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BPAT2016-004178-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application Description Property Zoning: Application Valuation: Applicant: PGA WEST RESIDENTAL 54320 SOUTHDERN HILLS LA QUINTA, CA 92253 �' ,.(;`n IIT haw COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 6/27/2016 BPAT2016-0041 Owner: 79670'ARNOLD PALMER SUNRISE DESERT PARTNERS 775241036 300 EAGLE DANCE CIR PGA WEST / 588 SF PATIO COVER AT COMMUNITY POOL PALM DESERT, CA 92253 $7,056.00 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: _ license No.: AEC488 Date 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 U0)s owner of the property, or my employees with wages as their sole L 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 w hi one year of completion, the owner -builder will have the burden of proving that h he'did not build or improve for the purpose of sale.). ( 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 Vontractors'State License Law.). lam empt tinder Sec. 8'. for for this reaso 7�1I1 n . n . . �D e, 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: Contractor: PGA WEST RESIDENTAL 54320 SOUTHDERN HILLS LA QUINTA, CA 92253 (760)771-1234 Llc. No.: AEC488 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: Car ' _ 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' ompensation provisions of Sectiopf3700 of the Labor Code, I shall fort with comply itch%t�oseprovisions. PP, Dat !A Applican 6%A Tj 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 I 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 construct' n, and hereby authorize representatives of th' o ente upon above me tion d property for inspection purposes. Date: Signature (Applicant or Age 0 DESCRIPTION FINANCIAL INFORMATION ACCOUNT QTY AMOUNT PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID _ PAID DATE PATIO COVER, STD, OPEN 101-0000-42404 0 $97.17 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT - QTY AMOUNT PAID PAID DATE PATIO COVER, STD, OPEN PC 101-0000-42600 0 $95.72 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $0.92 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.92 $0.00 TOTALS:•4 0• Description: PGA WEST / 588 SF PATIO COVER AT COMMUNITY POOL Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: APPROVED Applied: 6/2/2016 SKH ENGINEERED - OPEN Approved: 6/10/2016 JFU Parcel No: 775241036 Site Address: 79670 ARNOLD PALMER LA QUINTA,CA 92253 Subdivision: TR 21381-3 SEE ASSESSORS MB 769-41 Block: Lot: 4 Issued: 40 FOR CMS Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $7,056.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: DURALUM PATIO COVER SYSTEM - (1) 14'X42'(588 SQ FT.) 2012 IBC/IRC, 2013 CBC/CRC AND ASCE/SEI 7-10, ENGINEER OF RECORD: THOMAS CAMPBELL, NO 37948. THIS PERMIT DOES NOT INCLUDE THE INSTALLATION OF THE HELIOCOL SOLAR THERMAL WATER COLLECTORS (PER SEPARATE PERMIT). Printed: Monday, June 27, 201611:05:25 AM 1 of 3 Ci?"fSYSTEMS ADDITIONAL • • • • CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE NOTES NO STRUCTURAL REVIEW WILL BE REQUIRED, PER BURT HANADA. SEE PREVIOUS NOTES ON PATIO COVER PERMITS NOTE JAKE FUSON 6/10/2016 6/10/2016 ISSUED TO PGA WEST RESIDENTIAL ASSOCIATION AT POOL AREAS. NOTIFIED STEVE HERTHEL THAT PLANS WERE APPROVED AND TELEPHONE CALL JAKE FUSON 6/10/2016 6/10/2016 PERMIT WAS READY TO ISSUE. CONDITIONS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT PGA WEST RESIDENTAL 54320 SOUTHDERN LA QUINTA CA 92253 STEVEN@PGAWEST.OR HILLS G Printed: Monday, June 27, 201611:05:25 AM 1 of 3 Ci?"fSYSTEMS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL CONTRACTOR PGA WEST RESIDENTAL 54320 SOUTHDERN LA QUINTA CA 92253 STEVEH@PGAWEST.OR HILLS G OWNER SUNRISE DESERT PARTNERS 300 EAGLE DANCE CIR PALM DESERT CA 92253 INSPECTIONS PARENT PROJECTS BOND INFORMATION Printed: Monday, June 27, 2016 11:05:25 AM 2 of 3 C WSYSTEMS FINANCIAL INFORMATION CLTD. DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $0.00 BSA: PATIO COVER, STD, 101-0000-42404 0 $97.17 $0.00 OPEN PATIO COVER, STD, 101-0000-42600 0 $95.72 $0.00 OPEN PC Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00 SMI - RESIDENTIAL 1 101-0000-20308 1 0 $0.92 $0.00 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.92 $0.00 TOTALS:•0 INSPECTIONS PARENT PROJECTS BOND INFORMATION Printed: Monday, June 27, 2016 11:05:25 AM 2 of 3 C WSYSTEMS ATTACHMENTS Printed: Monday, June 27, 2016 11:05:25 AM 3 of 3 CRsrsreMs Bin # uIn to Qt of La Qty Q Building &r Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # Project Address: Owner's Name: W QST �SJ /Cll �i� A. P. Number: 19 13fi Address: 157�3a6 56N Legal Description: City, ST, Zip:40 OA 9�s3 U/ Contractor: PSA F,S r DF Telephone: s(GCJ J o;2 34 Address:hel-12 tl s Project Description: City, ST, Zip: ele Telephone: P Q� •� v cry State Lic. # : City Lic. #.: Arch., Engr., Designer M b*-MJ Y- lkS a." g �j Address: • City, ST, ZiA'i' f 9 - Telephone:hone: TI � �� Construction n TY P e: Occupancy: : State to Lic. #• Project type (circle one Add'n . Alter Repair. Demo Name of Contact Person: �E L Sq. Ft.: 130105 # Stories: # Units: Telephone # of Contact Person: 1p 9 -Sao Estimated Value of Project: 41 APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2" Review, ready for'corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. Ii.O.A. Approval Plans resubmitted Grading IN ROUSE:- "d Review, ready for corrections/issue Developer Impact Fee Planning Approval Pub. Wks. Appr Called Cont Date of permit issue LJ A.I.P.P. School Fees AN 0.2 2 016 CrQMMUNIIN LL Total Permit Fees Pool 13BA 79-670 Arnold Palmer N i(oF LA QU I NTA 11! DING & SAFETY DEPT. APPROVED FOR CONSTRUCTION ).t-E 1jo�BY RECEIVED JUN 0 2 2016 CITY OF LA QUID"+ COMMUNITY DE nCwt�, Lai ' I vnt�Gd J.