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BPAT2016-002578-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 q'4t^r 4 lwQu&ru, COMMUNITY DEVELOPMENT B Application Number: BPAT2016-0025 Property Address: 44060 GOLDENROD CIR CIR APN: 604081007 Application Description: HUNTER RESIDENCE / PATIO COVER 500 SF Property Zoning: Application Valuation: $4,000.00 Applicant: RYAN GABOR CSER 681150 LOUISAN RD DESERT HOT SPRINGS, CA 92240 D m. G PWE IT Vik( 0 4 201 CITY OF LA QUINTA COMMUNR DEVELOPMENT DE 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: C29, D03 License No.: 928413 Date: 1 S y ontractorl� OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing'with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:, (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. . B.&P.C. for this reason Date Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name Lender's VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 5/4/2016 CRY UNTER )60 OLDEN ROD QUI TA, CA 92253 Contractor: RYAN GABOR CSER 681150 LOUISAN RD DESERT HOT SPRINGS, CA 92240 (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: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: 5 16 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: S "IP /'a ? Signature (Applicant or Agent): ; I FINANCIAL INFORMATION DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 5/4/16 PAID BY. _ METHOD RECEIPT # CHECK # CLTD BY RYAN GABOR CSER CHECK R15254 1580 MFA Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $1.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PATIO COVER, DESIGNED 101-0000-42404 0 $133.43 $133.43 5/4/16 PAID BY METHOD RECEIPT # CHECK # CLTD BY RYAN GABOR CSER CHECK R15254 1580 MFA DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PATIO COVER, DESIGNED PC 101-0000-42600 0 $168.24 $168.24 5/4/16 PAID BY .. METHOD RECEIPT # CHECK # CLTD BY RYAN GABOR CSER CHECK R15254 1580 MFA Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $301.67 $301.67 DESCRIPTION ACCOUNT QTY.- AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $0.52 $0.52 5/4/16 PAID BY METHOD RECEIPT # CHECK # CLTD BY RYAN GABOR CSER CHECK R15254 1580 MFA Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.52 $0.52 TOTALS: Description: HUNTER RESIDENCE / PATIO COVER 500 SF Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: ISSUED Applied: 5/2/2016 MFA ENGINEERED - OPEN Approved: 5/2/2016 BHA Parcel No: 604081007 Site Address: 44060 GOLDENROD CIR CIR LA QUINTA,CA 92253 Subdivision: TR 22982 Block: Lot: 99 Issued: 5/4/2016 MFA Lot Scl Ft: 0 Building Scl Ft: 0 Zoning: Finaled: Valuation: $4,000.00 Occupancy Type: Construction Type: Expired: 10/31/2016 MFA No. Buildings: 0 No. Stories: 0 No. Unites: 0 ACTION DATE Details: 500 SF PATIO SOLID COVER - DURALUM. 54 FT. LENGTH X 10"-6" - 9"-0" DEPTH. 15 FEET FROM REAR PL.THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. PER 2013 CALIFORNIA BUILDING CODES. 2 �0 ,.,-,..I Applied to Approved =Approved. to Issued Printed: Wednesday, May 04, 2016 1:10:58 PM 1 of 2 CR SYSTEMS ADDITIONAL CHRONOLOGY CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE NOTES CALLED RYAN TO NOTIFY HIM THAT PERMIT IS READY TO TELEPHONE CALL BURT HANADA 5/3/2016 5/3/2016 ISSUE. CONDITIONS CONTACTS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT RYAN GABOR CSER 681150 LOUISAN RD DESERT HOT CA 92240 RYAN @PRECISIONPATI SPRINGS OS.COM CONTRACTOR RYAN GABOR CSER 681150 LOUISAN RD DESERT HOT CA 92240 RYAN@ PRECISION PATI SPRINGS I I I I I OS.COM OWNER CORRY HUNTER 44060 GOLDEN ROD I LA QUINTA I CA 1 92253 Printed: Wednesday, May 04, 2016 1:10:58 PM 1 of 2 CR SYSTEMS INSPECTIONS PARENT PROJECTS BOND INFORMATION Printed: Wednesday, May 04, 2016 1:10:58 PM 2 of 2 VvI SYs7EMS CL DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY BSAS SB1473 FEE 101-0000-20306 0. $1.00 $1.00 5/4/16 R15254 1580 CHECK RYAN GABOR CSER MFA Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $1.00 BSA: PATIO COVER; 101-0000-42404 0 $133.43 $133.43 5/4/16 R152S4 1580 CHECK RYAN GABOR CSER MFA DESIGNED PATIO COVER, 101-0000-42600 0 $168.24 $168.24 5/4/16 R15254 1580 CHECK RYAN GABOR CSER MFA DESIGNED PC Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $301.67 $301.67 SMI -RESIDENTIAL 101-0000-20308 0 $0.52 $0.52 5/4/16 R152S4 1580 CHECK RYAN GABOR CSER MFA Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.52 $0.52 TOTALS: INSPECTIONS PARENT PROJECTS BOND INFORMATION Printed: Wednesday, May 04, 2016 1:10:58 PM 2 of 2 VvI SYs7EMS Street p L Hunter Residence: 440.60 Gol&en Rod �cir.� La Quinta, Cs'A �— 9916` 3416' -Solid pan .type, Weathenvood shade s&ucture_ P L gyp- as Q._ Ga Lic# -928-413- 760.8611,8953 28493760.869.8953 F— 20' T s• 1 95' F L N CITY OF LA QUINT�A BLTSAFETY D O RUCTION yA Bit, # City of La Quinta I Building &r Safety Division Permit # 78-495 Calle Tampico to -0 La Quinta, CA 92253 - (760) 777-7012 geofD4. Building Permit Application and Tracking Sheet Project Address: L4 y U 6 0 (n OL aF j !Qat Owner's Name: C �� A. P. Number: Address: ` Legal Description: City, ST, Zip: Contractor: f�/�! G .5 ' Telephone: h on e: .................:............::::::::::::::: Address: 6 /L7'0 L OU JS p9 N 2 F% . Project Description: City, ST, Zip: DH S ✓ A ',t 7•L 10 S e L,10 19 UA --)4- W p O 7 /O Telephone: O/ ti 5IMMEM e o V State Lic. A: City Lic. C Arch., Engr., Designer: Address: City., ST, Zip: Telephone: Con structi n Type: e: O c ane Y- Y P Occupancy: Pr Je ettYPa circle one • New Add'n Alter r te a'u Demo State Lic. # Name of Contact Person: R Y4 Sq. Ft.: S C% #Stories: #Units: Telephone # of Contact Person: '7 b f7 8 (o � v °� S Estimated Value of Project: ajq 0 • © Q APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Cafes. Reviewed, ready for corrections Plan Check Deposit Truss Cafes. Called Contact Person Plan Check Balance Title 24 Cafes. Plans picked up Construction ' Flood plain plan Plans resubmitted Mechanical Grading plan 21' Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Decd ' Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN ROUSE:- '"' 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 ..�::_:::: _� c -h»:: �:-?-::. _::::.�.}?}:-?:}F•i:] rFr?}}?i. _.."""'�•. :. _.- :_..< r6'iv:::4:_•:: r.: •::.ter:::::: r['2-5i•_::.:>:.:_.:.:_::.xt.::.:-:.:.:.:r.�. «A:.:::_::r_::::::s:.......i ... 6......__,w:,:•_,.�. - '..._._.: .':-__s' i L,. ,,.._.,PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. - GENERAL NOTES: DESIGN REQUIREMENTS: WIND SPEED CONVERSION TABLE: GOVERNING CODES: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE IBC APPENDIX CHAPTER I. 2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES LEVEL 25, 30, 40 & 50 psf) AND THE 2015 ALUMINUM DESIGN MANUAL -ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL AND ACI 318-14 FOR 20,25 AND 30 psi RESIDENTIAL AND COMMERCIAL CONSTRUCTION. 25, 30, 40 & 50 psf) DRAWING NOTES: 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, 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. 