RAFTER (3)-#14x31/2" W. EXIST. FASCIA BOARD OVERHANG 3 S 5' (A) (A) (A) ALLOWABLE PROJ. LEXISTING EAV 2X FULL DEPTH 1'(A) -(A) .(A) (A) (A) (A) I (A) (A) WOOD SCAB, 1" MIN. 6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) TO BEAM OVERHANG SEE TABLE 1 (24" MAX.) 26'-0" WHERE OCCURS, 26'-0" 25'-2" NOTEi PLACE 'SIKA FLEX' OR SIMILAR NOTE BRACKET MAY BE 20'-7" 7' SEE TABLE 2 (A) (A) (A) MATERIAL BETWEEN BRACKET AND MOUNTED BELOW RAFTER (A) (A) (A) (B) (B) (B) 30 COMP. SHINGLE ROOFING TO PROVIDE W/ SAME CONNECTION'S. 20 2" x 6" NOTCHED 26'-0" SEAL CONNECTION 26'-0" WALL CONNECTION 26'-0" r� (A) (A) (A) B ALTERNATE EAVE CONNECTION L EXISTING ROOF O OVERHANG DESIGN LOADSi (B) (B) (B) NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2 -)OW �' RDL = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, MINIMUM RAFTERS), NOMINAL 2'x8" (AT 3"x8" MINIMUM RAFTERS) NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS 30, 40, L 50 psf 26'-0" OR KILN -DRY WOOD -FILLED 2"x6 V OR 3"x8" ALUMINUM SECTIONS. WITH A 10 psf MAXIMUM DESIGN LOAD. 2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS - 40 TABLE 1 TABLE 2 TYPE AND NUMBER OR RAFTER OF FASTENERS CONNECTED REQUIRED TO EXISTING ROOF AT ROOF PANEL OVERHANG TABLE 4 ab ANCHORS INSTALLED , INTO CONCRETE WALLS WITH 6 -INCH MIN.THICKNESS COVER LUSL EXISTING FRAMING MEMBER AT ROOF OVERHANG MAXIMUM PROJECTION (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL COVER LUSL NUMBER AND TYPE OF FASTENERS WIND SPEED (MPH) AND EXPOSURE 110, B 110, C 120.13 120,C 130,13 130,C 0 �' C SIMPSON STRONG -BOLT 2 SS AT 48' O.C. (a,b) �= 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. aWIND 0 2" x 4" FULL 26' 0" 26'-0" 26'-0" 25'-2" 25' 4" 20'-7" 2"x 6" NOTCHED 26'-0" 26'-0" 26'-0" 25'-7" 25'-4" 21'-2" Mo m SPEED (EXP. B & C ) WIND SPEED EXP. B & C ( ) WIND SPEED EXP. B & C ( ) WIND SPEED (EXP. B & C ( ) VE ND SPEED EXP. B & C ( ) WIND SPEED (EXP. B & C ( ) 20 SIMPSON STRONG -BOLT 2 W AT MP O.C. TRO 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26-0" 26'-0" 26'-0" 110 F1267130 110 120 130 110 120 130 1101 120 130 110 120 130 .110 120 130 2"x8" FULL OR 2"x10"NOTCHED 26-0' 26'-0" 26'-0" 26'-0" _ 26 0 26'-0" 5' (A) (A) (A) (A) (A) (A) (A) (A) (A) 1'(A) -(A) .(A) (A) (A) (A) (A) (A) (A) 25 SATS4�8'SOC.SCRb)G-BOLT 2 6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 7' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 30 S AT36' O.C. STRONG -BOLT 2 20 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 2s'-0" 26'-0" 8 (A) (A) (A) (A) (A) (A) (A) (A) (A) (A). (A) (A) (B) (B) (B) (B) (B) (B) 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 9, (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 40 Ya' 0 SIMPSON STRONG -BOLT 2 SS AT 36' O.C. (n,b) 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 2s'-0" 26'-0" 10' (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) 2" x4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25' 4" 20'-7" -1 V- --(A)-- -(A)- -(A)- -(A) -(A)-- -(A)- (B)- -(B)--(B)-- --(B)- -(B)- -(B)- (B)- -(B)- -(B)- -(B)- -.(B).- (B).. �_��_ 50 _W 0 SIMPSON STRONG-BBLT-2--- SS AT 24. O.C. <n,b) 2" x 6" NOTCHED 26'-0" 26'-0'.' 