� �l,�t��,.pn f �GtviCCr v 'AIZN®LD - P'gLM,�F� -- -701 ro 70 FALt AEEP— AJ t IU ]Lk&,//M n Sfi'>:2UG�'il� POST SPACING DETERMINED BY TABLE ON SHEET 23 of 49 25lbs./sq.ft. — 110mph wind load 3"X13" DOUBL HEADERS--� RAFTER TAILS ® 24" O.C. PGA WEST SOLID SHADE W/ SOLAR (25lbs live load, 11Omph wind load) TYPE "C" FREESTANDING W/ CANTILEVER OPTION (Pg. 1 of 49) m 3'-1 "— . 1'-6'* IN qs, 17aMENU oil VADE X 14' LONG INTERLOCKING PANS D M0 M o 0 0� z o-n go -T`t ®mom "M c O 0 ANEL SPAN 251bs. LIVE EQUIRES .032 MINA E PER Pool 13BA 79-670 Arnold Palmer ------MEMNON ..... 0 MINEWEN."."s .. m...... d;.�. 5 D 00 1 1 u i ■ 3"X13" DOUBL HEADERS--� RAFTER TAILS ® 24" O.C. PGA WEST SOLID SHADE W/ SOLAR (25lbs live load, 11Omph wind load) TYPE "C" FREESTANDING W/ CANTILEVER OPTION (Pg. 1 of 49) m 3'-1 "— . 1'-6'* IN qs, 17aMENU oil VADE X 14' LONG INTERLOCKING PANS D M0 M o 0 0� z o-n go -T`t ®mom "M c O 0 ANEL SPAN 251bs. LIVE EQUIRES .032 MINA E PER Pool 13BA 79-670 Arnold Palmer W 40 J-, CITY OF LA BUILDING & * S A,:T:- FY L)c'_--'P T A P P Fi 0 VEZ. D F 0 R C 0 N S'lFR U C" "ll 0 N DATE BY jo :z uj .0 40 a, F- _j 00 LL LLj 44 4 i4— CITY OF LA BUILDING & * S A,:T:- FY L)c'_--'P T A P P Fi 0 VEZ. D F 0 R C 0 N S'lFR U C" "ll 0 N DATE BY jo :z CORBEL` T RAFTER TAILS , O.C. - 2 FASTENERS PER FOOT FRONT FASCIA MINIMUM (#14 SMS) PER TABLE #2 Pg. 4 of 49 RAIN GUTTER 2.5" TALL X 14' LONG X 6" WIDE INTERLOCKING PANS i 3"x8" DOUBLE DRILL" ACCESS HOLE HEADERS ® FOR SMS TO ATTACH 2 GUTTER PIECES COME TOGETHER OVER SPLICE. COSMETIC ONLY — WILL. NOT AFFECT STRUCTURE'S RIGIDITY - OR INTEGRITY HEADER TO POST 3 x3 STEEL POST ' 'SCREW AT UPPER I 8" COLUMNS RIDGE PREVENTS {FL SLIDING AFTER INSTALL CAULKING 'BETWEEN GUTTER I AND SPLICE WILL PREVENT ALUMINUM SPLICE PIECE LEAKS AT SPLICE LOCATION SLIDES INSIDE GUTTER TO HEADER/GUTTER JOIN 2 PIECES TOGETHER -DETAIL GUTTER SPLICE DETAIL 6" FLAT PAN ROOF @ .032" MIN. 2"X6" SIDE FASCIA 4 SMS �OLL FORM HANGER SECTION VIEW AT SIDE FASCIA vc,ciwci 44, GV 19 y.UZI /11VI Attach: Heliocol-Specificabons.pdf Subject: Mohr Power - Engineering Steve, See attached information for the Heliocol solar pool heating panel. I've attached information direct from Heliocol's material specifications. If we look at the HC50 panel (which is the panel we want to use) the dry weight is 22 lbs with a capacity of 14 liters of water {30.64 lbs) for a total wet weight of 52.64 lbs. The HC50 is fifty square feet — see the simple math below. 52.64 / 50.=1.05 psf Morri Mohr Director of Field Operations ;11r-#�-iVR SOt", iNit- (951) 736-2000 ext. 105 office morri@mohrpower.com No virus found in this -message: Checked by AVG %",\ V" -a-vu c•om Version: 2015.0.5577 /,Virus Database: 4257/8786 - Release Date: 12/22/14 12/23/2014 TECHNICAL INFORMATION AND SPECIFICATIONS THE FEATURE THE ADVANTAGE Patented individual tube design Allows,expansion and contraction, eliminating cracks and leaks. Lets roof breathe, keeping it clean and dry. Patented mounting hardware Eliminates hoses, clamps and straps. No gaps between panels for smoother look; less than half the number of roof penetrations. One-piece overmolded construction Eliminates welds and weld leaks. Hurricane resistant Can withstand hurricane -force winds; Heliocol panels are approved by most property and casualty insurance carriers. Low collector -head loss rate Reduces pump requirements. Using the power of the sun to heat your pool A. Using your existing pool pump, pool water is directed through a series of valves to your solar collectors. L Pool water enters the solar collectors at the bottom and rises to the top through the individual tubes of the collector. C. As the water rises through the collector it is heated by the sun's radiant energy D. The water is then returned to the pool to repeat the cycle until your pool has been warmed by the sun. c Certification Data • ISO 9001:2008 and ISO 14001:2004 • Ortech International Laboratories • Solar Rating & Certification Corporation (SRCC) • Solar Energy Analysis Laboratory (SEAL) • DSET Laboratories, Inc. • HRS, Florida (Required for commercial use) • Florida Solar Energy Center (FSEC) • City of Los Angeles #RR -4508 • British National Water Council (for potability) • German Federal Health Board • NSF 50 for Recreational Water Facilities HW 0" G(nt2 Enjoy Year -Round l enure Living. HC -204 10/201 1 0 HELIOCOL PANEL (COLLECTOR) ATTACHMENT METHOD STAINLESSOL STEEL DETAIL SHOWING HOW THIS SYSTEM IS ATTACHED DETAIL SHOWING UNISTRUT ATTACHED TO TOP OF BOLr 3/8•. 