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. S. 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 (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONk(1). _ � - : ,a 18[. THrE,R�ATIO�(U�P) COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT Eiii a I111j}r-/S%-'-THAN QN,(� �%r iJ ` � p MATERIAL-SP-ECIFICATIONS:?l J IU 793(19. BEAMS ISHALL'BE'SPLICED OVER EACH INTERIOR COLUMN SUPPORT. FF �� 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED I WITH;THE A�UMINUMASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. 211CONCRETE SMALLIHAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 22' DESIGN VERTf&OSOIL' BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING L 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.ti n 1 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. ----724 -FASTERNERS:-ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976 OR APPROVED EQUAL. 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF). 28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2, EXCEPTION 2. WIND SPEED CONVERSION TABLE: THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND SPEED BY 0.6 EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SHALL BE BASED ON 85 MPH =110 MPH. 0.6 WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. ADDITIONAL DESIGN REQUIREMENTS: 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. 2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11. 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. 5. SEISMIC DESIGN PARAMETERS: , SITE CLASS: D SEISMIC DESIGN CATEGORY: D MAPPED SPECTRAL RESPONSE COEFFICIENTS: S5= 1.50, S, = 0.6, S0 = 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 �TC�ENG/NEEf2/NG STRUCTURAL ENGINEERING 26030 ACERO SURE 200 PHONE: (949) 305.1150 T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO, CA 92691 FAX: (949) 305-1420 SH -1 .............SOLID PANEL STRUCTURES STRUCTURAL ENGINEER SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN K. ROSEPINK. SE 5885 SH -3 .............PANEL SPANS TRI -V, W -PANEL & FLAT PAN POINT OF CONTACT: ANTHONY MAN SH -4 ............ MINIMUM FASTENERS E"), SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS SH -7 ............HEADER BEAM TYPES, COLUMN / POST TYPES SH -8 ............EXISTING EAVE CONNECTION DETAILS SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS SH - 10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH - 12 ..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS SH - 13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH - 14 ..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH SH -18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 110-130 MPH SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH SH - 24-27 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH SH - 34-36 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF LL, 110-130 MPH SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 110-130 MPH SH - 39-40 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH SH - 41-42 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH SH - 43-44 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH SH - 45-46 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH SH - 47 ..........INSULATED ROOF PANEL ATTACHMENT DETAILS SH -48 ..........SNOW DRIFT DESIGN SH - 49 ..........SPAN REDUCTION FACTOR TABLES SH - 50 ..........ADDITIONAL STATE LICENSURE STAMPS Z 1714 W O N to u) W M m ZLQ U)U �o W > - Q Z C:) 0 r O (n O Q�gFco ESS I(� S5885 - 1 OF CAI. 03-09-16 DURALUM IAPMO 0195 ` AHJAPPROVAL REVISIONS DATE DE -N 4 STEL JOB N 16.1071 DATE 03-09.16 DRAWN BY AT CHECKED GM TITLE SHEET, DESIGN LOADS, GENERAL NOTES T-0 0 OF 50 SHEETS Me •: :.s__._::::__ .s..:.::: r: _. _._�__ ___ ____ ____s -, .••__.... __ s._ �_ _s-:.__._� - : :r:.�: --:: -:: _s....__.___.. - _.. ___ _.. _ .. _ _ ..__. ___.::.-::.:::..: ♦ _ _ __ _ ___ _ _ __ _ v �6'::-. __. _�:: _..-_.:_--. _::: _--s _.a-_______v.ssv__..:.::.... _......s _.a ______. _____::____v __: __:____.. ....v__.:�.��......----__.__-_____ ---________ .... ........... ....... - •sv •-_•-_______.. _..-.._.... sv..... _-.v ...s .x ___..._ .. .s _. _... ♦..s-.sv .s•:..s .: rs. .: r.__: _._:-..:.::.:.-::_:::_. _ -. _.... _.... _ _..__ _ s c�..�. _.�.v _v______v.. 1 �•, 2 3 �-1 4 0 5 0 6 0 7 0 8 o u o e o r SOU D -PAN EL-STRUCTU RES ROOF OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 3 1/2" SLAB ATTACHMENTS W W MAY BE USEDTNOTE: 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 �ENGTy ATTACHMENT TO OF STRUC SUPPORTING BEAM— - ..__.__,_ _- O.H TUREVARIES AT 'H Y ►��ISPPN "O.H." NOT TO EXCEED 25% OF ROOF PANEL e i ALLOWABLE SPAN + • : ' ti►tr; ; _ SEE DETAIL 11, SHEET 12 ✓. FOR MANDATORY SPLICE. BEAMI'SPAN/ NO BEAM SPLICE AT OSTS1 F BEAM - SEE TABLES EXTERIOR POSTS: SEE,T� ES/N' G"- FOR POST SPACING POSTS, SIZE VARIES ; Nor.3 112" SLAB ro OF BEA44 io MAY BE USED ALLOwASLESpAN TO CONSTRAIN FOOTING, SEE TABLES FOOTINGS----' I W I J SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "C" FREESTANDING W/ CANTILEVER OPTION ATTACHMENT ATTACHMENT ROOF PANEL SEE TABLES SEE DETAIL A, B & C, SHEET 4 FOR ROOF SHEET 8 PANEL ATTACHMENT TO SLOPE PER FT. SUPPORTING WALL HANGER & BEAM. SPA O. SPF "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN OF ROOF PANEL FOR MANDATORY SPLICE. SEE DETAIL 11, SHEET 12___�-/ NO BEAM SPLICE AT E� FOR MANDATORY SPLICE. TABES Sp pOSTSpe NO BEAM SPLICE AT SEE SHT. 11 FOR MINIMUM p� Sp EXTERIOR POSTS. NO BEAM SPLICE AT SEE TABi POSTS, SIZE VARIES EXTERIOR POSTS. SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS POSTS, SIZE VARIES o u o e o r SOU D -PAN EL-STRUCTU RES ROOF OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 3 1/2" SLAB ATTACHMENTS W W MAY BE USEDTNOTE: 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 �ENGTy ATTACHMENT TO OF STRUC SUPPORTING BEAM— - ..__.__,_ _- O.H TUREVARIES AT 'H Y ►��ISPPN "O.H." NOT TO EXCEED 25% OF ROOF PANEL e i ALLOWABLE SPAN + • : ' ti►tr; ; _ SEE DETAIL 11, SHEET 12 ✓. FOR MANDATORY SPLICE. BEAMI'SPAN/ NO BEAM SPLICE AT OSTS1 F BEAM - SEE TABLES EXTERIOR POSTS: SEE,T� ES/N' G"- FOR POST SPACING POSTS, SIZE VARIES ; Nor.3 112" SLAB ro OF BEA44 io MAY BE USED ALLOwASLESpAN TO CONSTRAIN FOOTING, SEE TABLES FOOTINGS----' I W I J SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "C" FREESTANDING W/ CANTILEVER OPTION ATTACHMENT SEE DETAIL A, B & C. ROOF PANEL SEE TABLES SHEET 8 SHEET 4 FOR ROOF PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT. SUPPORTING WALL HANGER & BEAM. SPA O. "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12 OF ROOF PANEL FOR MANDATORY SPLICE. po SpgN� STSpgGNc� NO BEAM SPLICE AT S EE EXTERIOR POSTS. TABES POSTS, SIZE VARIES SEE SHT. 11 FOR MINIMUM p� Sp NUMBER OF REQUIRED COLUMNS NO BEAM SPLICE AT TyEPRO J BE Les ---",Z--BEAM - SEE TABLES FOR POST SPACING `Ek O.N. ro OF& 25% ALLOWABLE Sv. 3 1/2" SLAB ATTACHMENT) W " MAY BE USED WHERE PERMITTED. SEE TABLES NOTE: EACH COMPONENT IS INTER - FOOTING WHERE REQUIRED—j/ EQUIRED CHANGEABLE WITH ANY OTHER SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 ROOF PANEL SEE TABLES MIN. 0.25" SLOPE " OF STRU SHEET 4 FOR ROOF PANEL PER FT O.H CTURF VARIES ATTACHMENT TO SUPPORTING BEAM. O.H SPA SPA "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN J� SEE DETAIL 11, SHEET 12✓ FOR MANDATORY SPLICE. p� Sp BEAM - SEE TABLES NO BEAM SPLICE AT SEE r S �S NG FOR POST SPACING = EXTERIOR POSTS. POSTS, SIZE VARIES OH• NOrr�ll g fV OPS o ACCO es, MAY BE USED TO CONSTRAIN III FOOTING, SEE lu TABLES FOOTINGS SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER _ COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION 1 04 W N N CD 2 wmco ZU) U CT uW CD Q Z O O CO N cl Q�FEss Inc Z o S5 85 - 1 OF CPAl\FC3z 03-11-16 DURALUM IAPMO 0195 F LA QUINTA & SAFETY DEPT. ROVED NSTRUCTION BY REVISIONS p I DATE DESCRFT10N 4 STEL JOB 9 16.1071 DATE 03-09.16 DRAWN BY AT CHECKED GM SOLID PANEL STRUCTURES SH - 1 1 OF 50 SHEETS p va „ - n o - !SOLID -PANELS -SPANS -FOR -COMMERCIAL -&-PATIOS 1110/120/130IMPH EXP. B & C 24" TRI -"V" PAN 12"x 3 1/2"W PANEL 6" / 8" x 2 & FLAT PAN 282' .50• .09R <I.S. R=,117' .77' I b7" 25' .40' .35' .40' .77' .1 5' 180' .67' .40' .75' 43, •45' (ALL UNMARKED RADII .06R) T= (SEE TABLE BELOV) 3' 0' b5• T= (SEE TABLE .70' .�. '25' J2.7' 6' ., + L la -.40', BELav) 282' T= (SEE TABLE BELOV 45' .35' .7 .65' TYP. .403.00' .SO' .50'--I-4S0' .40 SO O' 3.00' 40, .433' 0' 1.3' 1.3' .433' 1.92' .7 ' L92' .75' t.92' 25' 4.001 12.0' .001/8.00' ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVE/SNOW LOAD, psf 20 25 30 40 50 24• TRI -'V" PAN - 0.88 0.83 0.75 0.80 24"x232"x0.018" 0.85 0.80 0.65 0.65 - 24"x234"x0.024" 0.90 PANELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 11'-2" 10'-7" 10'-3• 10'-3" 10'-3' 10'-3• 10'-3" 10'-3' 15'-3" .018 15'-3" EXP.B EXP.0 .024 13'-2" 12'-7' 12'$" 11'-10 9 8' 6" 8'-7- 8'-1' 8'-2' T -s- 17'-r 17'-r 12'-3" 12' 3" 12'-3" 12'-3• 12'-3" 12'-3" 10 .024 14'-1' 13'-3" 10'-3• 19'-r 19'-7" 19'-r 19'-r 19'-r 10' 4" 9'-9" 9'-9" 9'-2" 9'-3' 8'-r 16'-9" 15'-9" 16'-0" 14'-3" 14'-3" 14'-3" 14'-3" � 14'-3° 11'-3" .032 11'-3" 11'-3" 5'-10' 020(1) 10'-1" 9'-6" 9'-0• 9'-0" 9'-1" 12'-1' 12'-1" 11'-2' 11'-3" 10'-8" 12' 6^ 12'-0" 8'-4' 8'-4" 8'-4" 8'-4" 8'-4" 8'4' 10'-9" .018 10'-0" 9'-10" 20 18'-0' 14'-8" 14'-8' 14'-8" 14'x' 7'-9" 7'-5" 7'-5" 7'-2 7'-2" '-10' 6'-10- 12'-9' 12'x" 10, 10,_1" 10'_1" 10,_1" 10'_1" 10,_1" 10,_1" 20 .024 16'-3" 17'-7" .040 15'-1" 14'-7" 14'-7" 13'-8' 8'-8" 8'�" 8'-5" 8'-1" 8'-1" 7'-9" 19'-4" 12,_1" 12'_1" 12'_1" 12'_1" 12,_1" 12,_1" 9'-5" .032 9'-0" 8'-6" 040 12'-0" 12'-0' 12'-0" 12'-0" 12'-0" 12'-0" .024 11'-0" 10'-7" 10' 8" 10'-2" 7'-3" 7,_3• 7'-3• 7'-3" 7'-3" T-3" 13'-2" 018 13'-2" 13'-2" .020 .032 13'-1" 12'-7' 12' 8" 12'-2" 7'-8" 7'�' 7'4" 7'-1' 7'-1' 6'-10' 14'-2" 14'-2" 8,_8. 8'_9• 8,_9. 8'_9" 8'-9" 8,_9. 25 .024 13' 8' 13'-0" 13'-3" 13-3- 10'-6" 10' 6" 10'-6" 1 o'-6" 6'-B" 8'-4' 8'-5' 8'-1' 8'-1" T-9" 8'-11" 8'-5" 9'-8- 9'-8- 9 8' 9 8" 9 -8" 9 8" 11'-2" 032 20 20 .024 1O--_6 10'-1" 10'-2" 9'-r 9'-9• 9'-2- 10'_2" 9'-7" 9'-8" 9,_2• 12'-6" 12'-6" 6,-r 6'-7" 6'-7• 6'-7" 6'-7" 6'-r 11'-10 .018 �5'16'115'-0" 13'-0" 13'-1" 13'-4" 13'4" 13'•4" 13'-4" 13'-4" 7'-3" 7'-0" 7'-0" 6'-9' 6'-10" 6 r 13'-6" 13'-0" 8'-3' 8'-3• 8'-3• 8'-3" 8'-3" 8'-3" 30 .024 9-1" 9-1" 12'-6• 020(1) 8'-1" W-1' T-10" 8'-3' 8'-0' 8'-0" 7'-9' 77 9" T-5" 10'-3° 10'-3" 10'-3" 9 -9" 9 9" .024 9'-1" 9'-1" 9'-1" .032 8'-10' 10'4' 40 10'4" 11'x" 11'-4• g _11^ 11'-0" 11'-4' 11'x" 8'_3^ 91 - 9'-2' TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVE/SNOW LOAD, psf 20 25 30 40 50 12"x3}4"x0.020" - - 0.88 0.83 0.75 0.80 24"x232"x0.018" 0.85 0.80 0.65 0.65 - 24"x234"x0.024" 0.90 1 0.88 0.70 0.65 24"x234"x0.032" 0.90 0.88 - - (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN IN TABLE 1 ABOVE. NOTE: PANEL FASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING Ll CDZ o N 0 C-00Lo 2 LuM <m 2 n c) r u) cLLJ LLo uw Q Z co L6 C:> U) O N cl QRpFESS II 2 S5885 1 OF CAO 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL OnFN INPR C REVISIONS MART( DATE DESCRIPTION 4 STEL JOB # 16-1071 DATE 03-0116 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL 81 FLAT PAN SH -3 3 OF 50 SHEETS 12"x 3 112"W PANEL 8" x 2 Yz" FLAT PAN LUSL PANELT (IN.) 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 13'-9" 13'-9• 13'-9" 13'-9" 13'-9" 13'-9" PIA NEL•T" 020(1) 12'-0" 11'-1^ 11'-2" 10'-7" 10'-r EXP.0 EXP.B 15'-3" 15'-3' 15'-3" 15'-3" 15'-3" 15'-3" EXP.B EXP.0 .024 13'-2" 12'-7' 12'$" 11'-10 12'-0" 11'-1' 10 12'-6" 17'-r 1T-7" 17'-r 17'-r 17'-r 1T -r 14-7- .032 15'-0" 14'-9" 14'-9" 14'-0" 14'-1' 13'-3" 10'-3• 19'-r 19'-7" 19'-r 19'-r 19'-r 19'-7" 12'4 " 12'-0" .040 17'-7" 16' 8" 16'-9" 15'-9" 16'-0" 15'-0" 13'-r 13'-7" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 5'-10' 020(1) 10'-1" 9'-6" 9'-0• 9'-0" 9'-1" 8'-8- I V-6' 6" 12>11"' 12'-6° 12'-6" 12' 6^ 12'-0" 12'-0" 13' 4" 13'13" .024 11'-2" 10'-9" 10'-9" 10'-3" 10'-0" 9'-10" 20 18'-0' 14'-8" 14'-8' 14'-8" 14'x' 14'-8" 14'x" .032 .032 13'-3" 12'-9' 12'-9' 12'x" 12' 4 11'-7" ,032 16'-3" 16'-3" 16'-3" 16'-3" 16' 3" 16'-3" 17'-7" .040 15'-1" 14'-7" 14'-7" 13'-8' t4'-1" 13'-2" 19'4" 19'4' 11'-1" 11'-1°11'-1" 19'-4" 11'-1" oao .020(1) 9'-10" 9'-3" 9'-5" 8'-11" 9'-0" 8'-6" 040 12'-0" 12'-0' 12'-0" 12'-0" 12'-0" 12'-0" .024 11'-0" 10'-7" 10' 8" 10'-2" 10'-3" 9'-9" 25 12-1" 13'-2' 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" .020 .032 13'-1" 12'-7' 12' 8" 12'-2" 12'-3' 020 14'-2" 14'-2' 14'-2" 14'-2" 14'-2" 14'-2' 11'-" 040 15'-0" 14'-0" 14'-2" 13'-7" 13' 8' 13'-0" 13'-3" 13-3- 10'-6" 10' 6" 10'-6" 1 o'-6" 10'-0" 10'4 " 024 .020(l) 9'-2" 8'-9" 8'-11" 8'-5" 8' 6"1 8'-2" 024 11'-3" 11'-3" 11'-8" 11'-2" 11'-3" 20 20 .024 1O--_6 10'-1" 10'-2" 9'-r 9'-9• 9'-2- 30 15'-6^.03211'10" 12'-0" 12'-6" 12'-6" 12'-6" 12'-6" 12'-0" 11'-0"10'-0" .032 12'-6" 12'-1" 11'-10 �5'16'115'-0" 13'-0" 13'-1" 13'-4" 13'4" 13'•4" 13'-4" 13'-4" 13'-0" 14'-6" 14'-6• 040 16'-8• 13'-8' 13'-6" 13'-0" 13'-3" 12'-6" 9 1" 9-1' 9-1" 9-1° 9-1" 9-1" 12'-6• 020(1) 8'-1" W-1' T-10" 7'-10' 7-6- 14'-10" 10'-3" 10'-3" 10'-0" 10'-3° 10'-3" 10'-3" 9 -9" 9 9" .024 9'-5• 9'-1" 9'-1" 8'-10" 8'-10' 10'4' 40 10'4" 11'x" 11'-4• g _11^ 11'-0" 11'-4' 11'x" 8'_3^ .032 11'-3" 11'-1' 11'-0" 10'-r 10'-8° 10'-3' 9' 9" 12'-2" 12'-2" 12'-2" 12'_2" 12'-2" 12'_2" 10'-0' 10'-4' 040 12' 8" 12' 4" 12'x" 12'-1" 12'-1" 11' 8" 8'2" 8-2- 8' -2" 8-2- 9'-r 8 -2" 9'-3" .020(l) .024 12'-0" 11'-6" 6'-11' 6'-9" 11'-0" 9'-2" 9'-2" 9'-2" 9'-2" 9'-2' 9'-2' 12 -1 • 12 -1" oza 8'-0' 7'-10" 7'-10" 7' 8" 7' 8" 7' 6" 50 11'-3" 10'-r 10'-7 10'-r 10'-r 10'-r 1o' -r 13'-r .032 9'-7" 9'-r 9'-r 9'-3" 12'-3" 8'-11" 12'-3" 12'-3" '' 11'-3" 11'-3" 11'-3" I V_3" 13-1" 13-1" 040 P<Ipi_�o. -10" 10'-10" 10'-r 10' 8" 10'-4" Ll CDZ o N 0 C-00Lo 2 LuM <m 2 n c) r u) cLLJ LLo uw Q Z co L6 C:> U) O N cl QRpFESS II 2 S5885 1 OF CAO 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL OnFN INPR C REVISIONS MART( DATE DESCRIPTION 4 STEL JOB # 16-1071 DATE 03-0116 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL 81 FLAT PAN SH -3 3 OF 50 SHEETS 8" x 2 Yz" FLAT PAN 6" x 2 Yz" FLAT PAN PANELT 110 MPH SPAN . 