26'-Q" 26'-0" 26'-0" 26'-0" 12' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 25 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 2s'-0" 26'-0" TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER AND ROOF PANEL RAIL TO FASCIA OR LEDGER TO EXISTING WOOD STUD WALL FRAMING FOOTNOTES TO TABLES 3 & 4: a. EMBED ANCHOR 3' MINIMUM INT❑ CONCRETE WALL AND INSTALL IN ACCORDANCE WITH ESR -3037 b, USE 3' SQ,xY4 STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL, C. WHERE ROOF PANEL RAIL OCCURS, USE Y2 DIAMETER SCREW IN LIEU ❑F (2) I/4 DIAMETER LAG SCREWS. 2"x8" FULL 2'k1o" NOTCHED 26'-0" 26'-0" 26'4" 26'-0" 2s'-0" 26'-0" 30 2"x4"FULL 16'-0" 16'-0" 16'-0" 16'-0" 16-0" 16'-0" (C) - (2) K' DIAMETER LAG SCEWS (D) - %' DIAMETER LAG SCREW (E) - �4 DIAMETER LAG SCREW 2" x 6" NOTCHED 10'-10" 10'-10" 10'-10" 9'-2" 9'-3" _ 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" �= 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0 26'-0' 26'-0" 26'-0" F I- WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED m (IXP.'B & C) (EXP. B & C) (EXP. B & C) (EXP. e & C) (IXP. B & C) (EXP. e & C) 40 2" x 4" FULL 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2" x 6" NOTCHED 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 2"4" FULL OR 2"x8 NOTCHED 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) 6' (C) (W ,(C) (C) (C) (C) (C) - (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 2"x8" FULL ORLAG 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 7' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 550 2" x 4" FULL 8'-11" 8'-11" 8'-11" W-11" V-11" 8'-11" 8' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) 2"x6"NOTCHED 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 9' (C) (C) (C) (C)- ,(C) (C) (D) (D) (D) (D) (D) (D) (D) (D) .(D) (E) (E) (E) 2"x6" FULL OR 2x8 NOTCHED 15'-3" 15'-3" 15'4" 15'-3" 15'-3" 15'-3" 10' (C) (C) (C) (C) (C), (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) I 2"x8" FULL OR,- 2'X10" NOTCHED 20-9" 20 9 „ ,- „ 20 9 ,- „ 20 9 ,- „ 20 9 20'-9" 12' (C) (C) (C) (D) (D) (D) (D) (D) (D) I (D) (D) (D) (E) (E) (E) (E) (E) (E) II ALUM. 3004-H36 1.50" r- 0.04" 2 70 FASTENERS " m SHEET 8 SEE TABLE 3 0 0 o E o F o G o H HANGER CHANNELS AND MOUNTING BRACKETS FASTENERS, -}� 2.740" SEE TABLE 3, SHEET 4 FASTENERS, 078 I SEE TABLE 3 SHEET 8 300" T=.060" w 63 " N .25"R 05' FASTENERS o FASTENERS SEE TABLE 3 SHEET 8 SEE SHEET 4 4 3.5" ALTERNATE TO WOOD FILL OR .200�5" - J CONTINUOUSA-RAIL ROOF PANEL 1/4" H BOLTS (WHERE OCCURS) SHEET 8 0 _ F_ F n . FASTNERS, SEE TABLE 3, FASTENERS, SEE SHEET SHEET 8 ALUMALLOY "I I I ' , 75"� 1 ALUMALLOY 6063-T6 6063-T6 O ROLL FORMED 3 HANGER O EXTRUDED HANGER / CONNECTION NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED AT ROOF LOADS EXCEEDING 30 psf.. (3) Y2's LAG SCREWS 1 1/2" 10# LL=(2)#14 SMS EA. SIDE 20#,25#,30# LL =(3)#14 SMS EA SIDE #14 SDS, 40#,50# LL=(4)#14 SMS EA SIDE 3 PER SIDE 1° 3/4" OR 1 1/2" 4 Q c 3° F- u)_ EI -4 � 3° 3"x8" ALUM. 1" HEADER 5 1 2 V(E) STUCCO 3"x8" ALUM. RAFTER PENS MTION BRACKET - NOTE: LENGTH OF LAG SCREW SHALL PROVIDE ° THREADED PORTION OF SHANK COMPLETE PENETRATION INTO EXISTING CORNER STUD. HEADER BRACKET 2 s 1 1/2" OR 2"LATAl C ALTERNATE 1/2"DOUBLE RAFTER - BOLT CONNECTIPLAN 2 °TERNATE: #14 S.M.S. EACH AFTER TO COL. ONNECT. (8 -TOT.) I. .5.0 l ° 3"x 3"STL.POST (24") 0 ALTERNATE: INSERT ATTACHED OR (2}2x6.5" OR 3"X 3"STLPOST COLUMN (2)-3"xB"HEADER FOR FREESTANDING (2}1/2"13OLT 6 2"x 6.5" SIDEPLATE DBL. RAFTER / DBL. HEADER CONN. 4O 2" x 6 1/2" OR 5" MIN. 3" x 8" ALUM. RAFTER 3/4"'O R 1 1/2" U -BRACKET EXISTING WOOD STUD FRAMING (E) STUCCO 2 EACH 1/4" 0 x 3-1/2" LAG SCREWS LL.