1 112' ENGINEERED PATIO COVER GATOR CLAMP HEUOCOL PANEL f^ GALVANIZED NISRUSWILHALLOW B' SPRING LESS NUT I - GALVANIZED STAINLESS STEEL FRONTAL VIEW OF ROOF CORRUGATION SOLr 3/8' z 1 1Q' 1 CORRUGATED SHEET METAL I TOP OF ENGINEERED PATIO COVER 8' SECTIONS THAT INTERLOCK WHERE OUR BOLTS WILL PASS-THROUGH DETAIL OF INSTALLED SYSTEM GATOR CLAMP ATTACHMENT POINTS SPACED EVERY 4' r N! C UNISTRUT RUNNING CONTINUOUS PERPENDICULAR TO ROOF SPLINES (SPLICED TOGETHER) ATTACHED TO PATIO COVER AS SHOWN ABOVE. • i ROOF PLAN FOR PGA WEST POOL19BB MIMAVOWER SCIIAR, PC. 1452 POMONA ROAD CORONA, CA 92882 (951) 736-2000 OFFICE (951) 736-3180 FAX CA C46 UC. 9661434 EXP. 1251/16 CITY OF LAQUINTA 78-495 Calle Tampico LA Quinta, CA (760) 777-7012 I REVISIONS AND NOTES II DOCUMENT INFORMATIO 'ROJECT TITLE PGA West - Pool 19BB 55215 Southem Hills La Quinta, CA 92263 (760) 397-3520 PAGE SCALE PAGE TITLE PANEL NTS ATTACHMENT DRAWN REVIEWED I PAGE# BY., BY: MM ; S2.0 A— mix vU511yrI r VIJUI L Superior Ready Mix Concrete, L.P. 1508 W Mission Rd Escondido, CA 92029 760-745-0556 . Mix ID# D837P— 4500 PSI 1" (0] This design is being submitted for approval. Conformance with specification should be reviewed. Contractor: PGA West Project: es • Compressive Strength : 4500 psi at 28 days Aggregate size: 1" — 25 mm Air: 1.2±1.0% Water/Cement ratio : 0.45 Slump: 4.00 ± 1.00 in. Source of Concrete: SUPERIOR READY MIX CONCRETE Construction type : Placement: TRUCK PLACE / 4" PUMP Unit Weight: 147.89 pcf Design Date : 01/14/2015 Constituents : Quantity Density Volume ASTM C150 TYPE [IN CEMENT 559 Ib 3.150 2.84 ASTM C618 CLASS "F" FLYASH 99 Ib • 2.200 0.72 - Water 296 lb 1.000 4.74 ASTM C33 #57 ROCK 1418 Ib 2.670 8.51 ASTM C33 #8 ROCK • 3501b 2.640 2.13 ASTM C33 FINE AGG 1269 Ib 2.640 7.70 ASTM C494 TYPE A WATER REDUCER 26.32 floz (US)/yd3 1.000 0.03 Air 1.2%. 0.32 Total : 3993: 27.00 Remarks: Reported by Superior Ready Mix L.P. Approval by: Date : 01/01/2015 Date : / / SIGNATURE KED 'ROJECT 0.koio�l JOB NO. ECT SHEET -OF -SHEETS P:O: BOX 1.504 LA QUINTA, CALIFORNIA 92247-.1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING 86 SAFETY DEPARTMENT - PROPERTY OWNER'S PACKAGE (760) 777-7012 FAX (760) 777-7011 Disclosures R Forms for Owner -Builders Applying for Construction Permits IMPORTANT! NOTICE TO PROPERTY OWNER Dear Property Owner: An application for a building Perini has been submitted in your name listin improvements specified at g Yourself as the builder of the property We are providing you with an Owner -Builder Acknowl responsibilities and possible risk you may rand �f°rmation Verification Form to make you aware of your Owner -Builder. We will not issue a baa by perhaving this permit issued in your name as the fnit til you, hAve signed, and returned this form to us at our oYBeialua dress indicated readi initialed n wof the owner your understanding (f each provision, unless you, the property, owner, obtain the prior approval of the pen' ittin authority. execute this notice OWNER'S ACKNOWLEDGMENT AND VE CTIONS: Read and initial each statement belowto GATION OFINFORMATION gnify you understand or verify this information. 1. I understand a frequent practice of unlicensed persons is to have the property d g permit that erroneously implies that the property owner is providing P p rtY owner obtain an SOwner-Builder" an Owner -Builder, may be held liable and subject to serious financial risk {oanr mlabor th �t and his or here to ees while workin on m p Om11Y• I, as mP Y g Y party. My homeowner's Y injuries Y unlicensed person injuries. I am willfully acting as an dwner-Builder and ain aware of the limits of my�inssuran a notProvide fo injuries to workers tn y Property. 2. I understand building permits are not required to be signed b ruction and are not hirin a licensed Contractor to assume Y Property owners unless they are responsible for the g this responsibility.. I understand asan "Owner -Builder" I am thef from potential financial risk by hiring a licensed Contractor and ha record the n the permit I understand that I may wn. permit filed in his or her name instead f my 4. I understand Contractors are required by Iaw to be licensed and bonded in California and to list their license num is and contracts. hers on 5. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer•' k,',e ate and federal law, understand if I am considered an "employer" under state and federal law, I must register with the state and federal cent, withhold payroll taxes, provide workers' compensation disabrli insurance, compensation for each "employee." I also understand my faihu a to abide by these anaynducont bu to serious 4ctl� n4nbute to uneiritployirrent fulaacial I understand under California Contractors' State License Law, anes cannot legally build thea with Owner -Builder who builds single-famil subcontractors and then die intent to offer them, for sale • . Y residential umber of structures does not`exceed four within 8n , iiIIless QI! work is performed by licensed under contract with a licensed general building y �?P� Yom, or all of the work is drag Contfactor. _. Performed A8. I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any tial or personal injuries 'sustained by any subsequent owner(s) that result from any latent construction defects in the manship or materials. 9. I understand I may obtain more information regarding my -obligations as an."employei' from the Internal Revenue ce, the United States Small -Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1- 00-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. 10.1 am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the legally, and financially responsible for proposed construction activity at the following address: Z-Ab\- 11. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all licable laws and requirements that govem Owner -Builders as -well as employers. 