120 MPH SPAN 130 MPH SPAN LUSL PIA NEL•T" 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 LUSL (IN.) (IN.) 12'-6• 12'-6' 12'-6" 12'-6" 12'-6" 1= -7" 14 -7" 14-7- 14'-7" 14'-r 14'-r .020 10'-10" 10'-1" 10'-3• - 9' 6" 9'-r 9'-0" 020 a 12' 8" 12'4 " 12'-0" 11' 4" 11'-6' 10'-9" 13'-r 13'-7' 13'-r 13'-r 13'-7" 13'-7' 5'-10" 5'-10" 5'-10" 5'-10' 5'-10' S'-10" 024 12'-1• 11'•4" I V-6' 10'-9" 10'-10" 10,-1" 024 14'-2" 13' 4" 13'13" 12' 8" 10 _ 70 15'-r 15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 18'-0' 18'-0" 18'-0" 18'-0' 18'-0" 18'-0" .032 14'-1" 13'-1" 13'x" 12'x" 12'-0' 12'-0" ,032 16'-2" 15' 8" 15'-9" 15'-0" 15'-1" 14'-3" 17'-7" 1T-7• IT 7' 17'-r 17'-7' ITT' 19'-4" 19'4" 19'4' 19'-0" 19'-0" 19'-4" oao 15'-r 14'-10" 14'-10 14'-1" 14'-2" 13'x" 040 17' 6" 16'-10" 17'-0" 16' 4" 16' 6" 16'-0" 10'-2" 10'-2' 10'-2" 10'-2" 10'-2• 10'-2" 12-1" 12-1" 12-1" 12-1' 12-1' 18.4 .020 9'-1• 8'-9" 8'13" 8' 6" T-11" 020 10'-10" 10'-4° 9'-10" 9'-5" 11'-" 1 V-4" 11' 4• 11'4" 13 -3" 13'-3" 13-3- 13'-3" 13'_3" 13'_3" 024 10-1' 9 8" _ 9 5 _ 8-11 024 12'-2• 11'-8' 11'-8" 11'-2" 11'-3" 20 20 13'-0" 13'-0' IT -O' IT -O" W14' 15'-6" 15'-6• 15'-6^.03211'10" 11'x" 11'-0"10'-0" 032 14'2• �5'16'115'-0" 13'-0" 13'-1" 12'-0" 14'-0" 14'-0' -6"l4'-6" 14'-6" 14'-6• 16'-8• 16�16-216-2' 16'-8• 16'-8" 16'-8" .040 13'-0' 12'-10' 13'-0" 12'x" 12'-6• 11'-10" 040 15' 6" 14'-10' 14'-10" g _g• g _g^ 9 _g^ 9 -9" 9 9" 9 9" 10'4" 10'-4" 10'4" 10'4' 10'13' 10'4" .020 g _11^ 8 $^ 8 $^ g _3^ 8'_3^ 7'-10" 020 10'-8" 10'-1" 10'-3" 9'-8" 9' 9" 9'4" 10'-4" 10'-0" 10'-4" 10'4" 10'-0' 10'-4' 111-1" 11-1" 11 -1" 11'-1' oza 9'-11" 9'-r 9'-r 9'-2" 9'-3" 8'-10" .024 12'-0" 11'-6" 11'-7" 10'-10 11'-0" 10'-6" 25 25 11'13" 11 4" 11 4" 11'x" 1111♦" 11' 4' 12 -1 • 12 -1" 12 -1' 12 -1' 12 _1" 12 _1 032 11'-10" 11'-3" 11'-3" 10'-9" 10'-10" 10' 4" 032 14'-1' 13'-r 13' 8" 13'-1" 13'-2" 12'� 12'-3" 12'-3• 12'-3" 12'-3" 12'-3" 12'-3' 13 1" 13-1" 13-1" 13-1" 13'-1" 13'-1" .040 13'-3' 12'-9" 12'-9' 12'-3" 12' 4" 11'-9" 040 15'-0" 15'-1" 15'-1' 14'-8" 14'-9" 14'-1 9'-3' 9-3- 9-3- 9 3" 9-3- 9 3• 91-9" 9'-9" 9'_9. 9' 9. 91_9. 9'_g" .020 8'-1' 7_g" _7 10 7'-6" 020 9'-11" 9'-r 9'-r 9'-2' 9'-9' 9'-9" 9'-9' 9'-9" s'-9' 9'-9" 10'x' 10' 4" 10'-0' t o'-0' 10'-4" 10'x" 024 9 6" 9 -1 ° 9 -2" 8 -10" 8 -11" 813" 024 11'4' 10'-9" 11'-0" 10'1;" 10'-6" 9'-1 " 30 30 10'-9" 10'-9' 10'-9" 10'-9" 10'-9' 10'-9' 11'13• 11 4" 11'x' 11'-0" 111-4- 11' 4" .032 11'-1" 10'-8" 10'-9" 10'-4" 10' 4" 10'-0" 032 13'-2" 12'-8" 13'-0" 11'-r 11'-7" 11'-r 11'-7" 11'-7" 11'-7" 12 3" 12 -�12%3"'12'-3" 12'-3" 12,3" 12'-7' 12'-2" 12'-2' 11' 8" 11-9' 11'-3" .040 14'-9' 1 14'-1" 14'-1" 13'-r 8'-4- 8-4- 8.4" 8 -4" 813• 8 4" 9 -0" 9 -0" 9 -0" 9'-0' 9'-0" 91-0" .020 7'-3" T-2" 6'-11" 020 9'-1" 8'-10" 8'-10" 8'-7' 8' 6" 8'-1" 9. -0' 9 -0" 91 -0" 9-0 9 -0' 9 -0' 9'-6- $' 9 6" 9 6' 9 6" 9 6" 024 8 8" 8'-1" 7'-10• 024 10'-2' !>9"'-_l 9'-10" 9'-10" 9'-r 9' 8" 9'-3" 40 40 _9^ 9 9. 9. -9• 9 _9, 9" 919. 9.9.9.9. 12 -1" 12 -9" 12'-9• 12'-0" 12'-0" 12'-1' .032 10'-2' 9'-10" 9'-10' 99-r 9'-r 9'-3" 032 10'-3" 10'-1" 10'-1" 9'-10" 9'-10" 9'-8" 10'-r 10'-7' 10'-r 10'-r 10'-7• 10'-7• 11'-2" 11'-2" 11'-2' 11'-2" 11'-2" 11'-2" .040 11' 6' 11'-2" 11'-2" 10'x" 10'-10" 10' 6' oa0 13'-s" 13'x" 13 6" 13'-0" 13'-1" 12'-r 7 -5" T-5" 7 -5" 7 -5" 7 -5" 7 -5" 8 -3' 8 -3" 8'-3" 8'-3" .020 g _5• g _5^ 6•_5^ 6�_3^ g'_3^ 6'-1" 020 7'-B" 7'-r 7' 6" 7'-2" g -3• 8 -3" 8 -3" 8' -3" 8 -3• 8 -3' 8 -9" W38 8'9"8'-9.02a50 7�" T-3 7-3" T-1' T-0" 6'-11" 024 8 r 8-4" 8-1"g�8' 50 9'-1" 9'-1' 9'-�8'-589`4' 9'-1" 9' g9'-8' 8" 9-8" 9'-8- .032 8'-r 8' 6' 8'-3" 0329 10'-3" 10'-3" 10'-1"g'_g• 9'-9" 9'-9"9'-9" 9'-9' 9'-9'0401�0'4"l10'-0" 10'11" 10'x' 040g'-10• 9'-9" 9'-9" 9'-5" 9'-r 9'2" 11-10 11' 6" 11' 6" 11'-2" Ll CDZ o N 0 C-00Lo 2 LuM <m 2 n c) r u) cLLJ LLo uw Q Z co L6 C:> U) O N cl QRpFESS II 2 S5885 1 OF CAO 03-11-16 DURALUM IAPM0 0195 AHJAPPROVAL OnFN INPR C REVISIONS MART( DATE DESCRIPTION 4 STEL JOB # 16-1071 DATE 03-0116 DRAWN BY AT CHECKED GM PANEL SPANS TRI -V, W -PANEL 81 FLAT PAN SH -3 3 OF 50 SHEETS 4 e 4 RAFTER, SEE TABLES MAX. O.H. M 25%OF RAFTER '91- ALLOWABLE ?Sy' OI. SPAN N MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 NO BEAMM SPLICE AT EXTERIOR POSTS LENGTH OF STRUCTURE VARIES M ))\AeAgN/ NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. NOTE THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. OPEN LATTICE STRUCTURES �Fk/ST/1G WALL LEDGER OR ROOF OVERHANG, \ SEE DETAIL A,B 8 C, SHEET 8. O `'mac W x POST WITH SIDE PLATI S SEE SHT. 11 FOR MINIM JM NUMBER OF REDUI COLUMNS 3 1/2' SLAB ATTACHMENT p0 MAY BE USED WHERE PERMITTED. SFF J ogCgN� SEE TABLES q@�FS c FOOTING WHERE REQUIRED, SEE TABLES TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE —a •�_ �'V�1UO AJ Q9^O1� 1 10 +{i �•'l�� lls ; r,39AAG 1Ci iJV,I�-r4RAFTER,SEE TABLE 3 V , Fj g q-jf�� AND SPAFOR CING - 1101T � IT III&'$41Qn rItMAX.O.H. F Fi J 1j?.25/-OFl I RAFTER SP4 e 7 LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 NO BEAM SPLICE AT EXTERIOR POSTS S� S F/ NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. SEE POST 3 1/2' SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES FOOTING SEE TABLES 61 TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE FXisT/ryG RAFTER, SEE MAX O.H. 25% OF RAFTER J ALLOWABLE MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 NO BEAM SPLICE AT EXTERIOR POSTS LENGTH OF STRUCTURE VARIES MAX. O.H. 25% OF RAFTER ALLOWABLE SPAN WALL LEDGER OR ROOF OVERHANG, SEE DETAIL A,B 8 C SHEET 8. LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 POST CR SSSECTION, A SPLICE AT SEE POST DETAIL, N EXTFERIOR POSTSSFFT S/'q C/ 9@�FS he 3 1/2' SLAB MAY BE USED TO NOTE: EACH COMPONENT IS INTER- AOsr FOOTING, CHANGEABLE WITH ANY TABLES COMPONTENT UNLESS OTHERWISE SHOWN. SFFTq@SFS/Nc �� NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY NOT BE COVERED. TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE Z C4 C) p N CO Lo Z WrnM Q p UUP �o uW QZ u')p 0 'r7p Cf p rn Q�pFESS ICYYyI �.X, 2 S 5885 - 1 OF CAI\F� 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MMR DATE DESCRUnM 4 STEL JOB # 16.1071 DATE D3*9-16 DRAWN BY AT CHECKED GM OPEN LATTICE STRUCTURES SH -2 2 OF 50 SHEETS x POST WITH SIDE �9TES A. 4f OST SOq SFFl OgC/H� SEE SHT, 11 FOR MINIMUM NUMBER OF REQUIRED q@SFS G COLUMNS NOTE: EACH COMPONENT IS INTER- ST SA 31/2' SLAB ATTACHMENT CHANGEABLE WITH ANY OTHERSF A q vV� FTq@ MAY BE USED WHERE I� COMPONTENT UNLESS OTHERWISE SHOWN. FSG NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEEITTTABLES — MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE MAX. O.H. 25% OF RAFTER ALLOWABLE