=10 psf 2 EACH 1/2"0 x 3-1/2" LAG SCREWS LL=20, 25 and 30 psf 2 EACH 5/8"0 x 3-1/2" LAG SCREWS LL=40 and 50 psf (2" MIN_ PENETRATION INTO EXISTING WOOD STUD) - NOTE: USE LEDGER WHERE RAFTER SPACING EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET B. RAFTER TO STUD WALL CONNECTION F3 #8 S.M.S. EACH SIDE LATTICE 1 1/2" OR 2" 2x6.5" OR 3"xB" RAFTER ALTERNATE: 1/2" BOLT ALTERNATE: (2)- #14 S.M.S. EACH RAFTER TO COLUMN CONNECTION (4 -TOTAL) ALTERNATE . (2)- 2x6.5" OR (2)-3"x8" HEADER ALTERNATE: 3"x3"x0.024" (1) -1/2" BOLT OR CONNECTOR (2)- #14 S.M.S. EACH RAFTER STUB COLUMN TO DOUBLE HEADER CONN. ( 0 A .P O FASTENERS, 1.880" SEE TABLE 3, SHEET 4 ALUMALLOY 6063-T6 OC I.R. HANGER 6SCREWS BEAM SPLICE TO OCCUR DIRECTLY OVER 5/8" O PLASTIC POST. NOT PERMITTED PLUG WHERE @ 2 -POST UNITS Sr.Ppw Ic wsmF I 5" #14 SMS MAY - BE USE AS ALUM. ALLOY 6063-T6 "H" B RACKET 3.5" 3.5" ALTERNATE TO WOOD FILL OR NOMINAL LEDGER J (NEW OR EXISTING) } 1/4" H BOLTS v~i SHEET 8 X o 3.5" 3.5" n . FASTNERS, SEE TABLE 3, SHEET 8 8" BEAM 5 I 5" E OR 02 SEE NOTES BELOW j I 6 1/2" SIDEPLATE EA. SIDE SEE POST SCHEID #14 SMS EA. SIDE TOP, MID HEIGHT AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11 BEAM TO POST CONNECTION n8 EXISTING ALUMINUM MEMBER WITH SHEATHING WOOD FILL OR NOMINAL LEDGER J (NEW OR EXISTING) } SEE NOTE, DETAIL B. v~i SHEET 8 X o n . FASTNERS, SEE TABLE 3, SHEET 8 t EXISTING 1" STUCCO OR EQUAL 2.5" PENS INTO EACH WOOD STUD EXIST. STUCCO / LEDGER O ATTACHMENT DETAIL DBL, 3'x8'x0,042 BEAM OR DBL. 2'x6.5'x0.032'/0,042' BEAM I "k-5/8' 0 ACCESS HOLES INSTALL 6 - #14 x %4 3' SQ, POST--/ LONG SDS @ EACH HEADER TO COLUMN (12 FASTENERS PER CONNECTION) DOUBLE HEADER TO O COLUMN DETAIL 1 2 0 3 4 5 0 6 0 o B o C o D o E o F o G BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SPLICE DETAILS 11 BEAM TO POST DETAILS 12 SIMPLE SPLICE FULL MOMENT � I � I (e TOT .s. II #12 S.M.S. II TYP. THICKNESS=.035 636" (24 TOT TYP. THICKNRSS=.035" n II � II + + + ++ ++ ++ ++ ALUM. ALL 3004-H36 ALUM. ALLOY 3004-H36 OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS SPLICES - ROLLFORMED & EXTRUDED FASCIAS NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. 'I" , SPLICE WHERE 4„ OCCURS .070" TYP. ALUM. ALLOY 6053-T6 4" I -BEAM MOMENT C -SPLICE NOTE: IF SPLICE OCCURS AT -ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. I'— 4" IF - SPLICE WHERE OCCURS TYP. — ALUM.ALLOY 6063-T6 7" I -BEAM 1 %11 SQ. OR 2" LATTICE TUBE ALUM. ALLOY 3105-H25 T 1.50" 1.50" 2"' .8� 2.. - .018" B MOMENT CSPLICE 2"xY LATTICE TUBE �I o ",ALUM. ALLOY M. r '018, 3 �J { (2)#10 S.M.S.@ EA VALLEY,TYP. a I I a __ �k I =41 1 -BEAM ALUM ALLOY (6061-T6) ALTERNATE STL C -BEAM SO. POST NOTCH I -BEAM FLANGE IFAS NEEDED TO CLEAR SO. POST,CONNECT WEB TO POST W/ (2) - 5/6" 0 THRU-BOLTS @ 4' I -BEAM, AND (3) - 5/B' 0 THRU BOLTS @ T I -BEAMS H - BRACKET TO POST 3" x 8" x.042" BEAM, 3"SQ. STEEL OR MAG BEAM. (6)-#14 SDS @ EA. SIDE TOP & BOTT. TOT.=24 3" X 3" ALUM. OR STEEL POST LATTICE TUBE TO RAFTER --X7,1/2" SQ.