12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I ve rovided• on this form Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with. any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractois may be in civil court. it is also important for you to understand that if an unlicensed Contractor or employee of that individual or furan is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a.building permit can be issued, this form must be completed and signed b the ro e the agency responsible for issuing the permit.11'ote:'A co o roe Y p p �' owner and returned to pY fthe p p KJ' owner's driver's license, form xotaritation, or other verification acceptab :e ages is required to be presented when the permit is issued 'to ver6 the property owner's signature. Signature of property owne Date: ,_� /J,,� Note: The followingAuthorization Form is required to be completed by the property owner only when designating an agent of theproperty owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, Ihereby authorize the following person($) to act as my agent(s) to apply for, sign; and file the :documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location orAddress: v � v r- 1 { 1 --&Name of Authorized Agent:"j��}� �f �fL, ! Imo' .7©�7 �Z � 0 No Address of Authorized Agent: 59_4CF _ 4AIA �1� t �U l .I declare under penalty of perjury that I am the property owner for the address listed above and information and certify its accurI personally filled out the above c . o the o acceptable to thea en •f wlter's drivers license, form notarization, or other verification agency is r ireaa presen n the permit is issued. to ro the versfY p perty owner's signature. Property Owner's Signator Date: J i°• Page 1 of 1 Steve & Sally Herthel From: "Steve & Sally Herthel" < Date: Wednesday, May 25, 2016 4:35 PM To: <skhatami@la-quinta.org> Cc: < Attach: city of la quinta form.pdf Subject:. PGA West residential Assoc., Inc. Board President signed copy of Property Owner's Package Jake and Stephanie, Enclosed is a copy of the Property Owner's Package, disclosure and forms for Owner-Builders Applying for Construction Permits, signed by our Board President on May, 6, 2016. 1 am named as authorized agent. This is for your files and use. I will be scanning over the list of the first structures we did. thank you and see you tomorrow. Steve Herthel No virus found in this message. Checked by AVG - www.avg.com Version: 2016.0.7597 / Virus Database: 4568/12296 - Release Date: 05/25/16 5/25/2016 Page l of l Steve & Sally Herthel From: "Steve & Sally Herthel" < Date: Wednesday, May 25, 2016 4:35 PM To: <skhatami@la-quinta.org> Cc: < Attach: city of la quinta form.pdf Subject: PGA West residential Assoc., Inc. Board President signed copy of Property Owner's Package Jake and Stephanie, Enclosed is a copy of the Property Owner's Package, disclosure and forms for Owner -Builders Applying for Construction Permits, signed by our Board President on May, 6, 2016. 1 am named as authorized agent. This is for your files and use. I will be scanning over the list of the first structures we did. thank you and see you tomorrow. Steve Herthel No virus found in this message. Checked by AVG - www.avg.com Version: 2016.0.7597 / Virus Database: 4568/12296 - Release Date: 05/25/16 5/25/2016 PGA WEST. RESIDENTIAL ASSOCIATION, INC. May 20, 2016 City of La Quinta Community Development Department 18495 Calle Tampico ,La Quinta, Ca. 92253 Re: Solar System Alumawood Structures This is to- confirm -that the. PGA WEST' Residential Association, Inc has authorized Stephen. Herthel, as an employee of The Association, to sign the "Owner Builder Declaration" and Permit 'Application on behalf of The Association as our representative. The PGA WEST Residential Association, Inc. is the owner of the property and the work is being done by employees of The Association. The Association provides Workers' Compensation insurance for all workers in the performance of their work. Your consideration of this information is appreciated. Respectfull Richard J. Moore, President, Board of Directors PGA WEST Residential Association, Inc. le OF S /. C' -PAT10' COVER GENERAL NOTES: 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 AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC1318-11 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. YSTEM AS MFG. BY: DURALUM PRODUCTS, INC. 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. 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 (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH IF, 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 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: CRCARC 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. DESIGN REQUIREMENTS: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER 1. ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30.40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30,40 & 50 psf) COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. ROOF LIVE AND SNOW LOADS: 20, 25, 30,40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf) ADDITIONAL DESIGN REQUIREMENTS: 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. 2. BASIC WIND SPEEDS: 110, 120.130 MPH, EXPOSURES B AND C. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11. 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. 5. SEISMIC DESIGN PARAMETERS: SITE CLASS: D SEISMIC DESIGN CATEGORY: D MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.50, S,= 0.6, S us= 1.0, S o,= 0.50 RESPONSE MODIFICATION FACTOR, RA.25 6. DESIGN ASSUMPTIONS: A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' S. 