Loading...
BPAT2015-003878-495 CALLE TAMPICO 4 4v VOICE (760) 777-7125 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 6/22/2015 Application Number: BPAT2015-0038 Owner: + Property Address: 51565 AVENIDA RUBIO GREG HERRELL APN: 773121010 51565 AVENIDA RL 310 a Application Description: HERRELL RESIDENCE PATIO COVER LA QUINTA, CA 922 i3 L Property Zoning: y� Application Valuation: $2,100.00 �� a Applicant: Contractor: RYAN GABOR CSER RYAN GABOR CSER —� 681150 LOUISAN RD 681150 LOUISAN R DESERT HOT SPRINGS, CA 92240 DESERT HOT SPRINGS,(C 92240 , LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 70001 of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: C29, D03 License No.: 928413 Date: 1C.,A Z. Is Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project.. (Sec. 7044, Business and Professions Cade: 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 Lender's Address: (760)861-8953. Llc. No.: 928413 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance,.as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is -issued. My workers' compensation insurance carrier and policy number are: Carrier: _ Policy Number: _ -(.certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: _(0 2-2- 1 f' 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- mentioned property for inspection purposes. Date: 69 Z. Z . I - Signature (Applicant or Agent): f DESCRIPTION',,' - - FINANCIAL INFORMATION ;ACCOUNT QTY, AMOUNT - ,.: PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 6/22/15 PAID BY ` . p �; METHOD ` = :_ RECEIPT #p, "CHECK CLTD BY RYAN GABOR CSER CHECK R7234 1324 MFA Total Paid forBUILDING STANDARDS ADMINISTRATION BSA; $1.00 $1.00 DESCRIPTION " " ACCOUNT _ `"QTY . AMOUNT, , 'PAID -" PAID DATE WALL/FENCE - FIRST 100 LF 101-0000-42404 0 $47.86 $47.86 6/22/15 PAID BY, - w ',_, 3 METHOD - ,� , �w RECEIPT # {�.. CHECK # CLTD BY RYAN GABOR CSER CHECK R7234 1324- MFA DESCRIPTION_ , _ , A ` '• ` ACCOUNT ' "- ACITY k AMOUNT � . _ %PAID PAID DATE WALL/FENCE - FIRST 100 LF PC 101-0000-42600 0 $60.91 $60.91 6/22/15 PAID,BY'8 " METHOD f RECEIRT#'I - CHECK# f CLTflBY RYAN GABOR CSER CHECK R7234 1324 MFA Total Paid for FENCE OR FREESTANDING WALL- $108.77 $108.77 / DESCRIPTION;* :,?ACCOUNT" r „ ;CITY �'AMOUNT< `- PAID °° ' PAID DATE PATIO COVER, STD, OPEN 101-0000-42404 0 $97.17 $97.17 6/22/15 Y PAID BY :: s °' METHOD RECEIPT # ', CHECK # CLTD BY RYAN GABOR CSER CHECK R7234 1324 MFA' DESCRIPTION a t ;: ACCOUNT .:;QTY AMOUNT F PAID PAID DATE PATIO COVER, STD, OPEN PC 101-0000-42600 0 $95.72 $95.72 6/22/15 ° PAID. BY i ,': METHOD ° ,, RECEIPT # r '. CHECK # CLTD BY ;. RYAN GABOR CSER CHECK R7234 1324 MFA Total Paid forPATIO COVER / COVERED PORCH / LATTICE $192.89 $192.89 DESCRIPTION ACCOUNT, QTY AMOUNT PAID' PAID DATE' SMI —RESIDENTIAL 101-0000-20308 0 $0.50 $0.50 6/22/15 ' PAID BY s - "METHOD '` RECEIPT # CHECK # s CLTD BY . RYAN GABOR CSER CHECK R7234 1324 MFA Total Paid forSTRONG MOTION INSTRUMENTATION SMI: $0.50 $0.50 TOTALS: Description: HERRELL RESIDENCE PATIO COVER Type: PATIO COVER Subtype: Status: APPROVED Applied: 6/22/2015 EVA Approved: 6/22/2015 JFU Parcel No: 773121010 Site Address: 51565 AVENIDA RUBIO LA QUINTA,CA 92253 Subdivision: SANTA CARMELITA VALE LA QUINTA Block: 23 Lot: 1 Issued: UNIT 2 - LofSq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $2,100.00 - Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 ,CHRONOLOGY Details: 259 SF TRELLIS PATIO COVER AT REAR YARD [DURALUM] & 15 LF 5' HEIGHT EQUIPMENT ENCLOSURE BLOCK WALL AT REAR YARD. THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING CODES ......, r FINANCIAL ...INFORMATIO. r r Printed: Monday, June 22, 2015 3:26:30 PM 1of3 ADDITIONAL CHRONOLOGY -" TYPE. STAFF NAME `-_ ', ACTION DATE COMPLETION DATE- NOTES ,CHRONOLOGY NOTIFIED RYAN CSER W/ PRECISION PATIOS THAT PLANS' TELEPHONE CALL JAKE FUSON 6/22/2015 6/22/2015 WERE APPROVED AND PERMIT WAS READY TO ISSUE. t e CONTACTS NAME TYPE ;.: NAME'` ;; ADDRES51 CITY ,. w STATE .`. = ZIP; PHONEFAX =EMAIL w APPLICANT RYAN GABOR CSER 681150 LOUISAN RD DESERT HOT CA 92240 SPRINGS CONTRACTOR RYAN GABOR CSER 681150 LOUISAN RD DESERT HOT CA 92240 SPRINGS OWNER GREG HERRELL 1.51565 AVENIDA RUBIO LA QUINTA CA 92253 ......, r FINANCIAL ...INFORMATIO. r r Printed: Monday, June 22, 2015 3:26:30 PM 1of3 - . __ __ _ _W___ _. __, _ _. _ __ _. _ _ _ _ __. _ _ _...._ _._..__ _ .__.__ _ _ _ _ CLTD` DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # -CHECK #.: METHOD ' PAID BY BY BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 1 6/22/15 1 R7234 1324 CHECK RYAN GABOR CSER MFA Total Paid forBUILDING STANDARDS ADMINISTRATION $1.00. $1.00 BSA: WALL/FENCE - FIRST 101-0000-42404 0 $47.86 $47.86 6/22/15 R7234 1324 CHECK RYAN GABOR CSER MFA 100 LF WALL/FENCE -FIRST 101-0000-42600 0 $60.91 $60.91 6/22/15 R7234 1324 CHECK RYAN GABOR CSER MFA 1 100 LF PC Total Paid for FENCE OR.FREESTANDING WALL $108.77 $108.77 PATIO COVER, STD, 101-0000-42404 0 $97.17 $97.17 6/22/15 R7234 1324 CHECK RYAN GABOR CSER MFA OPEN PATIO COVER, STD, 101-0000-42600 0 $95.72 $95.72 6/22/15 R7234 1324 CHECK RYAN GABOR CSER MFA OPEN PC Total Paid for PATIO COVER / COVERED PORCH / LATTICE $192.89 $192.89 SMI - RESIDENTIAL 101-0000-20308 0 $0.50 $0.50 6/22/15 R7234 1324 CHECK RYAN GABOR CSER MFA Total Paid forSTRONG MOTION INSTRUMENTATION SMl $0.50 $0.50 TOTALS' PARENT PROJECTS Printed: Monday, June 22, 2015 3:26:30 PM 2 of 3 CRWIYSTIMS Printed: Monday, June 22, 2015 3:26:30 PM 3 of 3. Bin # City of La Q uin to Building &r Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012.. - Ova 8 Building Permit Application and Tracking Sheet Permit # VA—k 2 0 ° Project Address: 515 b A V Q V d I 0 Owner's Name:6199(x&HOWELL' A. P. Number: Address: 515(.5 AVr R V 1g / 0 Legal Description: City, ST, Zip: (,, 7, Z 53. Contractor:/ PRE C� S 1 1� J ?Art os. Telephone: Address: 6I SO L/OVISAAJ Project Description: Ifx/61611 4,1711 City, ST, Zi P H5 - CA TYPE wgrAvfer? w000 Shave . hone• Telephone: P 60 561 I a S Milk Td dee State Lie. # : Z $ q! City Lic. #: Arch., Engr., Designer: /51 ,, / AN.QG k Address: 6 A so )( 16 /0 C !J top'.) City., ST, Zip: Telephone: Construction T Occu Y• Type: e• ane P State Lie. #: Project type (circle r cle one): New Add'n Alter Repair .Demo Name of Contact Person: -)A N GS ER Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: 7fi Q 61 #153 Estimated Value of Proiect'.4 2 1 do APPLICANT: DO NOT WRITE BELOW THIS LINE # I Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for AN&A00 107145 ZZ Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Title 24 Cales. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°" Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- 3' 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 FO' 674ak- 6" x ir xle"Precision block -wall—l-&--long �T6,match t existing;, Existing Pool. 118W" x 14' Lattice type" tweatherwood shade, �structure- Attached, Herrell Residence, 51565 Ave- Rubio 7=7 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION ED . AM�6 181 'A 5P,-\ T.2—o(c; PATIO COVER SYSTEM AS MFG. BY: DUMLUM PRODUCTS, INC. GENERAL NOTES: DESIGN REQUIREMENTS: WIND.SPEED CONVERSION TABLE" GOVERNING CODES: 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE 2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL CODES, ASCE/SEI 7 -10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010 ° ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC AND 2013 CRC SECTION AHI D5.