`2°,SQ., yrs OR 2"x3" LATTICE #8 x 2 "SMS; 2 1/2" @ 3" O.C. MIN. OR 3,172", TYP. UP TO 6"O.C. MAX RAFTER ,i BEAM TO POST - DETAILS OPTIONAL DECORATIVE FASCIA (WOOD, ALUM OR HARDBORD ) �12)-#14x12"S.M.S. EACH SIDEOF 3" Q. POST (B -TOTAL) ALTERNATE 114°0 BOLT W/ WASHER EA. SIDE OF 3" SQ. POST .5" + 1.10° O +1 .50 I 2.35 I�-�}-__ 3" SQ. POST 4914 x 12" S.M.S. EACH SIDE OF 3' SO. POST(&TOTA ALTERNATE 1/4"0 OLT W/ WASHER EA SIDE OF 3" SQ. POST GUTTER FASCIA 1, 5' O e 4.5' 0 O 6-#14 SDS 0 0 RAFTER "TAIL" TO GUTTER 1--16" 1 7" I -BEAM 1 %11 SQ. OR 2" LATTICE TUBE ALUM. ALLOY 3105-H25 T 1.50" 1.50" 2"' .8� 2.. - .018" B MOMENT CSPLICE 2"xY LATTICE TUBE �I o ",ALUM. ALLOY M. r '018, 3 �J { (2)#10 S.M.S.@ EA VALLEY,TYP. a I I a __ �k I =41 1 -BEAM ALUM ALLOY (6061-T6) ALTERNATE STL C -BEAM SO. POST NOTCH I -BEAM FLANGE IFAS NEEDED TO CLEAR SO. POST,CONNECT WEB TO POST W/ (2) - 5/6" 0 THRU-BOLTS @ 4' I -BEAM, AND (3) - 5/B' 0 THRU BOLTS @ T I -BEAMS H - BRACKET TO POST 3" x 8" x.042" BEAM, 3"SQ. STEEL OR MAG BEAM. (6)-#14 SDS @ EA. SIDE TOP & BOTT. TOT.=24 3" X 3" ALUM. OR STEEL POST LATTICE TUBE TO RAFTER --X7,1/2" SQ.`2°,SQ., yrs OR 2"x3" LATTICE #8 x 2 "SMS; 2 1/2" @ 3" O.C. MIN. OR 3,172", TYP. UP TO 6"O.C. MAX RAFTER ,i BEAM TO POST - DETAILS OPTIONAL DECORATIVE FASCIA (WOOD, ALUM OR HARDBORD ) �12)-#14x12"S.M.S. EACH SIDEOF 3" Q. POST (B -TOTAL) ALTERNATE 114°0 BOLT W/ WASHER EA. SIDE OF 3" SQ. POST .5" + 1.10° O +1 .50 I 2.35 I�-�}-__ 3" SQ. POST 4914 x 12" S.M.S. EACH SIDE OF 3' SO. POST(&TOTA ALTERNATE 1/4"0 OLT W/ WASHER EA SIDE OF 3" SQ. POST NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf ROOF LIVE AND SNOW LOADS "L" FASTENERS GUTTER FASCIA 44E:_ 3° SQ. POST�BEAM 6-#14 SDS LLLL3°SQ. STL BEAM RAFTER "TAIL" TO GUTTER NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf ROOF LIVE AND SNOW LOADS "L" FASTENERS 1"-0" 4-#14SDS 2'-0" 6-#14 SDS T-0" 12 -#14 SDS FASTENER SPACING = 3/4" #14 x 1/2" S.M.S. TOP & BOTT. (2�TOT. FASTENER TO FASCIA - SEE TABLE — FASTENER TO RAFTER TAILS - SEE TABLE OPTIONAL LATTICE TUBES f,K.—AT OVERHANG ---ROOF PANEL- -- — ---c —. — __ . FAS'. -61/2" 00 i0ol GRUPROLLFORMED OR EXTRUDED GUTTER ALUM. BRACKET X #14 S.M.S. @12-O.C. FASCIA 6 1/2"x2'X.024 2" 1" "L" SEE TABLE RAFTER "U" BRACKET - RAFTER TO BEAM 17 3.125" FOR 3 x RAFTER " 2.125' FOR 2 x RAFTER v t = .040" @ 6063-T6 1 1 /2" I� (6)-#14xY4* TEK SCREWS 4 BRACKET TO RAFTER /2' MIN, I � O r -Q P. (6)-#14x K SCREWS -� BRACKET TO BEAM � 2.750-_�' 5:�<• CLEAR SPAN (FT.) O.H. 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 0 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 1' 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 12 2' 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 NP 3' - 7 7 8 8 9 9 10 10 11 11 12 12 NP NP NP 4' - - - 9 9 10 10 11 11 12 12 NP NP NP NP NP 5' - - - - - 11 1 11 12 12 NP NP NP NP NP NP NP T A o 9 o C o D o E o F o G o H o I C JNt ATTACHED &FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM J DBL. 2"x6.5"x0.042" DBL. 3x8"x0.042" BEAM M W/ 14 GA. STL. INSERT N W/ 12 GA. STL. INSERT O W/ DBL. 14 GA. STL. INSERT 0 ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING = SPACING 5 o FTG. MIN. MAX.POST FTG. MIN. MAx.POST FTG.MIN.MAx.POST FTG.MIN.MAx.POST FTG.MIN. MAx.POST FfG.MIN. MAx.POST FTG.MIN.M•POST FTG.JG29'-2" FTG.MIN.MAx•POSTFTG. MIN. ON