SPAN WALL LEDGER OR ROOF OVERHANG, SEE DETAIL A,B 8 C SHEET 8. LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 POST CR SSSECTION, A SPLICE AT SEE POST DETAIL, N EXTFERIOR POSTSSFFT S/'q C/ 9@�FS he 3 1/2' SLAB MAY BE USED TO NOTE: EACH COMPONENT IS INTER- AOsr FOOTING, CHANGEABLE WITH ANY TABLES COMPONTENT UNLESS OTHERWISE SHOWN. SFFTq@SFS/Nc �� NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES MAY NOT BE COVERED. TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE Z C4 C) p N CO Lo Z WrnM Q p UUP �o uW QZ u')p 0 'r7p Cf p rn Q�pFESS ICYYyI �.X, 2 S 5885 - 1 OF CAI\F� 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS MMR DATE DESCRUnM 4 STEL JOB # 16.1071 DATE D3*9-16 DRAWN BY AT CHECKED GM OPEN LATTICE STRUCTURES SH -2 2 OF 50 SHEETS c 3 c 4 a 5 e 6 0 7 O 6 V ._. V - o C - f V EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS A34 FRAMING ANGLE NOTE: WHERE COVER CONSTRUCTION INCLUDES DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS DESIGN (E) WALL COVER LOADS OPENING PROJECTION 3/16" STEEL 1/4"0 HOLES,TYP. NOTEI BRACKET CAN BE LOCATED ANYWHERE ON EAVE. FASTENERS, SEE TABL SEE TA#�PROJ- REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING WHERE ONE OR MORE OF THE 10.20 psf > 8' > 18' OF FASTENERS CONNECTED ABO TYP. BRACKET EVERY 2x NOTE: PROVIDE WATER PROTECTION, METAL FLASHING TABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS WITH 6 -INCH MIN.THICKNESS COVER LUSL FOLLOWING CONDITIONS OCCUR: 30, 40 & 50 psf > 6' > 14' (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPSON A34 FRAMING ANCHORS, 'EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL COVER LUSL NUMBER AND TYPE OF FASTENERS AT 110, B CAUCK JOINTS AND SLOPE R.F. OR EXT. HANG 120, C 130, B 130, C 0 S¢' 0 SIMPSON STRONG -HOLT 2 SS AT 48. O.C. (a,b) a = 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. 2" x 4" FULL TO DRAIN (OPTIONAL) CHANNEL, 2X OR 26'-0" � 25'-4" 20'-7" 2" x 6" NOTCHED EXISTING EAVE 26'-0" ALLOWABLE PROJ. TO BEAM RAFTER BRAC 25'-4" LEDGER OR WALL HANGER 5 o (D—EXP WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) OVERHANG WIND SPEED (EXP. B & C) SEE TABLE 1 WIND SPEED (EXP. B & C) 20 WITH FASTENERS/q• 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" (24" MAX.) 26'-0" 2x6 OR D 8 LEDGER 26'-0" 1- 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2"x8" FULL OR26'-" 2"x10" NOTCHED PER TABLES 3 & 4 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 W 0 SIMPS13N STRONG -BOLT 2 SS AT 48' O.C. Cn,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" 2x WOOD STUD OR 26'-0" 25'-2" 25'-4" 20'-7" 7' (A) ALUM. PANEL 2X O (A) EXIST. RAFTERS AT (A) (A) 1' MIN. (A) (A) (A) CONCRETE WALL (B) (B) RAFTER 30 3x ALUM. RAFTE 2" x 6" NOTCHED 24" O.C: AT ROOF 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) (3}#14x31/2' W. 26'-0" EXIST. FASCIA B 26'-0" OVERHANG 26'-0" 3 �• 9, (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) t . Jfi' 0 SIMPSON STRONG -BOLT 2 SS AT 36. O.C. Ca,b) 2"x8" FULL H 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 2X FULL DEPTH 11' (A) (A) ' (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) ALLOWABING EAV WOOD SCAB, yr• 0 SIMPSON STRONG-BOLTpAT SS AT 24. O.C. (n,b) 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" TO BEAM OERHANG ]_j WHERE OCCURS, SEE TABLE 1 (24" MAX.) SEE TABLE 2 A EAVE CONNECTION L EXISTING ROOF OVERHANG DESIGN LOADS, RDL = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, 30, 40, 6 50 psf 2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS B WALL CONNECTION NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x634^ MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"xB" MINIMUM RAFTERS) OR KILN -DRY WOOD -FILLED 2"x634° OR 3"x8" ALUMINUM SECTIONS. NOTE, PLACE 'SIKA FLEX' OR SIMILAR NOTE: BRACKET MAY BE MATERIAL BETWEEN BRACKET AND COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER SEAL W/ SAME CONNECTION'S. C ALTERNATE EAVE CONNECTION NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS WITH A 10 psf MAXIMUM DESIGN LOAD. TABLE'1_ �. TABLE 2 TYPE E AND NUMBER OR RAFTER OF FASTENERS CONNECTED REQUIRED TO EXISTING ROOF AT ROOF PANEL OVERHANG TABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS WITH 6 -INCH MIN.THICKNESS COVER LUSL EXISTING FRAMING MEMBER AT ROOF OVERHANG MAXIMUM PROJECTION (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPSON A34 FRAMING ANCHORS, 'EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB FULL LENGTH 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 0 S¢' 0 SIMPSON STRONG -HOLT 2 SS AT 48. O.C. (a,b) a = 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. 10 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" 5 o (D—EXP WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 20 32. 0 SIMPSON STRONG -BOLT 2 SS AT 48. D.C. (n,b) 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 1- 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2"x8" FULL OR26'-" 2"x10" NOTCHED 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 W 0 SIMPS13N STRONG -BOLT 2 SS AT 48' O.C. Cn,b) 6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 20 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 7' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)y2. 30 0 SIMPS13N STRONG -BOLT 2 SS AT 36' O.C. (a,b) 2" x 6" 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) 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 Jfi' 0 SIMPSON STRONG -BOLT 2 SS AT 36. O.C. Ca,b) 2"x8" FULL H 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) 11' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 50 yr• 0 SIMPSON STRONG-BOLTpAT SS AT 24. O.C. (n,b) 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" 26'-0" 26'-0" 26'-0" 12' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 25 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" TABLE 3 C TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER AND ROOF PANEL RAIL TO FASCIA OR LEDGER TO EXISTING WOOD STUD WALL FRAMING FOOTNOTES TO TABLES 3 & 4: a. EMBED ANCHOR 3' MINIMUM INT❑ CONCRETE WALL AND INSTALL IN ACCORDANCE WITH ESR -3037 b. USE 3' SQ,xY4' STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL, c. WHERE ROOF PANEL RAIL OCCURS, USE Y2 DIAMETER SCREW IN LIEU OF (2) I/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) Xa' DIAMETER LAG SCEWS - (D) - V DIAMETER LAG SCREW (E) - :Y4' 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" Of 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" ?x WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED M3 (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" ~ 110 1 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2" x 6" NOTCHED 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 5 (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) 2'x6" -6 FULL OR 2"x8" NOTCHED 19'" 19-6 '" 19-6 '" 19-6 '" 19 '-6" 19'-6" 6' (C) (C) (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" T (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 8' (C) (C) (C) (C) I (C) (C) I (D) (D) (D)(D) (D) , (D) (D) (D) (D) (E) (E) (E) 50 2" x 4" FULL 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 2" x 6" NOTCHED 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 9' 1 (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) (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) I (E) (E) (E) (E) (E) "i9 w/ lu/� A 12 CD (] m C r CV CD LC) 2 ��CD ( Z U) U W p W > — QZLo C:) 2 U) O CV cl Q�pFESSII 2 S58 5 - 1 OF CAI�FCS� 03-11-16 DURALUM IAPMO 0195 P!REVISIONS INTA �EP7;ucrioN MARK I DATE DESCRPTION 4 STEL JOB N 16.1071 DATE 03-09-16 DRAWN BY AT CHECKED GM EXISTING EAVE CONNECTION DETAILS SH -8 8 OF 50 SHEETS I E_ d 9 4 i ... Aaa-_:..as �•..: �::•.:a .:err__ .. - .:.