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC1318-11 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. DRAWING NOTES: 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, 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. 5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER. 6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. 1 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. 8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. 9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON EXISTING OR NEW CONRETE SLABS. 10. 20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL CARPORTS. 11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. DESIGN CONSIDERATIONS: ' 11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT. 12. MINIMUM COVER PROJECTION IS 10. 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG. 14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SEI 7. 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7. 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS'OPEN STRUCTURES," IN ACCORDANCE WITH ASCE/SEI 7. 17. THE RATIO (HIP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONE (1). 18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT BE LESS THAN ONE (1). MATERIAL SPECIFICATIONS: 19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER TABLE 1806.2 AND SECTION 1806.3.4. 23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. 24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A307. 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 WHERE SNOW DRIFTING AND SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER I. ROOF LIVE AND SNOW LOADS: 10, 20,25.30.40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 pso 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: 11, 11. 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. 5. SEISMIC DESIGN PARAMETERS: SITE CLASS: D SEISMIC DESIGN CATEGORY: D MAPPED SPECTRAL RESPONSE COEFFICIENTS: S5= 1.50, S, = 0.6, S°, = 1.0, Sa = 0.50 RESPONSE MODIFICATION FACTOR, R:1.25 6. DESIGN ASSUMPTIONS: A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10' A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: A. TITLE SHEET AND GENERAL NOTES. B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN TABLES. D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE SITE-SPECIFIC DESIGN LOADS. E. APPROPRIATE STRUCTURAL DETAILS. F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION. SHEETINDEX: SHEET # SHEET TITLE/ DESCRIPTION CBC / IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED 110 MPH 85 MPH 120 MPH 93 MPH 130 MPH 101 MPH SEE CONVERSION METHOD, THIS PAGE, FOR APPLICATION AND USE. SITE DESIGN PARAMETERS: SITE ADDRESS: WIND SPEED & EXPOSURE: ROOF / SNOW LOAD: STRUCTURAL ENGINEERING FIRM �A_ST��ENG/NEEl7/NG 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 S885 SH - 3-4 ........PANEL SPANS TRI -V, W -PANEL & FLAT PAN POINT OF CONT E STEVENS SH -5 ...........MINIMUM FASTENERS ^t� O� SH - 6 ...........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL &PATIOS C L:A: SH - 7 ............HEADER BEARS TYPES, COLUMN / POST TYPES BUILDING &S SH-8 ............EXISTING EAVE CONNECTION DETAILS SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS APPR SH - 10 .........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS FOR CONS 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 DATE6 SH - 14 ..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH rs7/� �"% �15 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 00.38 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 L.L, 110-130 MPH SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH SH - 39-40 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH SH - 41-42 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH SH - 43-44 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH SH - 45-46 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH SH -47 ..........INSULATED ROOF PANEL ATTACHMENT DETAILS SH - 48 ..........SNOW DRIFT DESIGN SH - 49 ..........SPAN REDUCTION FACTOR TABLES SH -50 ..........ADDITIONAL STATE LICENSURE STAMPS Ll M N ti WLu Z uw OU aI.- 0 w -rn W Wco co M U 0' Z 00 Cil S5 85 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHI APPROVAL i s i e REVISIONS w,Rc DATE OESCRFgM 4 STEL JOB S 15-1071-1 8 DATE - YNM15 pg DRAWN BY MAP Y CHECKED DKRs TITLE SHEET, DESIGN LOADS, GENERAL NOTES T-0 0 OF 50 SHEETS A� A� E q o 8 o G o U o t r v n SOLID PANEL STRUCTURES ROOF ROOF ATTACHMENT OVERHANG, ATTACHMENT OVERHANG, OR WOOD, OR SEE DETAIL A, B & C, OR WOOD, OR ROOF PANEL SEE TABLES SEE DETAIL A, B & C, q�FNGTy OF CONCRETE ROOF PANEL SEE TABLES SHEET 8p GT/./ OF CONCRETE SHEET 4 FOR ROOF SHEET 8 Sb/,q� STR(/CT WALL SEE SHEET 4 FOR ROOF Sh/q�� STRUCTU WALL SEE PANEL ATTACHMENT TO )III,- T 8F I URE Vq/�/ SHEET 8 PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT. THF p.OT BF I RF VARp SHEET 8 SUPPORTING RpjFS CT/ONTNgNFS HANGER BEAM. O. SPAN "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12-----/ &EA4fSpgN/ FOR MANDATORY SPLICE. STS,,gC/ BEAM - SEE TABLES NO BEAM SPLICE AT SFF G FOR POST SPACING EXTERIOR POSTS. T,gB�Fs POSTS, SIZE VARIES POSTS, SIZE VARIES H. NOT 25% TO SEE SHT. 11 FOR MINIMUM SEE SHT. 11 FOR MINIMUM FX OFBFAMq NUMBER OF REQUIRED COLUMNS OF 1? jFO25� CON, ALL FAM Ow�/E �F SPgN 3 1/2" SLAB ATTACHMENT SP MAY BE USED WHERE PERMITTED. NOTE: NO SPLICE AT EXTE IOR POSTS SEE TABLES 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 EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE SEE DETAIL 11, SHEET X12 -� FOR MANDATORY SPLICE. NO BEAM SPLICE AT EXTERIOR POSTS. POSTS, SIZE VARIES"' 3 1/2" SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES FOOTINGS SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "C" FREESTANDING W/ CANTILEVER OPTION SUPPORTING RpJFCTI�NS HANGER BEAM. O. "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12� FOR MANDATORY SPLICE. P� SPAN/ BEAM - SEE TABLES N M SPLICE AT SFE Tgstes G FOR POST SPACING EXTERIOR POSTS. POSTS, SIZE VARIES XC NOT Tp SEE SHT. 11 FOR MINIMUM OF 1? jFO25� NUMBER OF REQUIRED COLUMNS ALL FAM Ow�/E 3 1/2" SLAB ATTACHMENT' SP 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 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING BEAM. "O.H." NOT TO EXCEED 25% - OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12�� FOR MANDATORY SPLICE. NO BEAM SPLICE AT EXTERIOR POSTS. POSTS, SIZE VARIES — 3 1/2" SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES FOOTINGS SEE TABLES MIN. 0.25" SLOPE PER FT. NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION Z r) ti W 06 W w N co ZU rn W aLLJ� ucow� W cn � W W M M o U rn Z 00 00 cl) M e�FEss►c�/at S5 85 OF CALL,\Edi 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AW APPROVAL REVISIONS MARK DATE DESCRi1gN 4 STEL JOB # 15-1071.1 DATE 3!312015 DRAWNBY MAP CHECKED DKR SOLID PANEL STRUCTURES SH -1 1 OF 50 SHEETS e 7 0 ©11111111111111111 7� 31' .1' RAFTER, SEE TABLES WALL LEDGER OR ROOF OVERHANG, SEE DETAIL A.B & C MAX. O.H. O.H SHEET 8. 