SLAB (IN.) POST SPACING (IN.) POST SPACING (IN.)POSTSPACING(IN.) POST SPACING(IN.) POST SPACING (IN.) POST SPACING (IN.)POST SPACING (IN.) (IN.)POSTSPACING(IN.)POST 6MAX.POST (i) TYPE (SPAN) (1) TYPE (SPAN) (,) TYPE (SPAN) (i) TYPE (SPAN)TYPE (SPAN) (,)TYPE (SPAN) (1) TYPE (SPAN) (1) (1)TYPE (SPAN) (1)TYPE z 13'7" 5'15B18' -0"29G21'-8" 16B21'-8" 31 G 20'-9" 16B 20'9" 31 G 22'-8"B22'-8" 31 18 j C29'-218'-6"336HI5' 18 17'-6' 31 21'-8" 19 21'-2" 33 H 20'-9" 18 20'-2" 33 H 22'-8" 19 22'-1" 33 21 6'16'-416168B16'-416.-0'230G19'-9'9'-9"119li19'-919'-3"332G 1-9'-D"9-0"119619'-0"8,-6"332 20'-2"332 121 E 26'- 335 H 6' G20'20,8120C'201 26'-0" I � 9._g.. 7, 15'-2" 16 B 2" 29 18'-4" 17 18'-4" 30 17'-7" 17 17'-7" 30 19'-2" 18 C 19'-2" 19 E 24'-82'4'-1" 334 H 7' 0 15'-2' 19 14'-10" 30 G 18'-4" 20 C 17'-10' 31 G 17'-7" 19 C 17'-1" 31 G 32 24'-8" 22 J 8'-6" 8' 14'-3" 17 B 14'-3" 29 17'-2" 18 17'-2" 31 16' 6" 18 16'-6" 31 18'-0" 18 C 18'-0" 31 G 23'-223 222 E 23'-"z 333 H 8� 14'-3 19 13'-10' 29 G 17'-2' 20 C 16'-9' 31 G 16'-6" 20 C 16'-1" 31 G 18'-0' 21 31 -2 -7 � 7'-7" g' 13' 6" 17 C 13'-6" 30 16'-3" 18 16'-3" 31 15'-6" 18 15'-6" 31 17'-0" 18 E 17'-0' 32 G 21'-1 '--_2 E 21'-21'-3" 334 H 9' � 13'-6' 19 13'-1' 30 G 16'-3" 21 E 15'-9" 31 G 20 C 15'-2" 31 G 17'-0" 21 117'-0" 31 21-10' 23 3 6'-10" 10. 12'-9" 17 C 12'-9" 30 G 15' 4" 18 E 15' 4" 32 G 14'-9" 18 E 14'-9" 32 G 16'-1" 19 E 16'-1" 32 G 20'-9" 20 E 20'-9" 334 H 10' 12-9 20 12'-6' 30 15'-4" 21 15'-1'' -:-32 14'-9" 21 32 16'-1" 21 16'-1" 32 20'-9" 23 0'-2" 6-2" 11 12'-2" 18 C' 12'-2" 31 G 14'-8" 19 E 14'-8" 32 14'-1" 19 14'-1" 32 15'-4" :19 E 15'-4" 32 19'-9" 21 G E 19'-9" 35 I , 11 O 12'-2' 20 11'-10" 30 21 14'-4" 32 G 21 E 13'-8" 32 G 15'-4" 22 15'-4" 32 19'-9" 24 19'-3" 34 r 5._8.. 12' 11'-811 12p Ci 11'-811 331 14'-1;4,-1" 122 14 -113 332 13'-6"3,-6" 121 E 14'-94,-9" 333 H 19'-0" 21 � 19'-018'-6" 335 I 12' �-8' �-4' (j E =9" G E122 .19'-0" 24 } x ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTAND/NG ATTACHED FREESTANDING o: 4 MAX.COL. SPACING m'-� ax � e MAX.POST FTG. MIN. MAx-POST FTG. MIN. MAX.POST FTG. ��IIN, MAX.POST FTG. �11N. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. M�•POS7 FTG. MIN. MAX.POST FTG. MIN. MAX.FTG. MIN. ON SLAB 52'9 SPACING (IN.) POST SPACING IN POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (!N.) POST SPACING (!N.) POST SPACING (!N.) POST SPACING (IN.) POST SPACING (IN.) POST m � (zy (3y (SPAN) (f) TYPE (SPAN) (f) TYPE (SPAN) (f) TYPE (SPAN) (f) TYPE (SPAN) (f) TYPE (SPAN) (i) TYPE (SPAN) (f) TYPE (SPrvV) (f) -TYPE (SPAN) (f) TYPE (SPAN) (f) TYPE F 13'-7" 5 18'-0" 16 B 18'-0" 31 G 21'-8" 17 B 21'-8" 33 H 17 20'-9" 32 G 22'-8" 18 B 22'-8" 33 H 29'-2" 19 C 29'-2" 35 I 5 O 17'-8" 19 17'-0' . 31 H 21'-4" 20 20'-7" 34 20'-4" 20 .B 19'-8" 34 H 22'-4" 20 _ C 21'-6" 35 I 28'-9" 22 27'-8" 37 K 0 r 11 �� 6' 16'-4"6'-2" 1 B 16-415-7' 330 G 1 19'-9"9�-7" C 19'-9 334 G 19,-�"8,-8" 120 B 19�-0"8�-0" 333 G 20._8. 