� •: :rrr--'-'..........: .. - :.. �::._..aa..: ___: _..::.•. _ . au -+ ia' iiii __ ._i" -...-..--"- ti...-........•-•--•_•-••_•___•_ _-___._•. _____._-_.. 2 O CV O O r CV Co U) Z W a) M 2 U) �o W > — h Q Z L O o U) o N cl �9Q�FESS It S5885 . - 1 OF CAI\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS Maus DnrE DESCRwraN 4 STEL JOB # 16-1071 DATE 03-0316 DRAWN BY AT CHECKED GM HANGER CHANNELS AND MOUNTING BRACKETS SH -9 14 9 OF 50 SHEETS HANGER CHANNELS AND MOUNTING BRACKETS FASTENERS, T=.060' TYP,-1 2.740" - SEE TABLE 3, SHEET 4 FASTENERS, 078 1.50" SEE TABLE 3 SHEET S 300" W i ALUM. 3004-H36 O6 ' s3 ^ .25"R .OS T=.060" C) FASTENERS o 31 I 6" 1 5 ^ .01 .202" FASTENERS, SEE TABLE 3 SHEET 8 O + t= 0.04" DIA. SEE SHEET 4 02)90" 04 cr) C'i 563" .281" 20 2 5" A c° o � 7FAENERS Q CONTINUOUS A- RAIL ROOF PANEL (WHERE OCCURS) o _ 1" " cl) E 3 .060+4= " FASTENERS, w ALUM.ALLOY SEE SHEET 4 FASTENERS, SEE TABLE 3, SHEET 4 3" 1 75" 6063-T6 -� 1.880' ALUM. ALLOY ALUM.ALLOY 6063-T6 ALUM.ALLOY 60663-T6 6063-T6 O ROHANGERED OD EXTRUDED HANGER / CONNECTION OC I.R. HANGER "H" BRACKET NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED AT ROOF LOADS EXCEEDING 30 psf. (3)1/2'0 LAG SCREWS 1 1 /2" 10# L.L =30SMS EA. SIDE 20#,25#,30## L.L=(3)#14 SMS EA. SIDEV' JBEAM SPLICE TO #14 SDS, 40#,50# L.L=(4�k14 SMS EA SIDE +, OCCUR DIRECTLY OVER 5/8"0 PLASTIC 3 PER SIDE I POST. NOT PERMITTED PLUG WHERE __ ____ _—_____ @2 -POST UNITS @PER I SCREW IS INSIDE J 1" 3/4 " OR 1 1/2" SIDES ,5^ #14 SMS MAY � a 2" x 6 1/2" OR BE USE AS 5" MIN. 3" x 8" ALUM. 3.5" 3.5" ALTERNATE TO I I RAFTER 1/4"0 BOLTS 3.5" 3.. — 3/4" OR 1 1/2" 8" BEAM 5 3"x8"ALUM. -- --------- I 5" X + HEADER U -BRACKET 1 OR �2 W 1" EXISTING WOOD STUD FRAMING SEE NOTES 3"X8" ALUM. (E) STUCCO BELOW I i 6 1/2" SIDEPLATE EA. (E) STUCCO 2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L=10 psf I SIDE SEE POST SCHED. - ' RAFTER 2 EACH 1/2"0 x 3-112" LAG SCREWS L.L=20, 25 and 30 psf #14 SMS EA. SIDE ' PENETRATION BRACKET 2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf TOP, MID HEIGHT 3"SQ. POST BETWEEN SIDE PLATES (2^ MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. NOTE:-LENGTH,OF LAG SCREW SHALL PROVIDE THREED PORTION OF SHANK COMPLETE AD NOTE: USE LEDGER WHERE RAFTER SPACING SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11 ' PENETRATION'INTO•EXISTING- CORNER STUD. EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET B. �-HEADER BRACKET 2 RAFTER TO STUD WALL CONNECTION 3 BEAM TO POST CONNECTION 8 1 1/2" OR 2"LATTICE #8 S.M.S. #8 S.M.S. EACH SIDE ALUMINUM MEMBER WITH ALTERNATE 1/2" DOUBLE RAFTER -EXISTING BOLT CONNECTIO PLAN 2 LATTICE 1 1/2" OR 2" WOOD FILL OR SHEATHING NOMINAL LEDGER DBL. 3'x8'x0.042 BEAM OR DBL. 2'x6.5'x0.032'/0.042' ALTERNATE: _j (NEW OR EXISTING) BEAM 4414 S.M.S. EACH F J¢ SEE NOTE, DETAIL B, RAFTER TO COL. SHEET 8 0 CONNECT. (8-TOT.)X 2"x6.5" OR 3"x8" RAFTER p w ALTERNATE: 1/2" BOLT I ° 1' 4.5.0 6' ALTERNATE: FASTNERS, SEE TABLE 3, ,; SHEETS 5/8' 0 ACCESS (2y #14 S.M.S. EACH RAFTER + HOLES 1• TO COLUMN CONNECTION INSTALL 6 - #14 ° (4 -TOTAL) X 3"x 3"STL.POST (24") ALTERNATE: 3' SQ. POST--"'/ LONG SDS @ EACH INSERT ATTACHED OR (2}2x6.5" OR — ALTERNATE: HEADER TO 3" x 3"STL.POST COLUMN (2)-3"x8"HEADER FOR FREESTANDING (2}• 2x6.5" OR (2r3"x8" HEADER EXISTING •{ 1" STUCCO OR EQUAL COLUMN (2) -1/2 -BOLT / ALTERNATE: (12 FASTENERS 3"x3"x0.024"J (1) - 1/2" BOLT OR 2.5" PENE. INTO EACH WOOD STUD PER 2"x 6.5" SIDEPLATE CONNECTOR (2)- #14 S.M.S. EACH RAFTER CONNECTION) DBL. RAFTER / DBL. HEADER CONN. 4O STUB COLUMN TO DOUBLE HEADER CONN. O5 EXIST. STUCCO / LEDGER O DOUBLE HEADER TO O COLUMN DETAIL ATTACHMENT DETAIL 2 O CV O O r CV Co U) Z W a) M 2 U) �o W > — h Q Z L O o U) o N cl �9Q�FESS It S5885 . - 1 OF CAI\F 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS Maus DnrE DESCRwraN 4 STEL JOB # 16-1071 DATE 03-0316 DRAWN BY AT CHECKED GM HANGER CHANNELS AND MOUNTING BRACKETS SH -9 14 9 OF 50 SHEETS 1 0 2 0 3 0 4 0 5 0 6 0 7 0 B POST 111 - - - -- -- = - - COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS "T" BRACKET @ 3 -SQ. POST W/ (4)-#14 SMS EA. SIDE OF POST OR 1/2" M.B. THROUGH POST (2}3/8"0 STRONG -BOLT 2 SS EA. BRACKET TO SLAB. 9 1/2" MINIMUM DISTANCE TO EDGE OF SLAB. 33" MINIMUM DISTANCE FROM SLAB CRACK TO COLUMN. (1"MIN. EMBEDMENT) SLAB SHALL BE IN GOOD CONDITION FOR SIZE 3 1/2" MIN. SEE FOOTING IN BEAM SPAN TABLE _ - -�"_) 44" 69" SQ. 43' OEXISTING SLAB POSTS:TO CONC. FOOTING 2) REQUIRES USE OF ALTERNATE FREESTANDING ATTACHED COVERS ONLY ATTACHED COVERS ONLY BASEPLATE. CUBE FOOTING Wl 312• SLAB ALUM. ALLOY 3.00" OR 6063-T6 �` 2.40"— ®1.375" 0 0 X75„ 1.60" 1.5 .090" TYP. INSTALL 1y" x 1Y" x YB" HDG WASHER PLATE AT ANCHORS FOR 130 MPH - NOTE: CONCRETE SLAB ANCHORS SHALL BE 8" DIAMETER SIMPSON STRONG -BOLT 2 SS (ICC -ES ESR -3037) ALUM "T" BRACKET Cl evOF LAQUINTA I.OING & SAFE 7Y SEPT. oR �ROisEp DATE oNSTRUCTIpN _ABY q 7/16"0 HOLE FOR 3/8" MB ASTM A500 GRADE B INSTALL 1Y" x 1Y2" x V HDG WASHER PLATE AT ANCHORS 157 TYP=" USE FOR 3" OR 4" STEEL POSTS (D 2- 5/16"0 HC NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. STEEL "T" BRACKET STEEL POST ONLY: USE POST TYPE F. G. H. 1.JORK 1/2 DEPTH OF TABLE 1 TABLE 2 ATTACHED ONLY ATTACHED AND ' FOOTING 81 ANCHOR BOLTS FREESTANDING ALUM.'T"BRACKET USE WITH ALTERNATE FTG. POST POST TYPE B,C,D, OR E. STEEL."T" BRACKET OR 9" SQ. SINGLE POSTS FOOTING SIZE BOLTS EMBED. CUBE SIZE SQ. 18" DEEP • CUBE FTG. 18' 18" SQ. 12" 1T-22" CUBED (1) (2)-318.0 1 7/8" 20" 21" SQ. 12" BASE PLATE USE WITH POST TYPE B,C.D,E,F,G,H,J OR K. 23' 8 24- CUBED (1) (2).1/2-0 31/4. 25" SQ. 16" SEE TABLE 122" 24" 28" SQ. 20" (1 )-1 /2"OM.B. 25" - 30" CUBED (2) (4)-1/2.0 31/4" 26" 32" SQ. 23" '�?° �.� ffim28" OF POST Z POURED—/SQUARE, 35" SQ. 25" d 31-- 34" CUBED (2) (4)-5/8.0 4" 30' 39" SQ. 28° 35"-39'CUBED (2) (4)314'0 4 3/4" 32" 43" SQ. 30" M A v POURED CONCRETE FOOTING SEE TABLES 34" SQ. 32" 40--4T CUBED (2) (4)3/4.0 4 3/4' 36 - 5 511 " SQ. 34" NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS 38" 55" SQ. 3T QU (ICC -ES ESR - 3037) 1) MAY USE EITHER STEEL T BRACKET OR ALTERNATE FREESTANDING BASE PLATE. 