25% OF RAFTER ALLOWABLE �-O�bOG '14 0 e�R�H SPAN �3 M w O LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 DETAIL 11, SHEET 12 NO BEAM SPLICE AT EXTERIOR POSTS LENGTH OF STRUCTURE VARIES EXTERIOR POSTS SFT ALLOWABLE e� jDO�TSpAp'7N, SAgC/ 2So�A{ SPAN •. I , AaA OLF S u 0 E o •<-r o P'. OPEN LATTICE STRUCTURES BU/ \ WALL LEDGER OR ROOF OVERHANG, SEE DETAIL A.B & C SHEET 8. c �W POST WITH SIDE PLATI S SEE SHT. 11 FOR MINIM M NUMBER OF REQUIRgIT- COLUMNS 3 1/2" SLAB ATTACHMENT �Fg4,j MAY BE USED WHERE NOTE: EACH COMPONENT IS INTER -SE SF TTpgpgN� PERMITTED. F C/ E TABLES CHANGEABLE WITH ANY OTHER gA�F�G COMPONTENT UNLESS OTHERWISE SHOWN. S FOOTING WHERE REQUIRED, NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE TABES MAY NOT BE COVERED. STYPE "E" ATTACHED -SINGLE SPAN LATTICE STRUCTURE RAFTER, SEE TABLE FOR SIZE AND SPACING . MAX. O.H. 25% OF RAFTER ' OCH y ALLOWABLE 'fel `S WALL LEDGER OR 7/NG ROOF OVERHANG, `h QGkO/NG SHEET 8. SEE DETAIL A,BBC RAFTER, SEE TABS �-O�bOG 2q E �3 M w O LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE - SEEG MAX. O.H. O.H. DETAIL 11, SHEET 12 ^ NO BEAM SPLICE AT AOS OST CROSSSECTI SEE POST DETAI EXTERIOR POSTS SFT ALLOWABLE SAgC/ 2So�A{ SPAN •. I , AaA OLF 3 1/2' SLAB NOTE: EACH COMPONENT IS INTER- Ao MATO USED TO CONSTRAIN CHANGEABLE WITH ANY OTHER sF sTsA �Tge�FSNG FOOTING, SEE COMPONTENT UNLESS OTHERWISE SHOWN. TABLES NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED.' pEtb �� 1 , 24 p FOOTING SEE TABLES TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE `S WALL LEDGER OR 7/NG ROOF OVERHANG, `h QGkO/NG SHEET 8. SEE DETAIL A,BBC fx � 'W \ ti W co co WN Qo M U C" W < u U) W LUJ WM C7 O Z C00 o V- m FESS 1! S 5885 1 r OF CA 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AH, APPROVAL pp� 2 3 REVISIONS mmm WE OESCMKM g0sg 4 STEL JOB # 15-1071-1 3 DATE 3132015 gge DRAWN BY MAP 3 CHECKED pKRc OPEN LATTICE t STRUCTURES SH -2 F R H� 2OF50SHEETS H RAFTER, SEE TABS - RAFTER, SEE TABLE MAX. O.H. O.H 25% OF RAFTER AND SPACING ALLOWABLE 25y�O`p�FR MAX. O.H. O.H. SPAN OSTSp�'Gl'G ALLOWABLE 2So�A{ SPAN •. I , AaA OLF MANDATORY BEAM SPICE - SEE \ DETAIL 11� SHEET 12 •(��C'�OG, 1 • 1.' gC/'YG NO BEAM SPLICE AT EXTERIOR POSTS pEtb �� 1 , 24 p LENGTH OF STRUCTURE VARIESG e Ao Fg4�s POST WIIITIIp11H SIDEL TP A ES SF TSA Ag V/ SEE SHT. 11 FOR MINIMUM a FTS C/,yG NUMBER OF REQUIRED yr (Fs COLUMNS NOTE: EACH COMPONENT IS INTER- 49, A S so bu 31/2"SLAB ATTACHMENT CHANGEABLE WITH ANY OTHER sF S- 4/v eTg6<FSG MAY BE USED WHERE COMPONTENT UNLESS OTHERWISE SHOWN. �••.. NO BEAM SPLICE AT - SFFT SAgC/ I� PERMI TES NOTE: THIS OPEN LATTICE -TYPE STRUCTURE - y EXTERIOR POSTS ��FS NG — MAY NOT BE COVERED. FOOTING WHERE REQUIRED, •� SEE TABLES _- TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE AosT TO CONSTRAIN fx � 'W \ ti W co co WN Qo M U C" W < u U) W LUJ WM C7 O Z C00 o V- m FESS 1! S 5885 1 r OF CA 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AH, APPROVAL pp� 2 3 REVISIONS mmm WE OESCMKM g0sg 4 STEL JOB # 15-1071-1 3 DATE 3132015 gge DRAWN BY MAP 3 CHECKED pKRc OPEN LATTICE t STRUCTURES SH -2 F R H� 2OF50SHEETS H RAFTER, SEE TABS FOR SIZE AND SPACING MAX. O.H. O.H. . 25% OF RAFTER ALLOWABLE 2So�A{ SPAN •. I , AaA OLF 1 • 1.' gC/'YG 1 , s ;dF s OIZc ' LENGTH OF STRUCTURE VARIES'G MANDATORY BEAM SPICE - SEE p3 C ,le DETAIL 11, SHEET 12 AOS POST CSSSECTION, SEE POST DETAIL, �••.. NO BEAM SPLICE AT - SFFT SAgC/ - y EXTERIOR POSTS ��FS NG 3 1/2" SLAB MAY BE USED NOTE: EACH COMPONENT IS INTER- AosT TO CONSTRAIN CHANGEABLE WITH ANY OTHER sFFT sAg ge<FS/�G TAB ESG SEE COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY NOT BE COVERED. Ii TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE fx � 'W \ ti W co co WN Qo M U C" W < u U) W LUJ WM C7 O Z C00 o V- m FESS 1! S 5885 1 r OF CA 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AH, APPROVAL pp� 2 3 REVISIONS mmm WE OESCMKM g0sg 4 STEL JOB # 15-1071-1 3 DATE 3132015 gge DRAWN BY MAP 3 CHECKED pKRc OPEN LATTICE t STRUCTURES SH -2 F R H� 2OF50SHEETS H q o 6 o u 'o t O h o G o H o 1 G SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C 24" TRI -"V• PAN 262• 1 12" x 3 1/2' W PANEL 6"/ 8"x 2Y2" FLAT PAN R=.117' .09R Q.S. 25' .40' .40' ff b7' .35' ,77• 1 5' 180' b7' .40' .75' .43' •45' CALL U738' KED RADII ,06R) T= CSEE TABLE 3. 0' HEL01✓) .65' T= <SEE TABLE .7(' 25' 6' L I. 0• ,25•BELOW) 262'2. ' T= (SEE TABLE BELOW 2. 7, { .40' 45' .35' •7 ' b5' TYP. 2 •40-3.00-L-4.50' .50'--#4.50'40, .SO' • 3,00.401 , .433' L3' L3' .433' 1.92' .7 ' L92, .75' 1.92' 440' 124 00'/840' ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL 7 � ,3 7 � .3= 71� a� ALUM. ALLOY 3004-H36 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE --,-,-720 ROOF LIVE/SNOW LOAD, psf 25 30 40 50 24" TRI -"V' PAN - 0.88 0.83 0.75 0.80 24•x234•x0.018" 0.85 0.80 0.65 0.65 - LUSL PANEL'T' 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN _F5F._B_j EXP.0 EXP.B 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" 12'-0" .018 11'-1' 11'-2" 10'-7" 10'-T 9'-11- 14'-7" 15'-3' 15'3• 9 8'-6" 8'-T 8'-1• 8'-2- r-5" .02a 12'-3" 12'-3" 12'-3- 12'-3' 12'-3' 12'3" 10 .024 12'-7' 12'8" 11'-10 12'-0' 11'-1• 10 10 3• 1T-7• 10'4" 9'-9" 17'-7" 9'-2" 9'-3• 8'-7" 1 Y-0' .032 14,_3" 14,_3- 14,_3, 14,_3, 14'_3, 14,_3" IT 7" 032 15'•8' 14'-9' 14'-9" 14'-0" 14'-1" 13'-3' 5'-107 19'-7• 12' 8" 12'-1" 12'-1" 11'-2' 19'-7- .040 8'4" 8'4- 8'4" 8'4' 8'4" 8'4' .018 10 12'-1" 11' 4• 11' 6" 10'-9" 7'-9" 7'-5" 7'-5' 7'-2' 7'-2- 6'-10" 12'-8" 020 (1) 10,_1" 10._1• 10._1, 10,_1• 101_1, 10,_1" 20 .024 10-1 18'-0" 9'8" 9'-0' 9'-1" 8'-0" 18'-0" 8'-8' 8'4' 8'-5' 8'-1• 8'-1" T-9" 12'_1" 12'_1' 12,_1, 12,_1. 12,_1, 12,_1" .032 10'-9• 10'-3" 10'4' 9'-10" 20 12'6" 10.9,. 10'_3, 1014, 9'-8' W-9" 9'-9" 15'-0" 15.1• 7'_3• 7'-3" 7'-3" T-3• 7'-3" 7'-3• 17'-7' .018 133" 12-9 12'-9" 12'4" 12'4" 11'-7" 7'-B" 7'4" 7'4" 7-1' 7'-1" 6'-10" 16'-3" 81-9' 8'-9" 8'-9" 8'-9" 8'-9" 8'-9" 25 .024 15'-1' 14'-T 14'-7" 13'8' 14'-1' 13'-2" 14'-2" 8'-8" 8'4' 8'-5" 8'-1' 8'-1" 7'-9- 16'4" 16'-6' 9' 8" 91-8" 9'-8" 9'-8• 9'-8" 9.8' 10'-2" .032 10'-2" 9'-10' 9'-3' 9'-5" 8'-11' 9'-0" -6- 12'-1' 10'-0" 10'-2" 10'-2" 9'-T 9'-8' 9'-2" 6'-7" 6'-7" 6'-7• 6'-7" 6'-7" 6'-T .018 11'-0' 10'-T 10'x" 10'-2" 10'-3' 9'-9- 25 7'-3" 7'-0" 7'-0' 6'-9' 6'-10" 6'-7" 13,_2" 9'-10" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 30 .024 13'3" 13'-1' 12%r 12'8" 12'-2" 13'_3" 14'-2" 8'-0" 7'-9' 7'-9" 7'-5" 14'-2" 9'-1' .024 .032 20 15'-0' 144' 14'-2' 13'-7" 13'-8' 13'-0" W-10" 9'-6" 9'8" 9'-1• 9'-2- 8'-10• TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE --,-,-720 ROOF LIVE/SNOW LOAD, psf 25 30 40 50 12"x3&x0.020" - - 0.88 0.83 0.75 0.80 24•x234•x0.018" 0.85 0.80 0.65 0.65 - 24"x2y'xO.024" 0.90 0.88 0.70 0.65 24'x2Y2'xO.032- 0.90 0.88 - - (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN IN TABLE 1 ABOVE. NOTE: PANEL FASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING .Q: W L N ao '2 0U" u 2 awl (j) w - W LLI cr) C'7 (7 z O00 p CQ m DFESSIq�! S5 85 OF CAO 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS KVM DATE DESCRPTION i 4 STEL JOB # 15.1071-1 i DATE 3rNM15 i i DRAWN BY MAP i CHECKED OKR I PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHEETS 1 12"x 3 1/2"W PANEL 8" x 2 Y2" FLAT PAN LUSL PANEL'P (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.0 12'-6" 12'-0" 12'-0" 12-0• 11'-1' 11'-2" 10'-7" 10'-T 9'-11- 14'-7" 15'-3' 15'3• 15'-3" 15'-3• 15'-3" 15'-3" .02a .ozo 13'-2' 12'-7' 12'8" 11'-10 12'-0' 11'-1• 10 10 3• 1T-7• 1T -r 17'4" 17'-7" 17'-7" 17'-r 12'-0" 1 Y-0' .032 11.8 10'_9• 13'-7" 13'-7• 13'-r IT 7" 13'-7" 15'•8' 14'-9' 14'-9" 14'-0" 14'-1" 13'-3' 5'-107 19'-7• 19'-7' 19'-7" 19'-7' ,9'-7" 19'-7- .040 