18 C 20'-8" 32 G 26'-8" 20 E 26'- 336 I 6' 19 • 21 8'-9" H C H - 20'-4" 21 19'-8" 34 H 26'-3" 23 2'5'-3" K 9, 9„ �, 15'-2" 17 B 0 15'-2" —3-30o G 18' 4" 18 C 18'-4" 31 G 17'-7" 18 C 17'-7" 31 G 19'-2" 19 C 19'-2" 32 G 24'-8" 20 E 24'-B" 336 H 7' 15'-0" 20 [—'l4'-4" 30 18'-1" 21 17'-4" 33 H 17'-3" 21 16'-8" 33 18'-10' 21 18'-2" 33 H 24'-4'' 23 23'-6" I J 81�1, 8' 14'-3" 18 B 14'-3" 29 G 17'-2" 19 C 17'-2" 31 16'-6" 18 16'-6" 30 18'-0" 19 C 18'-0" 31 G 23'-2" 21 E 23'-22"2'-0' 335 H 8' s 14'-1' 20 C 13'-6" 29 17'-0' 22 16'-3' 32 G 16'-2" 21 C 15'-7" 32 G 17'-8" -;2-2 17'-1" 33 H i J 7�_�„ 9' 13'-6" 18 C 13'-6" 30 G 16'-3" 19 16'-3" 31 15'-6" 19 15'-6" 31 17'-0" 19 E 17'-0" 32 21'-10" 21 E 21'-10" 34 H 9' LL 13'-3" 21 12'-9' 30 16'-0" 22 E 15'-4" 32 G 15'-3" 22 C 14'-8" 32 G 16'-8" 22 16'-1" 32 G 21'-6" 24 20'-8" 34 I U)-- 6'-10" 10. 12'-9" _ 18 C 12'-9" - 30 15'-4" G 9 11-9292 E 15'-4" - 32 G ]4'-9" 19 - E 14'-9" _31 G _ 16'-1" 20 - E 16'-1" 32 G 20'-9" 21 E 20'-9"9 334 H 10' 12'-7" 21 12'-1' 30 22 - 14 7 31 22 14'-0" 31 15'-10' 23 15'-3" 32 20'-4" 25 _8" 0 6'-2" 11' 12'-2" 19 C 12'-2" 31 G 14'-8" 20 E 14'-8" 32 G 14'-1" 19 E 14'-1" 32 G 15'-4" 2D E 15'-4" 32 G 19'-9" 22 E 19'-9'8-9" 334 O 12'-0" 21 11'-7" 30 14'-6" 23 14'-0" 32 13-10' 23 13'-4" 31 15'-2" 23 14'-7" 32 H 19'-6" 25 t 5._8.. 12' 11'-8"1'-6" 122 C 11'-811-1' 331 G 14'-13�-10' 223 E 14'-11'3,x.. 332 G 13�-6"3.-3" 223 13'-6"2,-9" 332 14'-9"4'-6" 223 E 14'-9'4'-0" 332 H 226 E 19'-0�8,-0" 334 I 12' H E G 8,-8" s MAX.COL � ¢ ATTACHED .FREESTANDING ATTACHED FREESTAND/NG ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTAND/NG �- 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. MAxPOST FTG. MIN. = SPACING F=. So j p 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 � 0 (p), (3)- � (SPAN) (f) TYPE (SPAN) (f) TYPE (SPAN) (f) TYPE (SPAN) (f) TYPE (SPAN) (1) TYPE (SPAN) (,y TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (,) TYPE �� 13-7517'_3' � 18'-0" 17 B16' 17'-8" 33 G 21'-8" 19 21'-4" 34 H 20'-9" 18 20'-4" 32 22'-8" 19 B 22'-4" 35 I 29'-2"20 C 28'-9" 37, 20 -6'34H20' -1021B20' -0"36K20' -0"21B19'-1"3421'-10'21 C 20'-10'362-2"23E6'-10'39K511,x„6'16'S120B16'-215,-1'333GH19'-9'9.-1"122C19'-18•-3"335H119'-0"8_3"121BC18'-87'-6"33320210'-0"122C20'-4°9�-1336H12625'_9"224E26'-24�-7"338K6' ��15'21121B15'-04,-0"333G187-8"222C18'-16-10'334H17122C17'16'-2"33319118'-6"223C18'-10"-8"335H12423'-10'225E24'-22_9337IK7' OH 8'-6" 8'14'-3"19 B 14'-131 17'2" 20C17'-0" 32G16'-6" 20C16'230 18'-0"20C17'8" 33G23'-2"22E22'-2°1'-333IK8, 13'-9' 21 C13' -132G16' -7'2315'-10'34H 5'-10" 22 15'-2"32 17'-4" 23 16'-7" 34 H 22'-3' 25 J 7-7 9 , 13'-6" 19 13'-3" 30 16'-3" --12'-4' G 21 16'-0" E 32 G _H—fl 15'-6" 20 C 15'-3" 31 G 17'-0" 21 E 32 G 21'-1 23 E 34 H 9 ILL 13'-0' 22 32 15'-8" 23 15'-0" 33 15'-0" 23 14'-3" 32 H 16'-4" 24 15'-7" 34 H 21'-1" 26 --20- 36 K 6'-10.. 10, 12'-912,-3' 222 (; 12'-711'-9' 331 G :1!.!5!:':-j4"4'---'-10' 224 E 15' 14-9"4�-2" 333 G 223 14'-6" 31 331 16'-115-7" 224 E 15'-14�-10' 333 H 20'- 226 20'-4'�9'-1" 336 H � 14'-2" H E G 20�_0.� E I 10, 6._2.. 11 12'-211-9' 20 J (� 12'-0'7 331 G 14'-8"4'-2" 224 E 14'-6"3'-7" 14-1" 332 H 224 E 31 331 G 15'-4" O _3" G 13-7" 13'-0" 2 N N CD LO W rnCD « U) rn O � w LL_ W > — 0 CD LCA Q O rn Q�FESS I L�l o S5885 � 06-23-16 DURALUM IAPMO 0195 61 APPROVAL 224 E 15'- 333 I -i 19'-9 227 E 19'-6"8'-2" 335 I 11' '-10" 114'-2" 9'-1" e" 5,_8�� 12' 223 C 11'-61 331 G 14'-113 224 E 13'-113-0" 332 H 13'-6"3.