40 60" SQ. 39" 42" 64' SQ. 41" _ - -�"_) 44" 69" SQ. 43' OEXISTING SLAB POSTS:TO CONC. FOOTING 2) REQUIRES USE OF ALTERNATE FREESTANDING ATTACHED COVERS ONLY ATTACHED COVERS ONLY BASEPLATE. CUBE FOOTING Wl 312• SLAB ALUM. ALLOY 3.00" OR 6063-T6 �` 2.40"— ®1.375" 0 0 X75„ 1.60" 1.5 .090" TYP. INSTALL 1y" x 1Y" x YB" HDG WASHER PLATE AT ANCHORS FOR 130 MPH - NOTE: CONCRETE SLAB ANCHORS SHALL BE 8" DIAMETER SIMPSON STRONG -BOLT 2 SS (ICC -ES ESR -3037) ALUM "T" BRACKET Cl evOF LAQUINTA I.OING & SAFE 7Y SEPT. oR �ROisEp DATE oNSTRUCTIpN _ABY q 7/16"0 HOLE FOR 3/8" MB ASTM A500 GRADE B INSTALL 1Y" x 1Y2" x V HDG WASHER PLATE AT ANCHORS 157 TYP=" USE FOR 3" OR 4" STEEL POSTS (D 2- 5/16"0 HC NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. STEEL "T" BRACKET STEEL POST ONLY: USE POST TYPE F. G. H. 1.JORK 1/2 DEPTH OF FOOTING OR 12" MIN. EMBD. I I LL W Z (1 )-1 /2"OM.B. F - x9" LONG, 1" D- Q FROM END '�?° �.� W W La W D] OF POST Z POURED—/SQUARE, SEE FTG. CONCRETE SCHEDULE IN BEAM FOOTING SPAN TABLES POST EMBED. O9SQUARE INTO FOOTING (3)-3/4.0 B FOR POST TYPE F, G, H, I, (4)- SS316 3/4"0 STRONG -BOLT 2 SS STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) 3" OR 4" SQ. INSERT x 0.188" ASTM A500 GRADE B STEEL INSERT TO 2 FLANGES BASE PLATE 3/16- 2 1/8" APART POST I ; BASE FLARES INSERT TO 3"WIDE EA. 9" SQ. X 5/8" THK. SIDE OF FLANGES THK. BASE PLATE FOR 3" POST, (ASTM A500 GRADE B STEEL) 4" WIDE FOR 4" POST 1 Y" 6 Y2" 1 Ya" 1-7/16.0 HOLE & 2-3/8" HOLES TYP. EA. SIDE WELDED STEEL BASE PLATE 1 Q ALTERNATE FREESTANDING BASE PLATE ANCHOR Z 04 W � rn N CD 2 Ll rn c Q rn 2 �U-og LUILL wi w Q Z V C, c:) CV Q�pFESS I pal yl 2 o S 5885 1 OF CAL�FO� 03-11-16 F DURALUM IAPMO 0195 AHJ APPROVAL REVISIONS rK4RK DATE DESCRIPTION 4 STEL JOB # 16-1071 DATE 03-M16 DRAWN BY AT CHECKED GM COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS SH - 10 10 OF 50 SHEETS sh r; tip., • 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 --------------- - - "------- A o n LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS _ ' )BEAM SPLICE TO Y OCCUR DIRECTLY OVER 5/8"0 PLASTIC POST. NOT PERMITTED PLUG WHERE 6 SCREWS @ 2 -POST UNITS SCREW IS INSIDE PER SIDEI ,5^ #14 SMS MAY BE USE AS 3.5" 3.5" ALTERNATE TO 3.5" 3.5" 1/4"0 BOLTS _ 8" BEAM FF 2"X6.5"X0.032" SIDE PLATES Do 110 MPH 120 MPH 130 MPH EXP. BI EXP. C EXP. B EXP. C EXP. B EXP. C 5' 2 2 2 3 3 3 6' 2 3 3 3 3 4 7' 2 3 3 4 3 4 8' 3 3 3 4 4 5 9' 3 4 4 4 4 5 10' 3 4 4 5 5 6 11' 4 4 4 5 5 6 12' 4 5 5 6 5 7 13' 4 5 5 6 6 i 7 Q= m 2"X6.5"X0.042" SIDE PLATES 110 MPH 120 MPH 130 MPH EXP. BI EXP. C EXP. BI EXP. C EXP. BI EXP. C 5' 2 2 2 2 2 3 6' 2 2 2 3 3 3 7' 2 3 3 3 3 4 8' 2 3 3 4 3 4 9' 3 3 3 4 4 5 10' 3 4 4 4 4 5 11' 3 4 4 5 5 6 12' 3 4 4 5 5 5 13' 4 5 4 6 5 7 NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES. R❑L INSULATED ITERL❑CKING WALL HANGER C4 oOR a I SEE NOTES BELOW I 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 POST SCHEDULE 3" SQ. x.032" + (2)-2" x 6 1/2"x 0.032" 3" SQ. x .032" + (2y2" x 6 1/2" x 0.042" 1-1 W/ (6)-#14 S.M.S. EACH SIDE. ID W/ (8)-#14 S.M.S. EACH SIDE. USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING. BEAM TO POST CONNECTION 21 ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED ROOF PLAN FASTENERS, SET 4 ROLL-FDRMED #14 SMS a 32' D.C. MAX. 7R IRP (4 MIN. PER PANEL INTERLOCK) OLL-FORMED PANEL SEE SHEET 4 ROOF HANGER #14 SMS a 32' D.C. 4 MIN. PER E" ALUMINUM TOP a BOTT. 0.024' P (%,1 ROLL -FORMED PANEL INSULATED ROOF PANEL 2 INTERLOCKING SEAM INTERLOCKING JOINT Z 04 W o NLj m Lri Z Lu rn c Q ci Z ��a) i �0 uw hQ Z CDLo T7 C,�_ o CV CDcm rn QRpFESS Icy�z o S5 85 - 1 OF CAI�F� 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL REVISIONS ROM DATE DESCRFTIDN 4 STEL JOB # 16.1071 DATE 03-Ml6 DRAWN BY AT CHECKED GM LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH - 11 11 OF 50 SHEETS W N N O Z w rn cy) Q U) U i �UJ� uw>o QZLr) cy)co U-) U)o • N�cl a) Q�FESS ►or�� S 5885 OF CAO 03-11-16 DURALUM IAPMO 0195 AHJAPPROVAL SA (111 qF T O FT yule V TRUC�� N V REV[ SIO S MARK DATE DESCRFnON 4 STEL JOB # 16-1071 DATE 03-0316 DRAWN BY AT CHECKED GM SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 16 16 OF 50 SHEETS 1 0 2 0 3 0 4 0 s 0 6 0 7 0 B -- ----...... ATTACHED & FREESTANDING SOLID COVERS ^ 10 PSF LIVE LOAD - 110,120,130 MPH^ EXP.B & C 3 x8,x0.042" BEAM 3x8 x0.042 BEAM DBL. 3x8 x0.042'BEAM DBL. 3 x8 x0.042' BEAM " L DBL. 3"x8"x0.042" BEAM gg_14 GA. STL. INSERT N W/ 12 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT P W/ DBL. 12 GA. STL. INSERT } ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTAND/NG SOLID } a S ACING 0 MAx.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAKPOST FTG. MIN. MAx.POST FTG. MIN. MAX•POST FTG. MIN. MAXPOST FTG. MIN. MAx.POST FTG. MIN. l=- ~ m ^= 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 3. { y (SPAN) TYPE (SPAN) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (2),(3) F (1) (1) 227 27'-27-0., 337 13'-7" 5, 19'-3" 21 C 19'-3" 30 G 18'-4" 21 C 18'-4" 30 331 G 20'-120.-1" 224 (� 20'-119-4' 332 G 226 E 25'-14'-10' 334 H 281-47--28'-4" E •� 5' O . ,. 18 -1 23 17'-8" 31 18'-4" 23 --25„10" r 17'-16,-6" 224 (� 17 16'-1" 231 G 16'-96'-9" 224 C 16'-9"6._2" 231 G 18'-4 225 C 18' 4 331 G 23'-23,-8" 227 E 23'-22,-9" 333 I� 25'-15'-10" 227 E 25'24'-10" 336 J 6 11,4„ 6, 8 4' 7-8" 16'-15,-3" 224 16' 230 G 15'- 224 C 15'-1"5 230 G 17'-117,-1" 225 E 17'-116 331 G 22' 22'-0" 227 E 22'- 2'1 333 H 24'- 24'-0" 228 E 24'- 23,-1" 335 J 7' 9,_8„ 7, (� 15'-0" 5,-7" -0" 4" -1" 8' 15'-3" 23 15'-1 30 14'-7" 22 E 14'-7" 29 G 16'-0" 23 E 16'-0" 30 G 20'-7" 25 E 20'-19 332 H 22'-6-'-6 229 E 22'21'-7" 334 J 8' 14-4 25 " E 14'-0" 29 G 14'-7" 25 14'-1" 29 16'-0" 26 15'-4" 30 20'-7" 28 _9" u " , 9 14'-4" 23 E 14'-4" 30 G 13'-9" 23 E 13'-9" 30 G 15'-1" 23 E 15'-1" 21 G 19'-4" 25 E 19'-4" 33 H 21'-2" 26 E 21'-2" 35 J 91 7 -7 13'-7" 25 13'-2" 30 13'-9" 26 13'-3" 30 15'-1" 26 14'-6" 30 19'x" 29 18'-7" 32 21'-2" 29 20'-4" 35 LL 13'- 226 E 13'-8 330 G 13'-13,-1" 226 E 13'-1"2 330 G 14'-°4 227 E 14'- 231 G 18'-4 229 E 18'-4'; 333 H 20'-120'-1" 230 E 20'-119'-4" 335 J 10' � 6,_9„ 10, 2'-10" 2'-7" _7" -3" 3,-9" 8'-4" -8" 11' 13'-1" 24 13'-1" 31 12'-6" 24 E 12'-6" 31 G 13'-8" 24 E 13'-8" 31 G 17'-17'-7" 230 E 17'-76'-10" 333 H 191-2"9'-2" 230 E 19'- 18'-6" 335 J 11' O 6'-2" 12-3 26 E 12'-0" 30 G 12'-6" 26 12'-0" 30 13'-8" 27 13'-1" 31 12'-6'�,-9" 227 E 12'-61'-6" 331 �j 12'-0 227 E 12'-0"1,-6" 331 G 13'-113,-1" 228 E 13'-112,-7" 332 G 16'-9 6 230 E 16'-9"6 334 H 18 -418 231 E 18' 4"7 336 `f 12' 12, 2'-0" -9" -2" 1 _8" } ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTAND/NG SOLID ATTACHEDSOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID } MAX.COL. 18 MAx.POST FTG. MIN• MAx.POST FTG. MIN. MAX.POST FTG. MIN. MAX•POST FTG. MIN. MAX.POST FTG. MIN. MIN. MAX•POSTk32 MAKPOST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAx.POST FTG. MIN. j ^=^ SPACING ON SLAB m 3 SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m R I..L (SPAN) TYPE (SPAN) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (Z) (3) (1) (1) 5' 19'-3" 22 C 19'-3" 32 18'x" 22 C 18'x" 31 G 20'-1" 22 C 20'-1" G 25'-1 24 E H 25'-13'-10' 3 28 228 E 27'26'-1" 337 1 5' O 13'-7" 16-6 24 B 16'-1" 32 G 17'-4" 24 17'-0" 33 H 19'-0"25 18'-6" H 24'-4" 27r11-4„ 36 K 26'-8" K 17'-7" 23 C 17'-7" 31 G 16'-9" 22 C 16'-9" 31 G 18'-4" 23 C 18'-4" G 23'-8" 25 E 23'-21'-g" 3335 H 25'-24-4" 229 E 25'-23'-9" 336 615'-1" 6' 25 14'-8" 32 5'-10' 25 15'-6" 32 17'-4" 26 17'-0" H 22'-3" 28 1 J 16'- 225 16'-13' 331 (j 15'-14 226 (� 3 15'-14 G 17'-116,-1" 226 E 17'-115,-8" 332 G 22'- 22,-8" 229 E 22'- 20,-2" 3 I� 24'- 22'-7" 229 E 24'- 22,-1" 335 H 71 9,_8,. 