024 10 12'-1" 11' 4• 11' 6" 10'-9" 11'-3' 10 11,_3• 11 _3, 11,_3" 11,_3• 12'-8" 020 (1) 12'-1" 15'-7" 15'-7" 15�15-17"15•-7- 15'-7" 10-1 18'-0" 9'8" 9'-0' 9'-1" 8'-0" 18'-0" ,2'8' ,2'-s" ,2'-s" ,2'-s' ,2'-s".024112' r1;2'-6" .032 10'-9• 10'-3" 10'4' 9'-10" 20 12'6" 14' 8" 14'8• 14' 8" 14'-8" 14'8" 15'-0" 15.1• .032 17'-7•' 17'-7" 17'-7• 17'-T 17'-7' 17'-7" 133" 12-9 12'-9" 12'4" 12'4" 11'-7" 16'-3• 16'-3• 16'-3- 16'-3" 16'-3" 16'-3" .040 .040 15'-1' 14'-T 14'-7" 13'8' 14'-1' 13'-2" 14'-2" 134" 11'-1' 11'-1' 11'-1' 16-,0" 17'-0" 16'4" 16'-6' .020 (1) 10'-2" 10'-2" 10'-r 10'-2" 10'-2" 10'-2" 9'-10' 9'-3' 9'-5" 8'-11' 9'-0" -6- 12'-1' 12'-0" 12'-0" 12'-0" 12'-0• 12'-0" 12'4" .024 .020 11'-0' 10'-T 10'x" 10'-2" 10'-3' 9'-9- 25 7'-11' 13'-2" 13•_2, 13,_2" 13'_2, 13,_2" 13,_2" 9'-10" 9'-5- '-5" .032 1 11'4" 11'4" 11'4" 11'4" 11'4" 11'4" 13'3" 13'-1' 12%r 12'8" 12'-2" 13'_3" 14'-2" 14'-2• 14'-2' 14'-2" 14'-2" 14'-2" .040 .024 20 15'-0' 144' 14'-2' 13'-7" 13'-8' 13'-0" 8-11• 20 10'6'- 10'8' 1V-13"- 10'• 10'-6• 108" 10'-7" .020(1) 13'-0" 13'-0" 13'-0" 13'-0" 13'-0" 13'-0" 151-6" 92 s 8,r -s s'-s~ e' -r 11,_3, 11,_3• 11,_3, 11,_3. 11�11%3".024 .032 11'-10 10'-2" 9'-7" 11'-0' 30 12'8" 12'-0• 12' 6- 12' 6" 12' 6" 12'1i" 12'-8' .032 14'-6" 14'-6" 14'-6• 14'-6" 14'-6" 14'8" 16'$" 12' 6' 12'-1' 11'-1 11' 6" 11' 6' 13'4• 13'' 4 4 13'• 13'• 4 13'4" 13'4" .040 .040 13'-6' 13'-6" 13'-0• 13'-3" 12'6" 11'-10" 9'-1• 9'-1' 9'- 1' 9'-1" 9'-1• 9'-1" 14'-3• .020 (1) '-9" 9'-9" 9'-9• 9'-9" 9'-9" 9'-9• 8'-1' 8'-1" 7'-10" 7'-10" 7'-6' 10'4" 10'-3" 10'3' 10'-3" 10'-3" 10'-3" 10'-3" .024 020 9'S" 9'-1' 9'-1" 8•-10" 8'-10' 8'-T 40 11'4" 11'4' 11'4" 114 9'-8" 114" ' 914' .032 10'4" 10'4" 10'4" 10'4" 10'4• 10'4• 11'-1" 11'-3' 11'-1' 11'-0• 10'-7' 10'-8• 10'-3" 12'-2" 12'-2' 12'_2' 12'_2• 12'_2" 12'_2" .040 .024 25 12'8" 12'4' 12'4 12'-1' 12'-1' 11-8 8'-10" 020(1) 8-2• 8-2" 8'2' 8-2" 8-2• 8-2 10'-6" 7'-1" 7'-1' 7'-1" 6 6'-11• 6'-9' 9-_2, 9,_2, 9._2, 9,_2., 9,_2, 9,_2, .024 .032 B'-0" T-10" T-10' 7'-8" 7' 8" 7-6' 50 1o' -r 1a -r 10'-7" 10'-7'10'-7" 10'-9" 10'-r 10'4' .032 14'-1' 13'-7' 13' 8" 13'-1" 13'-2" 12'4" 9'-7" 9'-7" 9'-7" 9'-3" 9'-5" W-11" r 13'_1" 11'-3• 11'-3" 11'_3. 11'_3, 11'_3, 11,_3, 040 040 „'-0" 10'-10" 10'-10" 10'-7- 10'-8" 10'4" .Q: W L N ao '2 0U" u 2 awl (j) w - W LLI cr) C'7 (7 z O00 p CQ m DFESSIq�! S5 85 OF CAO 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS KVM DATE DESCRPTION i 4 STEL JOB # 15.1071-1 i DATE 3rNM15 i i DRAWN BY MAP i CHECKED OKR I PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHEETS 1 8" x 2 Y2" FLAT PAN 6• x 2 Y2" FLAT PAN LUSL PANEL'T' (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL 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.0 12'-6" 12'-0" 12'-0" 12'-0" 12'8• 12'-6" 14'-7" 14'-7" 14'-7" 14'-7" 14'-7" 14'-7" .020 .ozo 10'-10" 10'-1 • 10 3• 9'8" 9'-T 9'-0" 12' 8' 12'-0" 1 Y-0' 11'4" 11.8 10'_9• 13'-7" 13'-7• 13'-r IT 7" 13'-7" 13'-7" 5'-10" 5'-10" 5'-10" 5•-10' 5'-107 5'-10" 024 024 10 12'-1" 11' 4• 11' 6" 10'-9" 10'-10' 10'-1• 10 14'-2" 13'-4' 13'-4" 12'-8" 12'-9" 12'-1" 15'-7" 15'-7" 15�15-17"15•-7- 15'-7" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" .032 .032 14'_1 13'-1" 12'6" 12'-0" 16-2• 15 8" 15'_9, 15'-0" 15.1• 143• 17'-7•' 17'-7" 17'-7• 17'-T 17'-7' 17'-7" 19'4" 19'4" 19'4" 19'4" 19'4' 19'4" .040 .040 15'-7" 14'-10" 14'-10 14'-1" 14'-2" 134" 17' 8" 16-,0" 17'-0" 16'4" 16'-6' 16'-0- 10'-2" 10'-2" 10'-r 10'-2" 10'-2" 10'-2" 12-1" 12-1" 12-1" 12-1" 12'-1' 19'4• ^ .02,. .020 9'-1' 8'-9" 8'-9' 8'4' 8' 6' 7'-11' 10'-10" 10'4" 10'-3' 9'-9" 9'-10" 9'-5- '-5" 1 11'4" 11'4" 11'4" 11'4" 11'4" 11'4" 13'3" 13'3" 13'-3" 13'_3" 13'-3" 13'_3" .024 .024 20 10-1 9-8" 9-9' 93" 9-5" 8-11• 20 12'-2" 11 8" 11' 8" 11'-2" 11' 3" 10'-7" 13'-0" 13'-0" 13'-0" 13'-0" 13'-0" 13'-0" 151-6" 15'-0" 15'-6" 15'-6" 15'-6' 15'-6• .032 .032 11'-10 11'4" 11'-6" 11'-0' 11'-0" 10'-6" 14'-2' 13'-9" 13'-7" 13'-0" 13'-1" 12'-8' 14'-6" 14'-6" 14'-6• 14'-6" 14'-6" 14'8" 16'$" 16'$" 16'-8" 16'-8" 16'$' 16'-8" .040 .040 13' 6" 12•-10' 13' W 12'4' 12'8 11'-10" 15' 6" 15'-2• 15'-2" 14'-10 14'-10" 14'-3• '-9" 9'-9" 9'-9• 9'-9" 9'-9" 9'-9• 10'4" 10'4" 10'•4" 10'4• 10'4" 10'4" o2r, ;_8 020 8-11 8'-8' 8'$' 8'-3" 6'-3" 7'-10' 10' 8' 10'-1' 10'-3' 9'-8" 9'-9' 914' 10'4" 10'4" 10'4" 10'4" 10'4• 10'4• 11'-1" 11'-1" 11'-1• 11'-1" 11'-1• 11'-1" 024 .024 25 9'-11" 9'-7" 9'-7" 9'-2" 9'-3" 8'-10" 25 12'-0" 11'6" 11'-7" 10'-10 11'0" 10'-6" 11'4" 11'4" 11'4" 11'4" 11'4" 114" 12'-1• 12'-1" 12'-1' 12'-1' 12'-1• 12'-1- .032 .032 11-10' 11'-3' ,1'-3" 10'-9" 10'-10" 10'4' 14'-1' 13'-7' 13' 8" 13'-1" 13'-2" 12'4" 12•_3" 12'_3, 12•-3• 12'-3" 12'_3" 12'-3" r 13'_1" 13'_1" 13'_1" 13•_1" 13'_1' 13•_1• 040 -O 13'-3" 12'-9' 12•-9• 12'-3' 12'4" 11'-9" 154 15'-1" 15'-1' 14 8" 14'-9" 14'-1" 9'-3" 9'-3" 9'-3- 9'-3" 9'-3" 9'-3• 9'-9" 9'-9" 9'-9" 91-9• 9'-9" 9'-9" .020 .020 8'-5• a -1" s'-1- 7 -9" 7 10- 7 �• 9'-11" 9'-7" 9'-r 9'-2" 9'4' 8' -Il' 9'-9" 9'-9" 9'-9" 9'-9" 9'-9' 10'4" 10'4 10'4" 10'4" 10'4" 10'4" .024 .024 30 9 6- 9'-1" 9'-2' W-10" 8'-11" 8'4" 30 114 10'-9" 11'-0" 104 10'8" 9'-11" 10'-9" 10'-9" 10'-9" 10'-9• 101-9" 10'-9" 11'4" 11'4" 11'4" 11'4" 11'4" 11'4' .032 .032 10'-8• 1V-9• 10'4' 10'4" 10'-0" 13'-2" 12' 8" 13'-0" 12'-0" 12'-7" 11'-10" Oa0 11'-7" 11'-7• 11'-7' 11'-7" 11'-7" 11'-7• 040 12'-3" 12'-3" 12'-3' 12'-3" 12'-3' 12'-3' 12'-7" 12'-2" 12'-r 11' 8• 11'-9" 11'-3" 14'-9" 14'-6• 14'-7" 14'-1" 14'-1• 13'-7" 8 4" 8 4" 8 4• 8 4" 8'.4' 8 4" 9'-0" 9'-0' 9'-0" 9'-0• 9'-0" 91-W 020 020 7'$" 7'-6" T 6' 7'-3" 7'-2• 6'-11' 9'-1" 8'-10" 8'-10" 8'-7" 8' 6" 8'-1" 024 91 -0" 9 -0" 91-01 9 -0 9. -0" 9 -0" 024 9-6" 91-6" 9'-6w 9 6" 9'-6" 9 -6" 40 8'-3" 8'-3' 8'-0" 8'-1" 7'-10" 40 10'-2" 9'-10" W-10" 9'-7" 9'-8" 9'-3- 032 s" 9'9.' 9 9" 9 _9, 91-9. 91-9. 9 _9, 032 12'-1" 11'-9" 12'-9• 12'4 12'8' 12'-1' 10'-2' 9'-10' 9'-10" 9'-7" 9'-T 9'-3• 10'-3' 10'-1" 10'-1" 9'-10" 9'-10" 9'-8" .040 10'7" 10'77" 10'-7" 10'-7" to' -7- 10'-r o40 ll' -2 11'-2• 1 r-2" 1 r -z- 11'2' 11'_2- 11' 6" 11'-2" 11'-2" 10'8" 10'-10" 10' 6" 13'-9' 13'4" 13'8" 13'-0" 13'-1' 12'-7- .020 7 5" 7-5" 7-5 7-5" T-5' 7' 5• .020 8 3' 8-3- 8-3- 8'_3" 8•_3- 8._3" 6'-5' 6'-5" 6'-5' 6'-3" 6'-3' 6'-1" 7' 8' 7'-7" 7'$• 7'-5" 7'-0" 7'-2" 024 8' -3" B -3" 8 -3" 8 -3" 8 -3" 8 -3' 024 8'-9" 8'-9" 8'-9" 8'-9" 8'-9" 8'-9" 74 7 3 7 3' 7 1" 7-0" 6 11• 50 8-9" 8'-7" 8'-T 8'-5• 8'4' 8'-1" .032 9-1" 9-1" 9-1" 9-1" 9-1" 91" .032 9'$' 9'8" 9'8' 9'$' 9'-8" 9'$' 8'-9' 8'-7' 8' 6' 8'-5" 8'4• 8'-3" 10'4' 10'-3" 10'-3" 10'-1" 10'-1" 9'-9" 040 9.9, 9 9, 91-9" 9.9, 040 10'4' 10'4" 10'4" 10'4' 10'4• 10'4- 9'-10" 9'-9" 9'-9' 9'-5" 9'-7" 9'-2' 11'-10" 11'-7" 11'-9" 11' 6" 11' 6" 11'-2' .Q: W L N ao '2 0U" u 2 awl (j) w - W LLI cr) C'7 (7 z O00 p CQ m DFESSIq�! S5 85 OF CAO 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS KVM DATE DESCRPTION i 4 STEL JOB # 15.1071-1 i DATE 3rNM15 i i DRAWN BY MAP i CHECKED OKR I PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHEETS 1 A 0 2 0 3 0 4 0 5 a 6 o 7 0 8 o B 0 C 0 D o E o .._ . F o G 0 H o 1 0 MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO -,SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FREESTANDING SOLID COVERS FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED ' ' FIGURE sINDICATES FREESTANDING I • f r .I i �i ti M W U) o . Lu 0M ' 2 Qwx u U)w� ui w M M o W U 0? `— z 00 °0 Q M U) 6i v rn FESSI! S 5..85 � r- OF CAI-\F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION Alu APPROVAL yE 3 REVISIONS s MARK DATE DESLROMM q¢ 4 STEL JOB # 15.1071-1 I' s DATE 3/372015 gg� DRAWN BY MAP 3 CHECKED pp2 c PANEL SPANS TRI -V, W -PANEL & FLAT PAN q I SH -4 4 OF 50 SHEETS TABLE 1 TABLE 2 TABLE 3 (2) 211x6 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 NUMBER OF N❑.14 TEK OR 'SMS SCREWS NUMBER OF N❑.14 TEK OR SMS SCREWS jo PER FOOT OF BEAM LENGTH PER FOOT OF WALL HANGER AND BEAM 1.F�l H PER FOOT OF BEAM LENGTH co� Z)O �§ 110 MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP, B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. III EXP. C EXP. B EXP. C EXP. B EXP. C ~ 5r 1 1 1 1 2 5' 1 1 1 1 1 1 5' 1 1 1 1 1 1 1 2 2 2 2 2 1 1 1 2 2 2 1 1 1 1 1 1 6' 1 1 1 2 2 2 6, 1 1 1 1 1 2 6 r 1 1 1 1 1 1 2 2 2 2 2 3 1 2 2 2 2 2 1 1 1 1 1 1 r 7 1 1 1 2 2 2 7, 1 1 1 2 2 2 7r 1 1 1 1 1 1 2 2 2 3 3 3 2 2 2 2 2 2 1 1 1 1 1 2 8 r 2 2 2 g' 1 1 2 2 2 2 8� 1 1 1 1 1 1 2 2 2 3P-3 2 2 2 2 3 3 1 1 1 2 1 2 9 2 2 2 2 2 291 J-4 1 2 2 2 2 2 9' 1 1 1 1 1 1 2 3 3 3 3 2 2 2 3 ,V. 3 3 1 1 1 2 2 2r10 2 2 23 2 3 2 3 2 34 1 p' 1 2 2 2 2 2 10' 1 1 1 1 1 1 3 2 2 2 3 3 3 1 2 2 2 2 2 11,22 2 2 2 2 3 11' 2 2 2 2 2 3 11, 1 1 1 1 1 2 3 3 4 4 4 2 3 3 3 3 3 1 2 2 2 2 2 12' 2 3 2 3 3 3 3 4 3 4 3 5 12' 2 2 2 3 2 3 2 3 2 2 3 4 12'��2 1 2 1 2 1 2 1 2 2 2 13 22 2 3 3 3 3 4 4 4 4 5 13 T 2 2 2 3 -3 3 2 33 3 3 4 r 13[-!--2— 1 1 1 1 2 2 2 2 2 2 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED ' ' FIGURE sINDICATES FREESTANDING I • f r .I i �i ti M W U) o . Lu 0M ' 2 Qwx u U)w� ui w M M o W U 0? `— z 00 °0 Q M U) 6i v rn FESSI! S 5..85 � r- OF CAI-\F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION Alu APPROVAL yE 3 REVISIONS s MARK DATE DESLROMM q¢ 4 STEL JOB # 15.1071-1 I' s DATE 3/372015 gg� DRAWN BY MAP 3 CHECKED pp2 c PANEL SPANS TRI -V, W -PANEL & FLAT PAN q I SH -4 4 OF 50 SHEETS f a 7 0 8 A 0 0 c o U 0 t o F o C, o H 0 1 o J RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C LUSL NT^ SIN) Z W ¢wo 'z 0 TYP. 3" x 8" RAFTER 8.0' Z W CL i0 z 0 2" X 6 1/2" RAFTER ZZ- aw wz o DBL. 2" x 6 1/2" RAFTER 110 MPH 120 MPH 130 MPH LUSL ^T" (IN) 110 MPH 120 MPH 130 MPH LUSL ^T^ IN ) 110 MPH 120 MPH 130 MPH EXP. B EXP.0 EXP. B EXP.0 EXP. 6 EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 10 .042 16" 29'-8" 26'-3" 29'-6" 26'-3" 29'-8" 26'-3" 28'-9" 26'-3" 29'-3" 26'-3" 26'-3" 25'-7" 10 024 16" 16'-0" 14'-2" 15'-10" 14'-2" 16'-0" 15'-0" 15'-9" 14'-2" 13'-8" 13'-9" 10 024 16" 22'-6" 22'-4" 22'-6" 21'-1" 22'-2" 19'-2" 24" 24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6" 21'-0" 21'-6" 21'-6" 21'-6" 21'-6 21'-0" 24" 13'-1" 13'-0" 13'-1" 12'-3" 12'-10" 11'-2" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-3" 24" 18'-4" 18'-3" 18'-4" 17'-3" 18'-2" 16'-3" 16'-3" 16'-3" 16'-3" 16'-3" 15'-8" 15'-10" 20 .042 16" 23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" .032 16" 20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 17'-7" .032 16" 28'-7" 28'-6" 28'-7" 27'-9" 28'-3" 25'-3" 25'-3" 25'-3" 25'-3" 25'-3" 25'-7" 24'-8" 24 18' 9" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 17'-10" 17-10" 17-10" 17'-10" 17'-10" 17'-10" 24" 16'-7" 16'-6" 16'-7" 16'-1" 16'-4" 14'-10" 14'-8" 14'-8" 14'-8" 14'-8" 14'-8" 14'-4" 24" 23'-4" 23'-3" 23'-4" 22'-8" 23'-1" 20'-8" 20'-8" 20'-8" 20'-8" 20'-8" 20'-10" 20'-2" 25 .042 16" 19'-8" 19'-8" 19'-8" 191-8" 19'-8" 19'-8" 21'-6" 21'-2" 21'-3" 20'-8" 042 16" 24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2" 21'-9" 21'-9" 21'-9" 21'-9" 21'-9" 21'-2" 042 16" 34'-7" 34'-4" 34'-7" 33'-7" 34'-2" 30'-8" 30'-8" 30'-8" 30'-8" 30' 8" 32'-8" 29'-10" 24" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 17'-7" 17'-7" 17'-7" 17'x" 17'-6" 16'-10" 24" 20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0" 17'-9" 17'-9" 17'-9" 17'-9" 17'-9" 17'-3" 24" 28'-2" 28'-1" 28'-2" 27'-4" 27'-10" 1" 25'-1" 25'-1" 25'-1" 26'-8" 24'x" 30 .042 16" 18'-1" 19'-1" 18'-1" 19'-1" 18'-1" 19'-1"19'-1" 18'-1" 18'-1" 19'-1" 18'-1" 19'-1" 20 .024 16" 12'-4" 9" 12'-4" 11'-9" 12'-4" 12'-4" 12'-4" 12'-4" 20 ,024 16" 17'-4" 17'-4" 16'-7" 17'-4" 16'-7" 17'-4" 16'-7" 17'-4" 16'-7" 17'-3" 16'-7" 24" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 15'-7" 15'-7" 15'-7" -15'-7" 15'-7" 15'-7" 24„ 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 24" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 14'-2" 13'-7" 40 .042 16" 15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15-10" 16._8.16,_8.16'-8" 16'-8" 16'-8" 16'-8" .032 16" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" .032 16" 22'-1" 22'-1" 22'-1" 22'-1" 22'-1" 21'-1" 21'-1" 21'-1" 21'-1" 21'-1" 22'-0" 21'-1" 24" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 24" 12'-10" 12'-10" 12'-10" 12:-10" 12'-10" 12'-9" 24" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 18'-0" 13'-8"13'-8" 13'-8" 13'-8" 13'-8" 13'-8" 17'-3" 17'-3" 17'-3" 17'-3" 17'-3" 17'-3" 50 .042 16" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 042 16„ 19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10" 18'-1" 18'-1" 18'-1"18'-1" 18'-1" 042 16" 26'-8" 26' 8" 26'-8" 26'-8" 26'-8" 25'-6" 25'-6" 25' 6" 25'-6" 26'-7" 25'-6" 24" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 11'-2" 11'-2" 11'-2" 24" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15' 6" 14'-9" 14'-9" 14'-9" 14'-9" 14'-9" 14'-9" 24" 1'-10" 21'-10" 21'-10" 21'-10" 21'-10" 20'-10" 20'-10" 20-10" 20-10" 20'-10" 21'-9" 20-10" * NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT 32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED 24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED. 024 16" 10'-7" 11'-7" 10'-7" 11'-7" 10'-7" -11'-7" 10'-7" 11'-6" 10'-7" 11'-6" 10'-7" —112" 024 16" 15'-10" -::–16'-3" 15'-10" 16'-3" 15'-10" 15'-10" 15'-10" 15'-10" 24„ 8'-1" 8'-1" 8'-1" 8'-1" 8'-1" 8'-1" 9'-6" 9'-6" 9'-6" 9'-6" 9'-6" 9'-2" 24" 13'-4" 13'-4" 13'-4" 13'-2" 13'-3" 9'-3" 9'-3" 9'-3" 9'-3" 9'-3" 12'-9" 9'-3" 25 .032 16" 14'-4" 14'-9" 14'-4" 14'-9" 14'-4" 14'-9" 14'-4" 14'-6" 14'-4" 14'-7" 14'4" 14'-2" 25 .032 16" 20'-2" 20'-9" 20'-2" 20'-9" 20'-2" 20'-9" 20'-2" 20'-6" 20'-2" 20'-7" 20'-2" 19'-10 24" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 24" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 12'-1" 12'-1" 12'-1" 11-10" 12'-0" 11'-7" 17'-0" 17'-0" 17'-0" 16'-8" 16'-9" 16'-3" .042 16" 17'4" 17'-9" 17'4" 17'-9" 17'4" 17'-9" 17'4" 17'-7" 17'4" 17'-8" 17'-4" 17'-1" .042 16„ 24'-6" 25'-1" 24'-6" 25'-1" 24'-6" 25'-1" 24'-6" 25'-1" 24'-6" 25'-1" 24'-6" 25'-1" 24" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 24„ 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 14'-7" 14'-7" 14'-7" 14' 4" 14'-6" 14'-0" 20' 6" 0.042' TYP. 8.0' 024' 6. .024' 6. , 032 .032' .042' .042' F 2.0'--I ".0'_F --M X * 3"x8" RAFTER * 2"x6.5" RAFTER ALUM. ALLOY 3004-H36 * DBL. 2"x6.5" RAFTERS ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 3004-H36 OR EQUAL OR EQUAL EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING Z04 ti W co w U)N Oo Oo 27 U rn U) W LLI L!J m M M U rn Z 00 UQ M rn Q�FESS I S5885 1 OF CAL �FC� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJAPPROVAL REVISIONS VARK DATE DESM-MON I 4 STEL JOB R 15.1071-1 i DATE 3132015 i DRAWN BY MAP CHECKED DKR i MINIMUM FASTENERS F i SH -5 5OF50SHEETS 1 am 3m aIIIIIIIII 7m f 7 0 8 A 0 G 1 G o D 0 E o F o G 0 H o I o EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS A34 FRAMING ANGLE NOTE: WHERE COVER CONSTRUCTION INCLUDES DESIGN (E) WALL COVER 3116' STEEL NOTEo BRACKET CAN BE DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS LOADS OPENING PROJECTION 8" 0 114"0 HOLES,TYP. LOCATED ANYWHERE ON EAVE. SEE TABLE 2 FASTENERS, SEE TABLE 3 REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING WHERE ONE OR MORE OF THE 10, 20 psf > COVER LUSL 0 p 7YP. BRACKET NOTE: PROVIDE WATER PROTECTION, METAL FLASHING (A) - SIMPSON 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: 30.40 & 50 psf > 6' > 14' 110, B AT EVERY 2x CAUCK JOINTS AND SLOPE R.F. OR EXT. HANGER 130, B 130, C 10 S AT 8' D.C.STRONG-BOLT 2 SS AT 48. O.