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 JURISDICTIONWAY 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. RECEIVED JUN 0 2 20116 `CITU OF LA QUINTA WMMUNITY DEVELOPMENT SHEET INDEX: SHEET # SHEET TITLE / DESCRIPTION WIND SPEED CONVERSION TABLE: CBC / IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED 110 MPH 85 MPH 120 MPH i 2 I I Ir, 101 MPH -PAT10' COVER GENERAL NOTES: 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 AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC1318-11 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. YSTEM AS MFG. BY: DURALUM PRODUCTS, INC. 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. 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 (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH IF, 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 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: CRCARC 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. DESIGN REQUIREMENTS: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER 1. ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30.40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30,40 & 50 psf) COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. ROOF LIVE AND SNOW LOADS: 20, 25, 30,40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf) ADDITIONAL DESIGN REQUIREMENTS: 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. 2. BASIC WIND SPEEDS: 110, 120.130 MPH, EXPOSURES B AND C. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11. 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. 5. SEISMIC DESIGN PARAMETERS: SITE CLASS: D SEISMIC DESIGN CATEGORY: D MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.50, S,= 0.6, S us= 1.0, S o,= 0.50 RESPONSE MODIFICATION FACTOR, RA.25 6. DESIGN ASSUMPTIONS: A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' S. 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 JURISDICTIONWAY 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. RECEIVED JUN 0 2 20116 `CITU OF LA QUINTA WMMUNITY DEVELOPMENT SHEET INDEX: SHEET # SHEET TITLE / DESCRIPTION WIND SPEED CONVERSION TABLE: 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: 70 WIND SPEED & EXPOSURE: 110mv- ROOF / SNOW LOAD: T-1 ...........TITLE SHEET, DESIGN LOADS, GENERAL NOLE�I�®r � �v��q 1 ............SOLID PANEL STRUCTURES NG &®SAFETY DEPT. 2 ....:.......OPEN LATTICE STRUCTURES PPROVED 3-4 .........PANEL SPANS TRI -V, W -PANEL & FLAT PAN CONSTRUCTION - 5 ............MINIMUM FASTENERS 6 ............RAFTER SPANS FOR OPEN LATTICE COMMET Qs bBY7 ............HEADER BEAM TYPES, COLUMN / POST TYP Z� 8 ............EXISTING EAVE CONNECTION DETAILS 9 ............HANGER CHANNELS AND MOUNTING BRACKETS 10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS 11 ...........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS 12 ...........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS 13 ...........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS 15-17 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH 18-20 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH 21-23 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L,110-130 MPH 24-27 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH 28-30 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH 31-33 ......SOLID COVERS ATTACHED &.FREESTAN.DING BEAM SPANS, 50 PSF S.L, 110-130 MPH 34-36 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH 37-38 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH 39-40 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH 41-42 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH 43-44 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH 45-46 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH 47 ...........INSULATED ROOF PANEL ATTACHMENT DETAILS 48 ...........SNOW DRIFT DESIGN - 49 ...........SPAN REDUCTION -FACTOR TABLES z w z U Z z 0 W ,y uj J W QF� U m a a � m U a < as Z J Z p waco cnItg 2 tr U z O a O- Z a I- U w E 0 U as 02 N � o� oc N O N � O n z 03 0 wp J N = 0Z =n JJ F N W W O0 E ry E m in L 0 LL U CEJ U U F- . Q z W rn 2Q W UK >-C3w W a a > W". O ¢ a o d- o w w w `='rvz> mNOm _zo Z w j W 3wJN 0 En cr ui m r W W O W n _ IL U) a SOLID PANEL STRUCTURES — ROOF c� ROOF ATTACHMENT OVERHANG, c OVERHANG, w ATTACHMENT OR WOOD, OR SEE DETAIL k, B & C, - EN WOOD, OR J y SEE DETAIL P., B & C, LENGTy CONCRETE ROOF PANEL SEE TABLES SHEET 8 ANC C'TH OF S RLl WALL SEP CONCRETE z z ROOF PANEL SEE TABLES AND PFS SHEET 4 FOR ROOF S, T CT SHEET 4 FOR ROOF SHEET 8 —.\ SyAL TRUCT _ WALL SEE PANEL ATTACHMENT TO �. T L NpT URE V SHEET 8 w c PANEL ATTACHMENT TO \\ THE pN� TBE LESS VARIES SHEET 8 SUPPORTING WALL MIN. 0.25" SLOPE PER FT.. `lE PRpj CTIO�S TyANIES v SUPPORTING WALL � O�ECT/PNS THgty HANGER & BEAM. 0 � < HANGER & BEAM. �� <cn O.H. Sp AN O.H. ¢ < < N ' J Z Z "O.H." NOT TO EXCEED 25% c "O.H." NOT TO EXCEED 25% P pF W c a OF ROOF PANEL 2 c OF ROOF PANEL ALLOWABLE SPAN ALLOWABLE SPAN J� L) Z o SEE DETAIL 11, SHEET 12 SEE DETAIL 11, SHEET 12 �/ B 0 < z B FOR MANDATORY SPLICE. EAM SP o < m PpST AN/ �- BEAM -SEE TABLES r of FOR MANDATORY SPLICE. POST SPAN/ .