-0" 224 E 13'-12'-0" 332 H 14'-9�4,-2" 225 E 14'-6"3'-T' 332 F{ 19 -� 18'-3" 227 E 18'-817'-6" 335 I 12' p�-9' -7" G • REVISIONS 4STEL. JOB a 15-1071 i PATE 06-23-16 DRAWN BY AT ' CHECKED GM � I LATTICE COVERS ATTACHED ' & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 35 35 OF 50 SHEETS A o B 1 _ T=12 GA F A553 SSE 50 G6D-1% 3;( 2 .LUM- -t AUM. 3" SQ.0.032" ALUM. BEAM ��W/ 12 GA. STL. "U"CHANNEL G ASTM A653 SS GRADE 50 G60 3 1 " 8 BEAM TYPES .032" 6.5" .042 77 8.0" 0.042" TYP. F- MAX. DBL. 2"x6.5"x0.032" 1 ALUM. ALLOY 3004-H36 OR EQUAL 3.0" DBL. 2"x6.5"x0.042" �i1 3"x8"x0.042" BEAM Vj ALUM. ALLOY 3004-H36 n ALUM. ALLOY 3004M OR EQUAL OR EQUAL (7) DBL. 3"x8"x0.042" BEAM �' ALUM. ALLOY3004H36 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 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 9 1/4" MINIMUM. SEE ALTERNATE FOOTING TABLES SHT. 9 FOR ATTACHED COVERS A 7.8 5" ASTM A653 S: GRADE SD14 GG6D 3"x8"0.042" BEAM � W1 14 GA. STL. INSERT ISI ASTM A653 GRADE 50 G60 3x8.0.042" BEAM IS �W/ 12 GA. STL. INSERT ASTM A653 GRADE 50 G60 NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. T=12 OR 14 GA. ASTM A653 SS GRADE 8.0" 5D G60 .042" TYP. MAX. '— I 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 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 3W BEAM. ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C r W/ 12 GA. STLALUM.BENEL DBL. 2"x6.5"x0.032" OR K 3"x8"x0.042".BEAM FREESTANDING FREESTANDING ATTACHED E ATTACHED FREESTANDING SPACING :30 MAX.POST FTG. ..L 5 ACING o rjo MAX•POST FTG. fviiN. MAX.POST FTG. MiN. MAX.POST MAX.POST SPADBL.FOR } ATTACHED MIN. FREESTANDING ON SLAB ATTACHED SPACING (IPJ.) FREESTANDING SPACING (IN.) POST FOR TYPE MAX.COL. SPACING F t MAX POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST SPACING MAKPOST SPACING FTG, MIN. MAX.POST SPACING MAX.POST SPACING FTG. MIN. 1 o 2"x6.5"x0.032" ON SLAB m SPACING (IN.) POST TYPE SPACING (IN.) POST TYPE FOR DBL. FOR 3"x8' (IN.) (1) POST TYPE FOR DBL. FOR 3'x6° (IN.) (1) POST TYPE m F H (2). (3) 15'-4" (SPAN) (1) 14'-1 (SPAN) (1) 2".6.5'x0.032" BEAM 5 2".6.5"x0.032 BEAM 31 16.4 18 O 14'-7" 5' 16'-9" 15 B 14'-7" 29 G 14'-1 15'-4" B 15 T4 " 15'-4" 28 G 5' O 13'-7" 13 16' 9" 17 13'-713 14'-7" 31 H 14'-10" 15' 4" 14 -11'3 17 14'-6" 15'-1 " 30 13'-10" 31 r 11-4' r. 15'-3" 16 B 13'-3' 28 G 13'-7" 14'-1" B 15 13'-7" 14'-1" 28 G 6' r 14'-2" 6 15'-3" 18 29 13'-3" 30 H 13'-7' 14'-1" 16 17 13'-3' 13'-9" 29 7 12 -711 12'-112,-1" 331 3'-10" 14'-2" 16 B 12'-4" 28 G 12'-7" 13'-1" B 15 12'-7" 13'-1" 28 G 7' J 91-9„ 7 14'-2" 18 B 12'-4" 30 12'-7' 13'-1" 12'-3" 17 12'-3' 12'-9" 29 28 G J 8'-6" 8' 13'-3" 16 B 11'-7" 29 G 11' 9" 12'-3" B 16 11'-9" 12'-3" 28 G 8' 20 J 13'-3" 19 12'-7" 11'-7" 29 11'-9" 12'-3" G 18 11'-6" 12'_0' 28 11'-2" 11'-7" J 7-7 „ 9 12'-7" 17 C 11'-0" 29 G 11'-2" 11'-7" B 16 11'-2" 11'-7" 29 G 9' LL 11'-0" 29 12'-7" 19 10'-3' 11'-0" 29 11'-2' 11'-7" �. 18 10'-10' 11'-3" 28 11'-010,-9" B 120110'- 6'-10„ 10, 12'-0'2'-0" 1 10' 10' 4"0,-4" 330 G 10'-7 11'-0i B 4„ 11'-0"0,-8" 229 G 10' 10'-4" 32 G 10'-2" 19 li 21 a' 0,-7' 1'-0" 6'-2" 11 11'-4" 19 C 9'-10" 30 H 10'-1" 10'-6" B 19 10'-1" 10'-3" 29 Al 11 C 29 30 H 10'-1" 6'-2' 11' 11'x" 17 C 9'-10" 30 H 10'-1" 10'-6" B 31 V91-811 10'-6" G 11' O 10'-0" 10'-3" 11'-4" 20 9'-7" 9'-10" 30 10'-1' 10'-6" 9'-8" 9'-4" 12, 10'-1" 29 C 9,_6„ 3 5'-8" 12' 10'-10" 18 C 9'-6" 30 H 9'-8" 9'-8" C 9'-0" 8'-3" 9'"290'-10' 21 9'-6" 31 9'_7„ 20 