(n,b) B C TO DRAIN (OPTIONAL) CHANNEL, 2X OR 3X 26'-0" 26'-0" v EXISTING EAVE ALLOWABLE PROJ. TO BEAM RAFTER BRACKET } 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. �= LEDGER OR WALL HANGER OVERHANG SEE TABLE 1 26'-0" 26'-0" WITH FASTENERS 11/4" (24- MAX.) 2x6 OR 2x8 LEDGER o � 3 WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) PER TABLES 3 & 4 WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 20 ALUM. PANEL ZX OR EXIST. RAFTERS AT I 2x WOOD STUD OR 26'-0" 26'-0" 3x ALUM. RAFTER 24' O.C. AT ROOF 1' MIN, CONCRETE WALL 2"x8" FULL OR 2"x10" NOTCHED RAFTER EXIST. FASCIA BOARD OVERHANG 3 V2' 26'-0" 26'-0" (3}#14x3 1/Y W. ALLOWABLE PROJ. EXISTING EAV!F_j_a 2X FULL DEPTH WOOD SCAB, (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) TO BEAM OVERHANG (A) WHERE OCCURS, 1' MIN, 6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) NOTE, PLACE 'SIKA FLEX' OR SIMB AR SEE TABLE 1 (24" MAX.) 26'-0" SEE TABLE 2 26-0" 25'-2" MATERIAL BETWEEN BRACKET AND NOTE: BRACKET MAY BE 20'-7" 7' (A) (A) (A) 41SEAL (A) (A) (A) COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER (A) (A) (A) (B) (B) W/ SAME CONNECTIONS. EAVE CONNECTION S 0 SAT 36SOC,S( RO G -BOLT 2 %1 WALL CONNECTION 26'-0" L EXISTING ROOF OVERHANG DESIGN LOADSi 26'-0" NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2'x6" (AT 2"x6X" ALTERNATE EAVE CONNECTION C' 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, & 50 psf 26'-0" OR KILN -DRY WOOD -FILLED 2x634' OR 3'x8" ALUMINUM SECTIONS. WITH A 10 psf MAXIMUM DESIGN LOAD. 2 EXISTING RAFTER ALLOWABLE BENDING STRESS IS 8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) TABLE 1 TABLE 2 TYPE AND NUMBER OR RAFTER OF FASTENERS CONNECTED REQUIRED TO EXISTING ROOF AT ROOF PANEL OVERHANG TABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS WITH 6 -INCH MIN.THICKNESS COVER LUSL EXISTING FRAMING MEMBER AT ROOF OVERHANG MAXIMUM PROJECTION (A) - SIMPSON 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, B 120, C 130, B 130, C 10 S AT 8' D.C.STRONG-BOLT 2 SS AT 48. O.(n,b) 2" x 4" FULL 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. �= 10 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 25'-7" 264" 21'-2" o � 3 WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 20 S ATS M SO C.STRb) G -BOLT 2 2"x6„ FULL OR 2x8 NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'4- 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 5' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) 25 SIMPSON STRONG-BULT 2 SS AT 48. O.C. (n,b) 6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 20 2" x 4" FULL 26'-0" 26'-0" 26-0" 25'-2" 264" 20'-7" 7' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) S 0 SAT 36SOC,S( RO G -BOLT 2 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0"30 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 40 S ATS 36'D.C. SC Rb�G-HOLT 2 2"x8" FULL OR 2"x10" NOTCHED 26-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 10' (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 11' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 50 yz• 0 SIMPSON STRONG -BOLT 2 SS AT 24. O.C. (n,b) 2"x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 12' (A) (A) (A) I (A) (A) I (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 25 2"x6" FULL OR 2"x8 NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER AND ROOF PANEL RAIL TO FASCIA OR LEDGER TO EXISTING WOOD STUD WALL FRAMING FOOTNOTES TO TABLES 3 & 4: a. EMBED ANCHOR 3' MINIMUM INT❑ CONCRETE WALL AND INSTALL IN ACCORDANCE WITH ESR -3037 b. USE 3' SQ,xy' STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL. c. WHERE ROOF PANEL RAIL OCCURS, USE YP DIAMETER LAG SCREW IN LIEU OF (2) �4 DIAMETER LAG SCREWS. 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 30 2"x 4" FULL 16-0" 16'-0" 16-0" 16-0" 16'-0" 16'-0" (C) - (2) W DIAMETER LAG SCEWS (D) - DIAMETER LAG SCREW (E) - 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" 26'4" '- 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. a= 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" PEED WINP o WIND SD SEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED c (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 40 2" x 4" FULL 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" ~ 1101 120 1 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2" x 6" NOTCHED 15'-6" 15'-6" 16-6" 15'-6" 15'-6" 15'-6" 2"x6„ FULL OR 2"x8 NOTCHED 19' s" 19'-s" 19' 6" 19'-6" - 19'6" - 19'6" 5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) 6' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 2"x8" FULL 2"x10" NOTCHH ED 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) 50 2" x 4" FULL 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) 2" x 6" NOTCHED 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 9' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) 2"x6" FULL OR 2"x8" NOTCHED 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 10' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 11' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 2"x8" FULL OR 2"x10" NOTCHED 20'-9" 20'-9" 20'-9" 20'-9" 20'-9" 20'-9" 12' (C) (C) (C) (D) (D) (D) (D) ' (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) ti M W U)Co 6 C4 00 Z o U W aW� U) LLJ W W M o U Z 0000 (Q M FESS lgy9( y o S58 51 1 OF cML\FC� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL J ( i REVISIONS a NVM DATE oESCRFT*N yey 4 STEL JOB 8 15-1071-1 3 DATE YN2015 66 DRAWN BY MAP g; CHECKED DKR EXISTING EAVE F CONNECTION DETAILS I SH -8 8 OF 50 SHEETS H ALUM. 3004-H36 JSHEET8 .04" 2 C'iCDTENERS "'ri TABLE 3 ©m HANGER CHANNELS AND MOUNTING BRACKETS FASTENERS, 4-2.740 SEE TABLE 3, SHEET 4 FASTENERS, 078 SEE TABLE 3 SHEET 8 300' .63 " .25"R .05 FASTENERS, SEE SHEET 4 .20 5" J < CONTINUOUS A- RAIL ROOF PANEL 3: (WHERE OCCURS) -�-i 1r DSU 1 SEE SHEET 4 I ALUM.ALLOY 1 75" ALUM.ALLOY 6063-T6 6063-T6 O ROLL FORMED Og EXTRUDED HANGER / CONNECTION HANGER NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED AT ROOF LOADS EXCEEDING 30 psf. (3) Y2"0 LAG SCREWS 1 1/2" 10# L.L=(2)3#14 SMS EA. SIDE 20#,25#,30# L.L=(3)i#14 SMS EA. SIDE �- #14 SDS, 40#,50# L.L.=(4)#14 SMS EA. SIDE 1 3 PER SIDE --J 1' 4 Q H U 3"x8" ALUM w 1, HEADER s 2 i�' (E) STUCCO 3""x8"" ALUM. RAFTER PENETRATION BRACKET NOTE: LENGTH OF LAG SCREW SHALL PROVIDE THREADED PORTION OF SHANK COMPLETE 0 PENETRATION INTO EXISTING CORNER STUD. HEADER BRACKET 2 5 1 1/2" OR 2"LATTICE #8 S.M.S. ALTERNATE 1/2"DOUBLE RAFTER - BOLT CONNECTION-17PLAN 2 ALTERNATE: 4414 S.M.S. EACH RAFTER TO COL. CONNECT. (8 -TOT.) 3"x 3"STL.POST (24") INSERT ATTACHED OR 3"x 3"STL.POST COLUMN FOR FREESTANDING - I S 4.5. Olt 6- 0 ALTERNATE: (2)-2x6.5' OR (2) -3 -x8 -HEAD (2) -1/2 -BOLT 2"x 6.5" SIDEPLATE DBL. RAFTER / DBL. HEADER CONN.4O - �3/4" OR 1 1/2"--- 2" x 6 1/2" OR 5" MIN. 3" x 8" ALUM. I RAFTER 3/4" OR 1 1/2" IJ -BRACKET EXISTING WOOD STUD FRAMING (E) STUCCO 2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L =10 psf 2 EACH 1/2"0 x 3-1/2" LAG SCREWS L.L.