—BEAM - SEE TABLES SE qC/N FOR POST SPACING T w NO BEAM SPLICE AT NO BEAM SPLICE AT SP S SP = EXTERIOR POSTS. E TABLES G o EXTERIOR POSTS. EE TABLES G O N U POSTS, SIZE VARIES O.y NOT POSTS, SIZE VARIES EXcFEp250 N SEE SHT. 11 FOR MINIMUM 25% OF.Bo EkCEEO N SEE SHT. 11 FOR MINIMUM OF BEAM NUMBER OF REQUIRED COLUMNS NUMBER OF REQUIRED COLUMNS AL MALLpWgBL BEAM NUMBER a E SPAN o� 1 3 1/2" SLAB ATTACHMENT 3 1/2" SLAB ATTACHMENT MAY BE USED MAY BE USED NOTE: NO SPLICE AT c IOR POSTS WHERE PERMITTED. o 0 WHERE PERMITTED. SEE TABLES n z SEE TABLES < NOTE: EACH COMPONENT IS INTER- o a NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER J m FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER FOOTING WHERE REQUIRED COMPONTENT UNLESS OTHERWISE SHOWN. >1 COMPONTENT UNLESS OTHERWISE SHOWN. SEE TABLES SEE TABLES TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION id 'w a r p U E J 7 Er I(n N OOF PANEL SEE TABLES LENG OF ST MIN. 0.25" SLOPE T OFSTRU HEFT 4 FOR ROOF PANEL LENGTH ROOF PANEL SEE TABLES H ATTACHMENT TO pUCT HEET 4 FOR ROOF PANEL PER FT. O.H. CTURE VqR/ES g SUPPORTING BEAM. i O.H. URE �qR/ES ATTACHMENT TO SUPPORTING BEAM. \ m O.H. SpA u - o O.H. SppN I • SpAN NUz in "O. H." NOT TO EXCEED 256!° ' w " H." NOT TO EXCEED 25% ER OF.ROOF PANEL � < OF ROOF PANEL, ALLOWABLE SPAN } j < ALLOWABLE SPAN j SEE DETAIL 11, SHEET i2 SEE DETAIL 11, SHEET 12 w a- BEAM FOR MANDATORY SPLICE. p�SM SPAN/ BEAM - SEE TABLES o g z o OR MANDATORY SPLICE. POST SPgN/ BEAM -SEE TABLES NO BEAM SPLICE AT SEE T SPgC/N FOR POST SPACING i J N NO BEAM SPLICE AT SEE gB�ECING = EXTERIOR POSTS. TgBLES G r FOR POST SPACING �xC O < < EXTERIOR POSTS. T .3 T�II a ' POSTS, SIZE VARIES < POSTS, SIZE VARIES O•y NpT a o m CV . ESOT Tp iv OF BE °ui 44 w 3 112" SLAB AOL<pWM 3 1/2Fse" SLAB ALLOW BLESagN - Z MAY BE USED ABLE SpA MAY BE USED TO CONSTRAIN N TO CONSTRAIN { III I " o w FOOTING, SEE I m F. Z m z. w FOOTING, SEE TABLES g w Lij N TABLES <o FOOTINGS FOOTINGS ✓ SEE TABLES SEE TABLES NOTE: EACH COMPONENT IS INTER- NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER CHANGEABLE WITH ANY OTHER v COMPONTENT UNLESS OTHERWISE SHOWN. p COMPONTENT UNLESS OTHERWISE SHO C Lu _ O w ui TYPE "C" FREESTANDING -W/ CANTILEVER OPTION TYPE "D" FREESTAN DING MULTISPAN W/ CANTILEVER OPTION '?- - OPEN LATTICE 'S T RUCTURES I+AI 111: :{I I I AM I 'i LEDGERWALL MAX 0 AFTEH ROOF OVERFIAN(; 259% OF RR O.H. SEE DETAIL A.B 8 C MM °SFR ALLOWABLE SHEET B. 0,; o0 SPAN / \ / MANDATORY Bf-AM SPICE -SEE- DE1All I). SI1LFT 12 NO BEAM ;:PI ICE AT -o OG` �� EXFFRIORPOSTS I:. ��-.•(n4i G J�'j� �.,•!I `.. j 3 cu-', LENG fH OF STRUC.I Ultf VArtll'S %N n,I w POST Wit:;IUI' I'IAfI pUy ly/ SEP Sh1T I 1 FOR MWCJ,I Itd •�, �). Snlh NI1MFIrR OF RFOUIRI]Ll <r. q � CULUMN: l�nt� N� \ \ - •1. � A QF�i `• � J 1!:"';; AI{ATTACFIMF NT OSr Msp MAY HI II';I.D WHERE NOTE: EACH COPONENT IS CHANGEABLE WITH ANY OTHER INTER 4 1p2411 ff PFc(M^I�I! I COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUC'ItJRF FOOTING WHERE REOl11Rl'USC-F 'I AHI F S MAY NOT BE COVERED TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE RAFTER. SEE TABLE 1 -UR SIZE - AND SPACING -- - , MAX O.H 25% Of- HAF IER I O.H. ALLOWABLE / SAL_ SPAN LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 NO BEAM SPLICE AT EXTERIOR POSTS `POST CROSS-SEC'I SEE POST OEEE� �° �` SFFl:S„q ��"•� NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. 3 112• SLAB MAY BE USED TO CONSTRAIN FOOTING. SEE TABLES RAFTER,. SEE TABLES -.- MAX O.H. 5% OF RAFTER I oJ 2s°,t�''?� nLLOwnAl.r: rJJ SPAN' 4 1AANI )A I ORY Hi -AM SPICE ..917-F. Dli I All. 11. SI IE -ET 12 NO UEAM SPLICE AT EXTERIOR POSTS LFNG111 OI- 31RIJC PURE VARIES -- NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN NOTE THIS OPEN LATTICF.-TYPE STRUCTURF MAY NO:1' BI: COVL111.0 V,'AI i ; :: iJvFI? CSP HOOF OVERHANG, SFF DETAIL A,B i; C SI ICET 8 r .II II li IJO / 'POST WITH SIDE PLATES/ SEE SHT. 11 FOR MINIMUM NUMBER OF REOUIRFD COLUMNS 3 1%d- SI AR ATTACHMENT MAY HI' USED WI IERE PERMfrrFD SFF TAHI FS FOOTING WIIFRI: REOUIRCO. SEE IAHLLS TYPE "FI' ATTACHED MULTISPAN LATTICE STRUCTURE RAFTER. SEE TABLE FOR SIZE AND SPACING MAX. O.H. O.H. 25% OF RAFTER ALLOWABLE SPAN LENGTH OE STRUCTURE VARIES MANDATORY BEAM SPICE - SEE DETAIL 11. SHEET 12 NO BEAM SPLICE AT EXTERIOR POSTS NOTE: EACH COMPONENT IS INTER - FOOTING SEE TABLES CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE ThmkPadlDuralum\IAPMO 0195\5.21-)4 SuDminall5-21-14 A 5.dwg, 8/2712014 11:37:22 AM, CutePDF Wnter. SFF M G tv I�IIJIII POST CROSS-SECTION, I SEE POST DETAIL FOOTING SEE TABLES 3 112' SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE w w ze w o w mom ry Z'^ Zw Iin < < C < U w 0 0 in Ln rn o v LL W N O H w a = < rn A' �_� 24" TRI -"V" PAN SOLID PANELS SPANS FOR COMMERCIAL & PATIOS ALUM. ALLOY 3004-H36 OR EQUAL MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE O ! 12"x33"x0.020" - 0.88 0.83 0.75 0.80 24"x2Y"x0.018" 0.85 0.80 0.65 0.65 PANEL•T' 110 MPH SPAN 120 MPH SPAN G G 'f EXP.0 1 ��lf.r �.. A ati EXP.0 YG I �L • 24" TRI -"V" PAN SOLID PANELS SPANS FOR COMMERCIAL & PATIOS ALUM. ALLOY 3004-H36 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 24" TRI "V" PAN 12"x33"x0.020" - 0.88 0.83 0.75 0.80 24"x2Y"x0.018" 0.85 0.80 0.65 0.65 PANEL•T' 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 Il EXP.0 EXP.B EXP.0 LUSL (IN.) 10'-3" 10'-3" 10'-3" 10'-3' 10'-3" 10'-3" .018 8'-T 8,_1" 8'-2" 7-5" 12'-3' 12'_3., 12'_3" 12'_3• 12•_3• ' 12,_3" 10 .024 10'•4' 9'-9° 9'-9' 9'-2"8'-7" 3" 14'-3" 14'-3" 14'-3" 14'-3" 14'-3" 032 12'-8" 12'-1° 12'-1" 11'-2" 11'-3" 10 8" B-4•g•�• 8'4 g'1<' 8'-4' 84' .018 T-5' 7-2" T-2' 6'-10' 10'-1" 10'-1" 10'-1• 10'-1• 10•-1' 10:_1" 20 .024 8' 8" 8'-4° B' S° 8' 1" 8'-1" 7'-9„ 12'-1" 12'-1' 12'_1"12 032 10'14• 91-8" 91-9" T-3• 7'-3" 7'-3" 7'-3' T-3° T-3' .018 T-8" T-4° 7'-4° 7'-1" 7'-1° 6''10• 8 9- 8, 9" 81_9" 8._9. 