9'-6" 30 9'-8" 9'-8" r ATTACHED FREESTANDING FREESTANDING ATTACHED ATTACHED FREESTANDING SPACING :30 MAX.POST FTG. ..L 5 ACING o rjo MAX•POST FTG. fviiN. MAX.POST FTG. MiN. MAX.POST MAX.POST SPADBL.FOR FTG. MIN. MAX.POST MAX.POST FTG. SPACING SPACING 1"x8" MIN. a, ON SLAB 2 SPACING (IPJ.) POST TYPE SPACING (IN.) POST FOR TYPE 3NicB (IN.) POST FOR DBL TYPE FOR (IN.) (1) POST TYPE m� SPACING SPACING FOR DBL (2). (3) tc (SPAN) (i) C (SPAN) (1) (SPAN) 2"x6.5"x0.032" BEAM (1) (1) 2"x6.5'.0.032 BEAM BEAM (1) TYPE rx6.5"X0.D3 13'-7" 5' 16 -9 16 B 14'-7" 31 H 14'-1 15'-4" B 15 14'-1 15'-4" 30 G 5 O 15'-2" 31 16.4 18 O 14'-7" 33 J 14'-8" 15'-2" 14'-7" 18 14'-1" 14'-7" 31 19 r 11,x„ 6, 15'-;'5 119 B 13 332 H 13'-713 14 B 168 13'- 14 -11'3 231 G 6' 13'-7" 13'-10" 31 -0. 0 , 6 r. 13'-3" 1 -4" 13'-10' 13'-3" 34 2'-10" �„ 13'-7" 19 P 91-91, 7' 14'-2" 17 B 12'-4" 29 G 12'-7" 13'-1" B 16 12'-7" 13'-1" 29 G 7 12 -711 12'-112,-1" 331 3'-10" 19 12' 4" 31 I 12'-4" 12'-10' 4„ 19 12'-0" 12' 4" 30 J 8,�„ 8' 13'-3" 17 B 11'-7" 29 G 11'-9" 12'-3" B 17 11'-9" 12'-3" 28 G 8' 11'-9" 12'-1" 29 13'-0" 20 11'-7" 31 H 11'-8" 12'-1" 11'-7" 19 11'-2" 11'_7" 30 20 J 7-7 „ , 9 12'-7" 18 C 11'-0" 29 G 11'-2" 11'-7" B 17 ' 11'-2" 11'-7" 29 G 9' LL. 11'-4" 29 12'-3" 20 ILL7 11'-0" 30 H 11'-0" 11'-4" 11'-0" 20 10'-7" 11'-0" 29 21 10'-3' 6'-10„ 10, 12'-0'i 1 �. 101-4" 330 G)( 10 -710,-6" 11'-010,-9" B 120110'- 710,-1" 111-01,0.4 229 G 10' 10'-7" 10'-9" 29 -8" 21 4„ Ir 10 -8' 21 B 10'-4" 32 G 10'-2" 10'-7" 21 a' 9'-10" 30 6'-2" 11 11'-4" 19 C 9'-10" 30 H 10'-1" 10'-6" B 19 10'-1" 10'-3" 29 Al 11 C 9'-10" 30 H 10'-1" 10'-6" B 1T2-0-11-0-- 10'-1" 10'-6" 29 21 O 9'_0" 31 21 9'-10" 30 10'-1 10'-0" 10'-3" 9'-6" 20 9'-7" 9'-6" 29 C 19 9'-8" 9'-4" 12, 10'-100'-8" 1 C 9,_6„ 3 H 9'-8" 9 -8 C 121 9 -8 9 -8 230 22 9'-0" 8'-3" 31 21 9'-6" 31 9'_7„ 9' 4" 9' 2., 8'_9„ >- ATTACHED FREESTANDING ATTACHED FREESTANDING = SPACING :30 MAX.POST FTG. MIN, MAX.POST FTG. MIN. MAX.POST MAX.POST FTG. MIN. MAX.POST FTG. MIN. j o Q� ON SLAB m � SPACING (IN.) POST SPACING (IN.) POST SPACING FOR DBL. SPACING FOR 3'x8" (IN.) POST SPACING SPACING FOR DBL SPACING FOR 3x8" (IN.) POST m C (2).(3) (SPAN) 1 (> TYPE (SPAN) ( (1) TYPE ZA6.5'xD.032' BEAM (1) TYPE rx6.5"X0.D3 BEAM 1 ( ) TYPE G 13'-7 „ 5' 16'-9" 17 B 14'-7" 32 1 14'-1 " 15'-4" B 16 14'-1 " 15'-2" 31 G 5 , O 15'-0" 19 14'-7" 34 J 14'-4" 14'-10' 19 13'-8" 14'-2" 33 H M 11-4 „ 6 15'-3" 18 B 13'-3" 31 1 13'-7" 14'-1" B 17 13'-7" 13'-10" 31 G , 6 r. 13'-9" 20 13'-3" 34 J 13'-1" 13'-7" 19 12'-6' 13'-0" 32 P 9,_9„ 7' 14'-12,_9„ 1 B 12'-;"2 333 H 12 -712'-2" 13'-112'-7" B 120 12 -711 12'-112,-1" 331 G 7' 20 4„ J 7 " J 8'-6" , 8 13'-3" 18 B 11'-7" 30 H 11'-9" 12'-3" B 1.8 11'-9" 12'-1" 29 G , 8 11'-10' 20 11'-7" 32 J 11'-4" 11'-9" 20 10'-10" 11'-3" 31 J -7 „ 9 1 12'-7" 19 B 11'-0" 30 H 11'-2" 11'-7" B 18 11'-2" 11'-4" 29 G 9 ILL7 11'-3" 21 11'-0" 32 I 10'-9' 11'-2" 21 10'-3' 10'-8" 30 6'-10" 10' 12'-0" 19 C 10'-4" 30 H 10'-7" 11'-0" B 18 10'-7" 10'-9" 29 G 10' Ir 10 -8' 21 B 10'-4" 32 G 10'-2" 10'-7" 21 9 -9' 9'-10" 30 6'-2" 11 11'-4" 19 C 9'-10" 30 H 10'-1" 10'-6" B 19 10'-1" 10'-3" 29 G 11 O 10'-2" 22 9'-10" 32 I 9'-9" 9'-10' 21 9'-3" 9'_0" 31 12' 10'-1 20 C 9'-6" 31 H 9'-8" 9'-8" C 19 9'-8" 9'-4" 29 9'-9" 22 9' 6" 33 J 9'-4" 9'-1" 22 9'-0" 8'-3" 31