7' 94'•-0" C 8" -8" �" 31 34 1 J 8'-6" 8' 15'-3" 24 E 15'-3" 30 G 14'-7" 23 E 14'-7" 29 G 16'-0" 24 E 16'-0" 30 G 20'-1'91„ 229 E 20'-1:-,8'-10' 32 I -i 22'- 21'-2 230 E 22-6"0'-8" 334 H 8' 13-1 26 " C 12'-9" 30 13'-9" 26 13'-6" 31 15'-1" 27 14'-8" 32 4 I 9, 14'-4" 24 E 14'-4" 30 G 13'-9" 24 E 13'-9" 30 G 15'-1" 25 E 15'-1" 31 G 19'-4" 27 E 19'7'-10" 3 H 21'- 20'-0" 231 E 21'- 1"9'-6" 334 H 9' 7,_7" 12-4 26 12'-1" 30 13'-0" 27 12'-8" 30 14'-2" 27 13'-10" 31 H 18'-3" 30 33 I 6.9„ 13'-8'j'-8" 227 E 13'-s"1 330 G 13'-12'-4" 227 E 13'- 330 G 14 228 E 14'- 13.-2" 331 H 18'x"7 230 E 18'-4"7'-0" 3 H 20'-119,-0" 231 E 20'-118'-6" 333 H 10, 10, -6" 2,-1" H 13'-6" -a" 33 I 11 13'-1" 25 13'-1" 31 H 12'-6" 25 E 12'-6" 31 G 13'-8" 25 E 13 8" 31 H 17'-7" 28 E 17'-7" 33 H 19'-2" 28 E 19'-2" 34 I , 11 O 6 -2' 11'-2" 27 E 11'-0" 30 11'-9" 28 11'-6" 30 H 12'-10" 28 12'-7" 31 16'-7" 31 16'-2" 33 18'-1" 32 17'-8" 34 r 5,_8„ 12'-6'O 227 E 12'-6 330 H 12'-0"1,-3" 228 E 12'-0'11 330 H 13'-112 229 E 13'-112'-1" 332 H 16'9"5'-10" 231 E 16-95 3 H 232 E 18-47,_0" 334 I 12' 12, -8" 0'-6" -1" -a 118i -6" 33 7'-a" Y ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SP SPACING �_ MAx.POST FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN.6MAX.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.ON ^=^ SLAB m SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST(2)(3) (SPAN) TYPE (SPAN) TYPE (SPAN) TYPE (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE cc F (1) (1) (1) 18'-4" 23 C 18'-3" 33 18'-4" 23 C 33 H 20'-1" 24 C 19'-8" 34 H 25'-1 26 E 25'-; 337 J 28 229 E 27'-24'-0" 338 K 5' 13'-7" 5' 15'-1" 24 B 14'-9" 33 H 16'-0" 25 B 34 17'-4" 26 17'-1" 35 I 22'-4" 28 -10' K 24'-6" r11,x„ 161- 225 C 16'-93'-6" 332 G 16'-9'4,-7" 226 C 16'-6'4,-3" 333 G 18,5'-10' 226 �. 18'-015,-7" 334 I -I 23'-20'-6" 229 E 23'-20,-1" 336 1 25'-22°�" 230 E 2521,-10" 337 J 61 6, 3'-10" H K K 15'-7" 24 15'-6" 31 15'- 226 C 15'-1"3 332 G 17'-114,-9" 227 E 16'-8"4 333 G 22'-09'-0" 229 E 21'-6",_-8'-7" 34 H 24'-0"20'-9" 230 E 23'-6"20'-3" 336 I 7, 9,_8„ 7, 12'-9" 26 C 12'-7" 32 G 3'-6" -2" -6" H 35 1 K 8' 14'-7" 25 E 14'-6" 31 G 14'-7" 25 E 14'-3" 31 G 16'-0" 25 E 15'-7" 32 H 20'-7" 28 E H 20'-17'-4" 3 22'-6 231 E 22'-0'9 335 I 8' ...� 8'-6" 12 =0 26 C 11'-9" 31 12'-8" 27 C 12'-4" 32 13'-10' 28 13'-6" 32 17'-9" 30 35 1 9'-6" _0.. 9' 13'-9" 25 E 13'-8" 30 H 13'-9" 25 E 13'-6" H 15'-1" 26 E 14'-8" 31 H 19'-4" 28 E 19'-0"6�" 334 H 21'-2" 232 E 20'-8.81.0" 335 H 9' 7'-7" 11'x" 27 11'-1" 31 G 12'-0" 27 11'-8" G 13'-1" 28 12'-9" 32 16'-9" 31 �„ I ILL 13'-1'O 227 E 13'-0 330 H 13 11'-4" 228 E 12'-9111 K31 H 14'-312 229 E 14'-0"2,-1" 331 H 18'-4 231 E 18'-0"5,-7" 3 H 20'-117 332 E 19'-8"7.1" 335 H 10, 6,_9„ 10, -9 0'-7" G -7" �' 6,-0" 34 a' 1 11' 12'-6" 26 12'-6" 31 H 12'-6" 26 12'-2" H 13'-8" 27 E 13'-4" 31 H 17'-7" 29 E 17'-24'-10" 3 H 19'- 333 E 18'-916'-3" 334 Q 6'-2" 10'-3" 28 E 10'-1" 31 10'-10' 28 E 10'-7" 11'-10' 29 11'-7" 31 15'-2" 32 33 116'-7" S'-8" 12' 9,-10" 228 E 1'-19'-8" 331 H 12'-02.., 229 E 11'-8"0 331 I ( 13'-111 230 E 12'-9"1-1" 331 H 16'-94-7" 332 E 16'-6'4,-3" 333 I 18'x'5,-10 333 E 18'-0"5 334 I 12' 12' _1" 7" 2 04 O O O N Cfl Lo CNI Z W m M Z U) �o VW QZ Lo O O ! O rn Q�ofESS Icry� S5885 - 1 OF CAl 03-11-16 DURALUM IAPMO 0195 AHJ APPROVAL ITY OF LA QUINT UILDING & S APPROVED FOR CONSTRUCTION TE BY REVISIONS MARK DATE DESCRFrK)N 4 STEL JOB # 16-1071 DATE 03-0316 DRAWN BY AT CHECKED GM SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH SH - 17 170F 50 SHEETS a a e u e o • r� � o n 1 ar 1 -10 331 OR99A 3x7 CO 70M 3RA G LL .i�17�1•iv9 r'�FP'y 2 irfs�ti1 i 0 V 3 l 3 ,R) �. •. rT ". ,ZL f t f.. ... �+ 1 s^ 1 ~' •4 ' •,tet! ;{' t' 1 1 1 i r •� 1 •1 �°Eessiono/ f RrJFESS/p FESSI K• Rp STRUCr .y v 49725 � DUSTIN C 72487 � m S 5885 PROFESSIONAL w No. 9466229-2203 � ��t O I K GIN ER * No. � R I � gyp! /LONA Q•5'��� FpFCA�\Fof op,L\F�qr • 3 / 3 1 1 - ESSIp�/'''''',� KROS�''�. ��C,INEER T a � K • RQS� RpF ESS /p �� ��� ; oJ, \G SF •• � _ OSP DUSTIN K. QJ �!� 11E-1�co �2 �� DUSTIN `�_., - IDUSTIN ROSEPINK' - - ROSEPINK o � � ROSEPINK � � }� 00 20550 _ � �.,ti31/„ �' 20460 `� -10 2 ON��IHH�""`\\\````/pNAL °• 019b, CONAL �N - G OSP ���111�11111� RrN DAA 6 Q'p: C V �1111111�,,, •`����(NCARO, RED PRpFF K Rp •�ot\al Engle S`'\OVAL EA, ESSC�� •F% '••�� ,': �g� �NGINK EFR sio JSP, FwAs S�pil,ROee�r o�� \QENS `` �,QQ.O OCL<•.`9 �C9 'L -v O ��o H��c �• _ �� 5\\,12202 SEAL = � 81971 PE o � - 353 1650$ /N ONALE� ' Q RO����` K. R05� YO M oN6 N RASE fSP�� OF Ll 2 C4 W O m N co L0 2 w � MO Q rn Q30�AH3 W o'to 3 80i Q.:w LL - 1 I ';'� tL T� <7Z � .�Oi'.' 1141 cc) U o CV ai QRgFESS IOy�y! S5 85 OF'CA1.\F- 03-11-16' DURALUM ; IAPMO 0195 s ' AHJAPPROVAL - " • • .. REVISIONS r •} MARK DATE DESCRIPTION 4 STEL'JOB k -- - .� 16-1071 'LOATE L .. '_. ! 3 03-05-16 DRAWN BY AT CHECKED G I GM > f3 ADDITIONAL STATE LICENSURE STAMPS H -50 50 OF 50 SHEETS MISSpG _ • of DUSTIN ROSEPINK a N CONAL E� Ll 2 C4 W O m N co L0 2 w � MO Q rn Q30�AH3 W o'to 3 80i Q.:w LL - 1 I ';'� tL T� <7Z � .�Oi'.' 1141 cc) U o CV ai QRgFESS IOy�y! S5 85 OF'CA1.\F- 03-11-16' DURALUM ; IAPMO 0195 s ' AHJAPPROVAL - " • • .. REVISIONS r •} MARK DATE DESCRIPTION 4 STEL'JOB k -- - .� 16-1071 'LOATE L .. '_. ! 3 03-05-16 DRAWN BY AT CHECKED G I GM > f3 ADDITIONAL STATE LICENSURE STAMPS H -50 50 OF 50 SHEETS 4 A RE -INSPECTION FEE OF $ WILL BE CHARGED IF THE APPROVED PLANS AND JOB CARD ARE NOT ON THE SITE FOR A SCHEDULED INSPECTION. NO EXCEPTIONS! "AN ADEQUATELY SIZED DEBRIS CONTAINER IS REQUIRED ON THE JOB SITE DURING ALL. PHASES OF CONSTRUCTION AND MUST BE EMPTIED AS NECESSARY FAILURE TO DO SO MAY CAUSE THE CITY TO HAVE THE CONTAINER DUMPED AT THE EXPENSE OF THE OWNER/ CONTRACTOR." CONSTRUCTION HOURS October 1st - April 30 1WORday -Friday, 7*00 a.m. to 5:30 p.m ;s;iar€iay;. b:00 a.m. to 5:0.0 p.m. Sunday: Nome Government Code Holidays: None M,lv fist - September 30th Monday - Friday: 6:00 a.m. to 7:00 p.II4 �turda1y: 8:00 a.m. to 5:00 p.m, Sunday: None CoVC111nlent Code HoUdays: None Construction is tjoT PERW?TE® on the following Code Holidays: New Year's Day Dr. Martin Luther King Jr. Day President's Day Memorial Day . Independence Day t $} Labor Day: Veteran's Day : Thanksgiving Day Christmas DaY s>