8, 9. 81 _9. 25 .024 8'-4"8'-1" 8'-1° 9' 8" 9' 8" 9' B" 9' 8" 9' 8" 9' 8" .032 10'-2' 10'-2" 8" j g•_7^ 6- -r I 6'-T 6'-7" 6'-T 6'-T 016 j Ti T-0" 7'-0° 6'-9" 6'-10" r 8,_3„ 8•_3" 8•_g• g•.3^ g•_3^ 8•_3^ 30 .024 8'-3" 8'-0" 8'-0' 7'-9" T-9" 7'-5" 9'-1" 9'-1'032 �96 9" 8-10" TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE ROOF LIV-tjSNOW LOAD, psf 10 20 25 30 1 40 50 12"x33"x0.020" - 0.88 0.83 0.75 0.80 24"x2Y"x0.018" 0.85 0.80 0.65 0.65 24"x2Y'x0.024" 0.90 0.88 0.70 0.65 24"x2)?"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:PANELFASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHED II 4 FOOTNOTE: "SAMPLE" (- FIGURE INDICATES • 7 ATTACHED dill! FIGUP.E INDICATES FREESTANDING ALUM. ALLOY JUU4-H3b UK ltuuf•1L 12"x 3 112" W PANEL 8" x 2 Yz" FLAT PAN LUSL PANEL'T' 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PANEL'f' 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PAINEL (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 ( ) 13'-9° 13'-9' 13'-9" 13'-9' 13'-9" 73'-9' 12'-0' 12'-6" 12'-6' 12'-6" 12'-6* 12'-6' 020 020 (1) 020 12'-0' 11'-1" 11'.2 10'_7' 9'-11" 10'-10" 10'-1" 70'-3- 13 -3' 9'-6" 9'-7' 9'-0' 15'-3" 15'-3' 15'-3" 15'-3' 15'-3" 15'-3' 13'-7" 13'-7' 13'-7' 13'-7" 13'-7' 13'-7' 02a 024 .024 13'-2" 12'-7° 12'-8' 11-10 12'-0° 11'-1" 12'-1" 11'-4" 10'-9"10'-1' 10 10 10 17'-7' 1 T -T 17'-7' 1 T-7• 17'-T 17'-7' 15'-7' 15'-T 15'-7' 15'-7" 15'-7' 15'-7" 032 .032 .032 14'-0" 14'-1° 13'-3" 14'-1" 13'-1° 13'-0' 12'11' 12' 19'-7" 19'-T 19'-7' 19'-7" 19'-7^ 19'-7' 1T-7" 17'-7" 1T-7" 17'-7-,,d17'-7" 17'-7" 040 .040 1 T-7" Jr. 8' 16'-9' 15'-9' 16'-0' 15'-0" 15'-T' 14'-10• 14'-10' 13' 4° 11'-3' 11'-3' 11'-3' 11'-3" 11'-3" 11'-3' 10'-2" 10'-2' 10'-T 10'-2° 10'-2" 10'-2° 020 .020 (1) 020 10'-1" 9'-6" 9'-6" 9'-0" 9'-1' 8'-8" 9'-1' 8'-9" 8'-9° 8'-4" 8'-6" 7'-11' 12'-6° 12' 6' 12'-6" 12'-0' 12'-0' 12' 6' 11'11" 11'-4" 11'-4" 11'-4" 11'14' 1 V-4" 024 .024 .024 11 _2• 10,_9 10._9 10,_3 10'x' 9'-10" 10'-1" 9' 8" 9'-9' 9'-3° 9'-5' 20 20 20 E14'_B"14' 8' 14' 8" 14' 8°�4� 032 13 0" 13'-0' 13'-0° 13'-0 13'-0" 13'-0' 032 .032 11'10" 11' 4" 11'-0' 1111'"10' 6" 17-9" 12'-9" 12' 16'-3' 16' 3" 16'_3° 18_3• 16'_3' 16.3• 14'-6^ 14'-6° 14'-0' 14'-6" 14' 6° 14 6° F.040 040 .040 15-1" 14'-7^ 14'-T 13' 6' 14'-1° 13'-2° 13' 6" 12'-10' 13'-0' 12'13" 12 6" 11-10' 11'-1' 11'-1" 11'-1' .020 9" 9 9" 911 9 9• 9 9" .020 .020(l) 6._11^ g•_8^ g•_g^ 8'_3^ 9'-5" 8'-11' 9'-0' 8'-6" 12'-0' 12'-0' 12'-0" 12-0' 12'-0' 12'-0" 10.4" 10'x" 104' 1011 1D'13" 101 024 .024 .024 101-81 10'-2' 10' 3" 9'-9" 9'-11" 9'-7" 9'-T 25 13'-2" 13'-2' 13'-2" 13'-2" 13._2 13'-2" 11' 4" 11'x' 11'13' 11' 4' 11-4 11'14" .032 .032 13'-1" 12'-T 12'-B' 12' 2' 12'-3" 11' 6" 11'-1D" 11'-3" 11'-3' 10'-9" 10'-10" 10' 14'-2' 14'•2° 14'-2" 14'-2" 14'-2' 14'-2' 12'-3" 12'-3' 12'-3' 12'-3" 12'-3" 12'-3" 040 040 .040 15-0" 14' 4" 14'-2' 13'-T 13' 8° 13' 0" 13'-3" 12'-9" 12'-9" 12'-3' 12' 4" 11'-9 1 D' 6" 10 6" 10'-0' 10'-6" 10 6' .020 9 3" 9 3" 9'3"_ 9 3" 9 3" 9 3" .020 ole ;1) 8'-2' 8'-5' 8'-1" 7'-10" 1 - 11'-3" 1�3"l11'-3" 11'-3" 11-3' g'_g•_g^ g_g^ g_g^ 9-9' 9 9' .024 024 .024to'-6" 9'-7" 9'-9" 9'-2" 9-6' 9-1 9-2" 8-10° 8-11" 8 4 30 30 12'.6^ 12.6^ 12'_6" 12'-6" 12' 6' 12'-6" 10'-9" 1�1908 0'-9" 10'-9" 10'-9" 10'-9" 032 032 .032 12' 6" 12'-1"f 11'-10' 11'-6" 11'-6" 11'-1" 1D'-9" 13'4' 13'-4" -4" 13'11' 13'-4' 13'4° 11'-7" 11'-7` 11'-7' 11'-7" 11'-7' 11'-T' 04D 040 �0 14.2 13.8,. 13,_6 13.0 13'_3° 12'_6" 12 T' 12'-2" 12'-2" 11'-B" 11 _9 11 _3 9 1" 9 1" 9 1" 9 1" 9 1" 9 1' 8'-4" 8'_4 8•_4•• 8' 1 8'�T-2'6" 020 .020(l) 020 8.3 8.1° 8.1^ 7'-10' 7'-10' 7'-6" T-8° T-6" 7'-6' 7'-3" 10'-3" 10'•3" 10'-3" 10'-3' 10'-3' 10'-3' 9'-0" 9'-0" 9'-0' 9'_0" 9'-0" 9 D .024 .024 .024 9. 5. 9. 1. 9_1' 8•_10' 8'-10" 8'-7" g, 8. 8. 3„ 8. 3. g_p 8'-1" 7'-10' 40 40 40 11'x" 11'-0" 11'11" 11'4" 11'11" 11'-4" g'O" g. g. 9'-9" 9'"9 9 g. 9.0- 1 g 032 032 .032 11'-3" 11'-1" 11'-0" 10'-7' 10' 8' 1 o'-3" 10'-2" 9'-10" 9'-10' 9'-7' 9'-7' 9'-3" 10'_7 10 _7" 10.7" 1047" 10' �101-170..6.12'_2" 12'-2' 12'-2' 12 2' 12 -2' 12 -2" D40040 040 11'-6" 11'_2" 11'-2 12'11" 12'-4" 12' 1' 12' 1" 11'-8" B'-2" 8'-2" 8'-2' 18'-2' I .02D 17 5" 7- -5 7'-5�( 7'I 7 -5" 7''S" i 020 .02011] o 6'-5" I� 6/'.5"JV6'•3" 6'-i' j 1 8'-3" B'-3" 6-3' 8'-'" 18 3" 8' 3' 02d I° 2 19.2 1 9 2 9 2 g 2 11 9 2 i j .024 ,✓ '� " I 024 B, D. T 10„ 710. 7. 8.. ✓7._8. 7. 8,. I so j T4` 7. / 7_ 7.1" 7_0" SC I I i ! 9' 1" 19'-1., °• , °•-1• 9'"1• �' 9'-1" 10-7' 1D'-7' i / I .032 .032 j / !� �. j� .03c I B' T•1� 8' 6' �✓ tl.-b'. .1/8'11' 8'-3" ji g•.7' 9'•7" 9.7" 9' ; 7 •FYI 6'•11' r 9'- 9'O g� 9 ° ! Ill' 3" li' 3" 11•_3" 11' 3" i11 =3' .111 t i 040 ' I j .040 j r 9'_10.. 