=20, 25 and 30 psf 2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=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 8. RAFTER TO STUD WALL CONNECTION #8 S.M.S. EACH SIDE r-- LATTICE 1 1/2" OR 2" STUB COLUMN TO DOUBLE HEADER CONN. ( 5 T=.060" --1 FASTENERS SEE TABLE 3 SHEET 8 —t- FASTENERS, —1.880 SEE TABLE 3, SHEET 4 ALUM.ALLOY 6063-T6 OC I.R. HANGER ALUM. ALLOY 6063-T6 "H" BRACKET SPLICE TO SHEATHING 2"x6.5" OR 3"x8" RAFTER POST. NOT PERMITTED PLUG WHERE @ 6 SCREWS ALTERNATE: 1/2" BOLT PER SIDE I SHEET 8 5^ #14 SMS MAY ALTERNATE: BE USE AS D (2} #14 S.M.S. EACH RAFTER v \ 3.5" TO COLUMN CONNECTION (4 -TOTAL) — ALTERNATE: (2)- 2x6.5" OR (2}3"x8" HEADER 3.5" ALTERNATE: 3"x3"x0.024" (1) - 1/2" BOLT OR CONNECTOR (2)- #14 S.M.S. EACH RAFTER STUB COLUMN TO DOUBLE HEADER CONN. ( 5 T=.060" --1 FASTENERS SEE TABLE 3 SHEET 8 —t- FASTENERS, —1.880 SEE TABLE 3, SHEET 4 ALUM.ALLOY 6063-T6 OC I.R. HANGER ALUM. ALLOY 6063-T6 "H" BRACKET EXISTING SPLICE TO SHEATHING ,,)OCCUR ,, OCCUR DIRECTLY OVER 5/8" 0 PLASTIC POST. NOT PERMITTED PLUG WHERE @ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE PER SIDE I SHEET 8 5^ #14 SMS MAY BE USE AS D SEE TABLE 3, v \ 3.5" 3.5" ALTERNATE TO 1/4"0 BOLTS 3.5" 3.5" 8" BEAM I .5" 1� OR M4 SEE NOTES BEILOW I 6 1/2" SIDEPLATE EA. SIDE SEE POST SCHED. #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. SHEET 8 o D SEE TABLE 3, v \ SHEETBRS, 3' SO. POST EXISTING 1' STUCCO OR EQUAL 2.5' PENE. INTO EACH WOOD STUD DBL, 3'x8'x0.042 BEAM OR DBL. 2'x6.5'x0.032'/0.042' BEAM I EXIST. STUCCO / LEDGER O I DOUBLE HEADER - ATTACHMENT DETAIL COLUMN DETAIL 5/8' 0 ACCESS HOLES INSTALL 6 — ##14 X 304' LONG SDS 2 EACH HEADER TO COLUMN (12 FASTENERS PER N W Oi � M o< W aF- 07 W uj LLJ W M o U 00 Q 00 ai �EESS I(� S5885 1 OF CALF( 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPROVAL REVISIONS Kw DATE DESCRFTDN 4 STEL JOB # 15-1071-1 DATE 3!312015 DRAWN BY MAP CHECKED DKR HANGER CHANNELS AND MOUNTING BRACKETS SH -9 9 OF 50 SHEETS 7 0 B A a B o C o D o E o F o G o H o I o J 6 0 BEAM TYPES ATTACHED &FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C 3" SQ.x0.032" ALUM. BEAM 2"x6.5"x0.032" %v1 3"x8"x0.042" BEAM E W/ 12 GA. STL. "U" CHANNEL OR O T=12 GA. ASTM A653SS GRADE 50 G60 3. ' 6, ' .032' •042' 8.0' 0,042• 2LL- SpgCING ON SLAB (2) (3) } _ ¢ =)O m— 1W ATTACHED FREESTANDING ATTACHED FREESTANDING a � o m F� MAX.POST FTG. SPACING (IN.) (SPAN) (1) 1 MIN. POST TYPE MAX.POST FTG. MIN. MAX.POST MAX.POST SPACING (IN.) POST SPACING SPACING FOR DBL. (SPAN) (1) TYPE 2'x6.5' 0032' FBEAMB FTG. (IN.) (1) MAX.POST MAX.POST MIN. FTG POST SPACING SPACING_ (IN.) FOR DBL TYPE 2'.6.5-.0.03i FBEAMB (1) MIN. MIN. POST TYPE 13'-7" 5' 16'-9" 15 16'-9" 17 B 14'-7" 29 G 14'-1 15'-4" 14'-7" 31 H 4'-10" 15'x" B 15 14'-1 15' 4" 28 17 14'-6" 15'-1" 30 G 5' z 0 032' ALUM. I _ W/ 2 GA. STL. UUCHANNEL E ASTM As53 ss GRADE 50 G60 I 0' —I—,2 0'—I MAX. DBL.2"x6.5"x0.032" I ALUM. ALLOY 3004-H36 OR EQUAL DBL. 2"x6.5"x0.042" %� ALUM. ALLOY 3004-H36 OR EQUAL TYP. 3"x8"x0.042" BEAM n ALUM. ALLOY 3004-H36 OR EQUAL O r• r J J u- 11'-4' 6' 15'-3" 16 15'-3" 18 g 13'-3" 28 G 13'-7" 14'-1" 13'-3" 30 H 13'-7' 14'-1" B 15 13'-7" 14'-1" 28 17 13'-3' 13'-9" 29 G 6' 9'_g 7' 14'-2" _116" 14'-2" g 12'x" 28 13'-1" 12'x" 30 G 12'-7' 13'-1" B 15 12'-7" 13'-1" 28 17 12'-3' 12'-9" 29 G , 7 8'-6" 8' 13'_13'-3" 169 B _ 11 229 (j 11'-9'1 12-312'-3" B 168 11'-9';,_6 12' 2-0" 228 G 8' 7,-7„ 9, 12'-7" 17 12'-7" 19 c 11'-0" 29 � 11'-2" 11'-7" 11'-0" 29 11'-2 11'-7" � 16 11'-2" 11'-7" 29 18 0'-10 11'-3" 28 r+ V 9 5' 6'-10" 10' 12"0" 17 12'-0" 19 C 101-4" 30 10' 4" 30 G 10'-7' 11'-0" B 16 10'-7'` 11'-0" 29 19 10'-3 10'-8" 29 G 10' 3 3 O6'-2' 11'11'-4" 11'-4" C9'-10"3010'-1'19 10'1"17 10'-1"10'-6"29, 9'-10'10'-1"29G1110'-1309'8"9'8"17 O 1zo0'-10" W179'10"30 C 9'-6" 30 H 9'-8" 9'-8" C 9'-8" 9'-8"29 19 9'-6" g'-2^ 29 G 12' ,a ca 7.8 S' AsrM A653 SS GRADE T 2 a, MAX.COL. SPACING ON SLAB (2),(3) } Ix �o m3 � ATTACHED REESTANDING ATTACHED FREESTANDING � � 00 m � a 8, 0.042' TYP. � Gso 625' MAX.POST FTG. SPACING (IN.) SPAN (SPAN) (1) MIN. POST TYPE MAX. FTG. MIN. MAX.POST MAX.POST CING (IN.) POST SPACING SPACING FOR DBL FOR 3"x8' AN) (1) TYPE 2'x6.5'x0.032" BEAM L14'-7:--- FTG. (IN.) (1) MAX.POST MAX.POST MIN. FTG, POST SPACING SPACING FOR DBL. FOR 3'x6' (IN') TYPE Yx6.5"x0.032' BEAM (1) MIN. POST TYPE 13'-7" 5' 16'-9" 16 16'-4"184'-7" B 31H14'-115'x"B 33 J 14'-8" 15'-2" 1514'-115'4" 30G5, -;.:l8 14'-1" 14'-7" 31 D I I h--3,0'-1_3.0 ��3.0.__] MAX. 875' 3"x8"x0.042" BEAM !L/ 14 GA. STL. INSERT IVI ASTM A653 GRADE 50 G60 r � 11'-4" 6, 15'-15-0 169 B 13'-3- 3'-3" 332 H I 13'-713-4^ 14'-13'-10 B 168 13'- 2'-10" 14'-113-4 231 G 6' 9'_9•' 7. 14'-2" 17 3'-10" 19 B 12'-4" 29 G 12'-7" 13'-1" 12'-4" 31 I 12'-4" 2'-10 B 16 12'-7" 19 —'l2'-0" 12'-4" 30 G 7' 8'-6 8' 13'-3" 17 13'-0" 20 B 11'-7" 29 G 11'-9" 12'-3" 11'-7" 31 H 11'-8" 12'-1" B 17 11'-9" 12'-3" 28 19 11'-2" 30 G , 8 s �1 DBL. 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL 3"x8"x0.042" BEAM W/ 12 GA. STL. INSERT I� ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS J J LL 7�_7•� 9, 12'-7" 18 12'-3" 20 (� v 11'-0" 29 G 11'-2" 11'-7" 11'-0" 30 H 11'-0" 11'-4" B 17 11'-2" 11'-7" 29 11'-0" 29 G 9� 6'-10" 10' 12'-O" 18 11'-8" 21 ^ l.� 10'-4" 30 G 10'-7" 11'-0" 10•-4^ 30 H 10'-6" 10'-9 B 17 10'-7" 11'-0" 29 29 G 10, 0 SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3'x8' BEAM. `/� ^J L.L O FOOTNOTE: "SAMPLE" 6'-2" 11' 11'-4" 18 11'-2" 21 C 9'-10" 30 10'-1" 10'-6" 9'-10" 30 H 10-0 10'-3" B 17 10'-1" 10'-6" 29 20 9'-7" g'-6" 29 G 11 ' FIGURE INDICATES EXPOSURE B —a FFT=12 � 5�_8•• 12' 10'-1 18 .10'-8" 21 C 9'-6" 30 9'-8" 9'-8" 31 H 9'-7" g,�„ C 18 9'-8" 9'-8" 29 21 9'-2" g'_g^ 3p G 12' FIGURE INDICATES EXPOSURE C OR /-14 G.A. WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. FOOTNOTES TO ALL SPAN TABLES: ASTM A653 SS GRADE 8.0' SOG60 .042' TYP. t�21 L.L CC MAX.COL. SPACING ON SLAB (2).(3) �o � � � ATTACHED FREESTANDING ATTACHED FREESTANDING <:r jo m � 0: MAX.POST FTG. SPACING (IN.) (SPAN) (1) MIN. POST TYPE MAX.POST FTG. MIN, MAX.POST MAX.POST SPACING (IN.) POST SPACING SPACING FOR DBL. FOR 3'x8' (SPAN) (1) TYPE 2^x6.5'x0.032" BEAM FTG. (IN.) (1) MAX.POST MAX.POST MIN. FTG. POST SPACING SPACING (IN.) FOR DBL. FOR 3"x8' TYPE 2'x6.5'x0.032' BEAM (1) MIN. POST TYPE 13'_7" 5' 16'-9" 17 15'-0" 19 B 14'-7" 32 I 14'-1 15'-4" 14'-7" 34 J 14'-4" 14'-10' B 16 14'-1 15'-2" 31 19 13'-8" --141-2" 33 G H 5, 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 MAX. 3'Q� DBL. 3"x8"X0.042" BEAM i W/ DBL. 14 GA. STL. INSERT G O M � J J 1 1 ���� 6' 15'-3" 18 13'-9" 20 B 13'-3" 31 I 13'-7" 14'-1" 13'-3" 34 J 13'-1' 13'-7" B 17 13'-7" 13'-1 31 19 12'-6' 13'-0" 32 V 6' 91_9" 7' 14'-2" 18 12'-9" 20 B 12'-4" 31 H 12'-7" 13'-1" 12'-4" 33 J 12'-2 12'-7" B 17 12'-7" 12'-1 30 20 11'-7' 12'_1 ^ 31 G 7' $, 6" $� '3" 18 13- 20 11'-10' B 11'-7" 30 H 11'-7" 32 J 11'x" 11'-9" 18 12'-1" 29 20 10'-10" 11'-3" 31 G 8, 0ASTM A653 GRADE 50 G60 DBL. 3"x8"X0.042" BEAM 7,_7„ 9' 12''7" 19 11'-3" —x2- 1 6 11'-0" 30 H 11'_2" 11'-7" 11'-0" 32 I 10'-9" 11'-2" B 18 11'_2" 11'-4^ 29 21 10'-3' 1 p' g" 30 G 9' g'-10" 10' 12'-0" 0-8" 121 C B ';'G "B12110' 10' 4'O 332 -7"g -g„10'9' -10„230G10' EDGE SHALL BE DISTANCE MINIMUMM COLUMN TO SLAB ALTERNATE FOOTING TABLESNOTE: SHT. 9 FOR ATTACHED CGVERSTHE IN THE SPAN TABLES, THEY SHALL BE INSTAIIEDpe P W/ DBL. 12 GA. STL. INSERT ASTM A653 GRADE 50 G606' WHERE 12 ANO 14 GASTEEL INSERTS OCCURAS10'-2"22g'-10" FULL LENGTH OF THE 3x8' BEAM. -2"11'111C9'-10" 30 32021 MH B19 10'-1"10'3"29G1SEE 9'-3"_p"31SHOWN 5'$"12'209'-6" 311gg'_g"g'4 j M ti N ti ti M W �N o ZQ W X t— LJ.I UJ M M o U rn Z ago M �Q rn rn �EESS Igyq� S58 � OF CAI.\� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AM APPROVAL I ) REVISIONS i Muax DATE 0escartON gge 4 STEL JOB # 157071-1 3 DATE 3/!12015 yy¢ 3 DRAWN BY MAP CHECKED pKR LATTICE COVERS ATTACHED � & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH � SH - 34 34 OF 50 22C9'-6"33" C ^29 22 9'-0" SHEETS 1! I 2 0 A 3 0 4 0 s 0 0 B 0 C 0 D 0 E o F 0 G o H o I o J 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 DBL. 2"x6.5"0.042" DBL. 3"x8"x0.042" BEAM L qAL4��RT N GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT } ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING } = MAX.COL. _ j p MAx•POST FTG. MAX.POST FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN. MAX* FTG. MIN. MAX.POST FTG. MIN. MAx.POST FTG. MIN. MAX.POST FTG. MIN. MAX -POST FTG. MIN. MAX -POST FTG. MIN, SPACING :39 SPACING IN.) ((1) MIN. POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m ON (L3A)B TYPE (SPAN) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (7) TYPE (SPAN) (1) TYPE (SPAN) (7) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE H3 (SPAN) (1) 18'-0" 15 18'-0" 29 21'-8" 16 21'- 333 G 20' 168 g 20'- 20, 333 G 22 17 B 22' 333 G 29 121 C 29'-2" 336 H 5, Q 13'-7" 5, 181-0 18 B 17' 6' 31 G 21' 8" 19 g 21 -2" H 20'-9" 2., H 22'-8" 22'-1" H 29'-2" 6" I r 16'x" 16 16' 4" 29 19'-9" 17 19'-9" 30 19'-0" 17 B 19' 0" 30 G 20'-8"0, 17 C 20'-8" 31 G 26'-8" 19 E 26'-8" 33 H 6, r 11'-4 6' 16'-4' 18 6 16'-0' 30 G 19'-9" 19 C 19'-3" 32 G 19'-0" 19 18'-6" 32 2-8" 20 20'-2" 32 26'-8" 21 26'-0" 35 16 15'-2" 29 18'x" 17 18'-4'7'-10' 331 17'-17�-7" 119 C 17'-17�-1" 331 G 119'-2" 120 C 19'- 2" 31 332 �j 24' 122 E 24'- 24,-1" 334 H 7' � 9,_9„ 7, 15'-2 19 B 14'-10" 30 G 18'-4" 20 C G 9•-2" 24'-8" 14'-3" 17 14'-3" 29 17'-2" 18 17'- 331 16'-6" 120 C 16'-6" G 18' 0 121 C 18'-0''6 331 G 23'-2 3'-2' 232 E 23'- 333 H 8' J 8'-6" 8, 14 -3 19 B 13'-10 29 G 17'-2 20 C 6'-9' G 6'-6" -1" -0 18'-0' - 0 22'-7' J 13'-6" 17 13'-6" 30 16'-3" 18 16'-3" 31 15'-6" 18 C 15'-6" I G 17'•-0"7 121 E 17'-0 331 G 1, 223 E 21'-10:..- "A H 9 7'-7" g' 13-6 19 C 13'-1' 30 G 16'-3" 21 E 15'-9" 31 G 15'-6" -;-z20 15'-2" -:-3'1 -0" 7'-0" 21'-10' 1-3 4 � 12'-9" 17 12'-9" 30 15'-4" 18 151-14" 32 14'-9" 18 E 14'-9" G 16'-1" 19 E 16'-1" 32 G 20'-9" 20 E 20'-9" 34 H 10' � 6'-10" 10' 12-9 20 C 12'-6' 30 G 15'-4" 21 E 15'-1" 32 G 14'-9" --:;21 16'-1" 21 1.1 16'-1" 32 20'-9" 23 20'-2" 34 12'-2" 18 12'-2" 31 14'-8" 19 14'-8" 32 14'-1" 19 E 32 G 15'x" 19 E 15'-4" 32 G 19'-9" 21 E 19'-9"9,-3.. 334 O 6'-2" 11' 12'-2 20 C 11'-10" 30 G 14'-8" 21 E 14'-4" 32 G _-13'-8" 32 22 15'-4" 32 19'-9" 24 18 11'-8" 31 14'-1" 19 14'-'13'-9" 332 13'-6" 121 E 13'-6 332 G 14'-9 122 E 14'-9"4'-9" 333 H 19'-0°9'-0" 224 E 19'-018'-6" 335 I 12' 12, 11' 8 20 C 11' 4' 31 G 14'-1" 22 E G ,-0„ 13'-2" 4 9" � ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING } z T MAX.COL. �o j o MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. ..i:. SPACING ON SLAB m 3 SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST TYPE m (SPAN) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (t) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) � (2),(3) � (1) 18'-0" 16 18'-0" 31 G 21'-8" 17 21'-8" 33 20'-9" 17 B 20'-9" 32 G 22'-8" 18 B 33 H 29'-2" 19 C 29'-2" 35 I 5' O 13'-7" 5' 17'-8" 19 B 17'-0' 31 H 21'x" 20 B 20'-7" 34 H 20' 4" 20 19'-8" 34 H 22'-4" 20 C 21'-6" 35 I 28'-9" 22 27'-8" 37 K N 16'-4" 17 16'-4" 30 19'-9" 18 19'-9'8.9" 334 19'-0 120 B 19'-0"8.-0" 333 121 C 20'-8 9 334 G 26 223 E 26'- 25'-3" 336 I 6, r 11,x„ 6, 16'-2" 19 B 30 G 19'-7" 21 C -9--H 8 -8" C x" 8" H 26'-3" K 15'-2" 17 15'-2" 30 18'-4" 18 18'-4" 31 G 17'-7" 18 C 17'-7" 31 19 C 19'-2" 32 G 24'-8" 20 E 336 H �� � 9,-9„ �, 15'-0" 20 B 14'-4" 30 G 21 C --17'-4" 33 H 17'-3" 21 16'-8" 33 10' 2124'-4"23 I 18 B 14'3" 2917'2" 19 3116'-6" 18 C 16'-65-7"332'-8'122C18'-0,7'-1333GH2322'-9'224E23'-22'-0'335HI8'14-1'20 8'-6" 8'14'-3" C 13'-6" 2917'-0' 2216'-3'3216'-2"217,-7„9.13'-6""18C13'-6" C17'-2 30G16' -3"19E16'3" 31G15'-6" 19C15'-6" 31 1917'-0" 32G21' -121E21' -U 30 16'-0"2215'-4" 3215322148"328"221613221'-6"24in 114'-6" -0334H9' �13-312'-9 6'-10" 10,12'-92"12C12'-912.-1'33015'-4"5'-2"122 E15-4'.4,-7"331�j14'94122E14'-9"4.-0"33110223E16'-ii5,-3"332Cj20'-2'0,x,.225E20'-99.-8'.3�10' 31G14'-8" 20E14' -8 32G14' -1"19E14' -13220E15' -4"3219'-9"E19'-9'8_9"33412-02111'-7" 6'-2" 11'12'2""19C12'-2" 3014'-6"23 14'-0" 3213'-102313'-4"31-2"2314'-7" 32H19'-6"55'-8"12'1'-8" 19 -G14'-1" 20E14'-1" 32 G 13'-6" 20E13'-6" 32 20E14'-9" 33I„I19'-0" 22E19'-0'8'0"3412' 11'-6" 2213-102313'-4"32 C11' H 13'-3" 23 12'-9" 32-6" 23 14'-0" 32 18'-8" 26 s ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTAND/NG ATTACHED FREESTANDING } =^ MAX.COL. _ �Q j p MAX.POST FTG. 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. SPACING m 3 SPACING (IN.) MIN. POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m 3 I..L ON SLAB (SPAN) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE � 0 c (2) (1) 17 17'-8" 33 G 21'-8" 19 21'-4" 34 H 20'-9" 18 B 20'-4" 32 H 22'-8" 19 B 22'-4" 35 I 29'-2" 20 C K 5' O 13'-7" 5 17'-3' 20 B 16'-6' 34 H 20-10 21 B 20'-0" 36 K 20'-0" ---r21 19'-1" 34 I 1'-10' 21 C 20'-10' 36 K 28'-2" 23 E 16'x" 18 16'-2" 32 G 19'-9" 19 19'- 335 H 121 B 18,-87.-0„ 333 H 122 C 20'-4 9 346 H 224 E K6' 11,x„ 6, 15'-10"2015'-1' B 33H 19' -1"229, C ;"8 _3" 119-0"8,-3" C 120 20'-0" 1" 126' 25'-9" R435 r -2"18B15' -0"31G18'-4"20 C18' -133H17'-7" 19 C17'-3"31 G 19'-2" 20C 18'-1 33 H22EIK7' -9„7,15' 14'-82114'-0" 33 H17'8"2216' -10'3417'0"2216'-2"33H18'-6" 2317'8" 3523'-1025J8'-6" B14' -131G17'-2" 20C17'-0"32 G16' -6"20C16'-2" 30G18'-0"20 C 17'-8" 33G23'2" 22E I 8' 8'14'-3""19 13-9 21 C 13'-1" 32 16'-7' 23 15'-10' 34 H 5'-10" 22 15'-2" 32 H 17' 4' 23 16'-7 34 H 22'-3' 25 K J 13' 6" 19 13'-3" 30 E 16'-0"5'-0" 333 G 15'-65'-0" 223 C 15'-14-3" 332 G 17'-06 224 E 16'-8"5'-7" 334 G 21 226 E 21'-6'0-1" 336 H 9, 7, 7„ 9' 13 -0' 22 C 12'-4' 32 G 15'-8-1-:-2-3 19'-0"8.-3" 227 E 18'-8"7-6" H I 12' H 4" H 21' 1" K � 12'-912'-3' 222 12'-711'-9' 331 15'- 333 G 14-94'-2" 223 E 14'-63 331 G 16'-�5,-7" 224 E 15 333 H 0 226 E 20'-4" 3 .7--'6 H 10' 6'-10" 10' C �7 N!5�24 E 14.-2" H 7" 14=10' 20'-0" 19'-1" I 12'-2" 20 12'-0" 31 14'-6" 32 H 14'-1" 21 E 13'-1 331 G 15' 4'-10" 224 E 15'- 1"4' 333 H 19'-9"9, 227 E 19'-6"8'-2" 335 Q 6'-2" 11' 11 -9 23 C 11'-3" 31 G E 13'-7" 32 G 13'-7" 24 3'-0" 2" 1„ B !' 11'-81,'-3' 223 11'-610-9' 331 14'-113,-7" 224 13'-113,-0" 332 H 13'-6"3,-0" 224 E 13'-12.-0" 332 H 14'-9"4'-2" 225 E 14'-63 33 5'-8" 12' C G E G 7" N ti W )� o O � ULLI ) w `L ULLj :E LJJ W Ch C'7 O D7 00 Z pp M UQ rn ESSI S5885 � OF Cpt\F� 03-03-15 DURALUM IAPMO 0195 ASSUMPTION AHJ APPRDVAL REVISIONS ew,u DATE oEscrsrno" a sT>=uog a 15-1071-1 DATE 30mis DRAWN BY MAP CHECKED DKR LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 35 35 OF 50 H 19'-0"8.-3" 227 E 18'-8"7-6" 335 I 12' SHEETS