9-9 040 11' _ , 10'-10")�10'-10" 10 7 1C'-8" ✓10'-4 I 110/120/130 MPH EXP. B & C 6" 18' x 2 %" FLAT PAN .09R r - .77' .45'a45*< (AI! UNMARKED RADII .06R) 3e .70' .25'i 282'-2 5' �T= (SEE TABLE BELOW) 1 I F-1.92' I .7S I 1.92"--J .75" 1.92' (D z c .67' w z 1 ZZo LLi N (/1 J 47• W `n I � 7 U U.n c OLn a N y U < < E C7 Z O J w W O ¢ (O (n U EL w D K U e z 0 �<Z oa •••�• 110 MPH SPAN 1 120 MPH SPAN 130 MPH SPAN H v EXP.B EY.P.0 EXP.B EXP.0 EXP.B EXP.0 ui 14'-7" 14'-7" 14'-7' 14'-7' 14'-7" 14'-7"0 12'-8" 12•-T 12-0° 11'-4" 11'-6" 10'-9" L) 5'-10"5'-10" 15'-10" 5'-10" 5'-10" 5'-10" 13' 4" 13'-4" 12'-8' 12'-9" 102 8' - 18' 18'-0" 18'-0 18'" 18' - a a 162 15W 11-0143 Lq 19'4" 1914" 19-4" 1911" 19•-4" 19'-4' cc N O 1T 6° 16'-10" 1 7'-0" 16' 4" 16 6" 16'-0" 1 T-1 • 12'-1' 12'-1 • 12'-1 • 12•-1' 1 Ste' ° n Z 10'-10" 10'x' 10'-3° 9'-9° 9'-10' 9'-5' a< 3 13-3" 13'-3' 13'-3" 13'-3" 13'-3" 13'-3' o LU 11'-2" 11'-3' 10'-T _ 15-0" 15'-0' 15'-6" 16-6" 15•-6' 15-6' 14'1 13-9" 13'-7" 13'-0" 13'-1" r 1T-8" 16'-8" 16'x" 16•-8" 16' 8° 16'-8" 16-8' >¢ 15' 6' 15'-2" 15-2° 14'-10" 14-10 14'-3" ¢ F 10'-0" 10'x° 10'13^ 10' 4• 10'14- 1U'�" z 5 <m 10'-3° 9'-8" 9'-9" 9' 4' ran w 11'-1" za a3 1l'-0" 10'-6' 1" 12'-1" 12'-1' 12'-1' 13" 8" 13'-1" 13'_2' 12' 4" 13'-1" 13'-1" 1311 13'-1" 13'-1" 13'•1" E 15•-4" 15'-1" 15'-1' 14-6' 14'-9" 14'-1" m E r �w 91 9" 9•_g" 9' 9" 9' 9" 9'-9" 9,5"- LDm m v 9. 7" g. 7„ g._2,. Tiv a o_ 10'4* 10'11" 10'13" 10'1}' 1014" 10'11" Q Z w m 1 D'-9" 1 1'-0" 1 D' 4' 10' 6" 9'-11" w 11'-0" 11' 4" 11'11" 11'x" 11'1F" U) N < 13'_2 12,_8,• 13.0 12 -6^ 12'-7" 11'-10" 00 12'-3" 12'-3" 12'•3 12._3" 12._3" 12._3" > a w O 2 z m 14'•9" 14'-6" 14'-7" 14'-1" 14'-l" 13'-7" V j n O ¢ < 4 < :D 9'-1" 8'-10" 8'-1o" 8'-7" 8'-6' 8'-1" a O m ° 9' 6' 9' 6" 9' 6" 9'-6" 9' 6" T-6" w 10'-2° 9'-10" 9'-10" 9'-7" 9'-8" 9'-3" Lu 12'1 12'-9' 121.3.. 1111" 12'-5" 13'_1" z W N Z .. 10'-3" 10'-1" 10'-1' 9'-10" 9'-10" 9'-8" T _ z m m^ z0 1 V-2" 11'-2' ll, -2" 11'-2" 11 -2" 11 -2" Z � w w 2: J V)13'-9" 13' 4" 13'-6" 13'-0" 13'-1" 12'-7" o < vvi a 8' 3" I B' 3" ' 8'-3" 8' 3" B' 3"�13"T-8• 7'-7" 7'-B" 7'-5" 7' 6 n 8._O. 8._9.. 8.9 8., 99' 8. 9.. o c LL B'_9" ' 8'-7" 1 8. 5. B' 4" 8' 1.. O r1 9•_8^ 9. _8 ii 9•-0" O W w a 10•-4' %10'-a' I' 10'x" 11D'1" , 10'x' 10'-4" ¢ U: 0"IV 11'_7"' 1 i' g j 11 _8 'V 11' 6" ✓ 1T 2" IVIIINIIVIUIVI NUNlBEH, OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FREESTANDING SOLID COVERS TABLE 1 TABLE2 _... - TABLE 3 (2) 2"x6 %2" AND WALL HANGERS, 3"x8" AND EXTRUDED AND 3"x8" WITH 6 %2" ROLL FORMED BEAMS _ STEEL HEADERS STEEL INSERT HEADERS NUMBER OF NO.14 TEK OR SMS SCREWS D - NUMBER OF NO. 14 TEK OR SMS SCREWS } NUMBER OF N0.14 TEK OR SMS SCREWS PER FOOT OF BEAM LENGTH ? = PER FOOT OF WALL HANGER AND BEAM LENGTH d - � PER FOOT OF BEAM LENGTH O S 110 MPH 120 MPH 130 MPH .... .. -...__----...- - - - _..--- - ---- - - .. _... _. .__...... _ 04 � 110 MPH 120 MPH I 130 MPH � � 1 10 MPH -- - - _ 120 MPH 130 MPH XP. B EXP. C EXP. B EXP. C EXP. B EXP. C ~ EXP. B EXP. ClEXP. B EXP. C EXP. B EXP. C ~ EXP. B EXP. CEXP. C EXP. e j EXP C 5 /�2 2- 2-- 2 5' �1 1 1 1 1 _� 2 1 2 _.� ` ' "- 2 2 2 2 2 -"" - 3 6 ..1 2 -� 2—� 2 •-- 2 ... 2 6' 1 1 "_ _.— 1 ._-.-. 1_ _... 1 -I 1 7 2= .2 — 2 3 8' 1 2 2 2 2 2 2 3 2 3 2 3 g' 1"-_-- 1 2 2 2 2 g' 2 2 2 2 ? 2--- 2 2 3 3 1 1 1 2 1 2 2 3 3 g' 1 1 1 1 1 1 1 2 1 2 1 2 2 2 3 3 3 0 . 2 2 2 3 2 3 2 3 2 3 3 4 2 10' _ �_ 2 2 2 2 2 2 3 2 3 1 2 2 2 2 2 3 3 3 4 4 4 11 2-._2 2 3 2 3 2' 3 2 12' 2_ 3- 23 3 3 3 4 3 4 3 5 12' 2 2 3 2 3 2 3 2 2 3 _ -4 12 / 1 1 _ 2 1 - 2--- 13 -2 3 2 4 2 4 3 4 3 4 3 13' .-`- 2 2 3 2 3 3 3 3 3 3 13, =. 1 2 12 51 2 1 ---- 2 4 2 2 ' 2 2 2 2 7hinkPadlDuralumUAPMO 019555-21-14 SubmittaK5-21.14 A S.dwg• 8!272014 11:38:52 AM. CutePDF Write FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING 9 m E } m D LL U @ t p v U U Z N NUc�io yoy� wwQ L Wz U J a A 0 Q N D dOm°' wow In _N (D z a W 3w�N <vw O O C �2 :.rr • gfC�4 C:VIL �r IVIIINIIVIUIVI NUNlBEH, OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FREESTANDING SOLID COVERS TABLE 1 TABLE2 _... - TABLE 3 (2) 2"x6 %2" AND WALL HANGERS, 3"x8" AND EXTRUDED AND 3"x8" WITH 6 %2" ROLL FORMED BEAMS _ STEEL HEADERS STEEL INSERT HEADERS NUMBER OF NO.14 TEK OR SMS SCREWS D - NUMBER OF NO. 14 TEK OR SMS SCREWS } NUMBER OF N0.14 TEK OR SMS SCREWS PER FOOT OF BEAM LENGTH ? = PER FOOT OF WALL HANGER AND BEAM LENGTH d - � PER FOOT OF BEAM LENGTH O S 110 MPH 120 MPH 130 MPH .... .. -...__----...- - - - _..--- - ---- - - .. _... _. .__...... _ 04 � 110 MPH 120 MPH I 130 MPH � � 1 10 MPH -- - - _ 120 MPH 130 MPH XP. B EXP. C EXP. B EXP. C EXP. B EXP. C ~ EXP. B EXP. ClEXP. B EXP. C EXP. B EXP. C ~ EXP. B EXP. CEXP. C EXP. e j EXP C 5 /�2 2- 2-- 2 5' �1 1 1 1 1 _� 2 1 2 _.� ` ' "- 2 2 2 2 2 -"" - 3 6 ..1 2 -� 2—� 2 •-- 2 ... 2 6' 1 1 "_ _.— 1 ._-.-. 1_ _... 1 -I 1 7 2= .2 — 2 3 8' 1 2 2 2 2 2 2 3 2 3 2 3 g' 1"-_-- 1 2 2 2 2 g' 2 2 2 2 ? 2--- 2 2 3 3 1 1 1 2 1 2 2 3 3 g' 1 1 1 1 1 1 1 2 1 2 1 2 2 2 3 3 3 0 . 2 2 2 3 2 3 2 3 2 3 3 4 2 10' _ �_ 2 2 2 2 2 2 3 2 3 1 2 2 2 2 2 3 3 3 4 4 4 11 2-._2 2 3 2 3 2' 3 2 12' 2_ 3- 23 3 3 3 4 3 4 3 5 12' 2 2 3 2 3 2 3 2 2 3 _ -4 12 / 1 1 _ 2 1 - 2--- 13 -2 3 2 4 2 4 3 4 3 4 3 13' .-`- 2 2 3 2 3 3 3 3 3 3 13, =. 1 2 12 51 2 1 ---- 2 4 2 2 ' 2 2 2 2 7hinkPadlDuralumUAPMO 019555-21-14 SubmittaK5-21.14 A S.dwg• 8!272014 11:38:52 AM. CutePDF Write FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING 9 m E } m D LL U @ t p v U U Z N NUc�io yoy� wwQ L Wz U J a A 0 Q N D dOm°' wow In _N (D z a W 3w�N <vw O O C t .•tJ� �� J%4 6.5" ROLLFORM A GUTTER FASCIA ALUM. ALLOY 3004-H36 F 2.0" 3.0" MAX /-'\ DBL. 2"x6.5"x0.042" SPLICE WHERE 0.075" TYP. B MAG BEAM ALUM. ALLOY 6063-T6 ALUM. ALLOY 3004-H36 OR EQUAL QJ� DBL. 211x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL I� 1 T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 &.0" .042" TYR • '--..TF1-1�n�'`Rlla. W/ DBL.' 14 GA. STL. INSERT INS=Ri 2:10 WHERE OR EQUAL OCCURS --1 DBL. 3"x8x0.042" BEAM -� - �•. W/ DBL. 12 GA. STL. INSERT 6.656" P"-ALUM, ALLOY 3004-H36 0.110" 6.5" ROLLFORM A GUTTER FASCIA ALUM. ALLOY 3004-H36 F 2.0" 3.0" MAX /-'\ DBL. 2"x6.5"x0.042" SPLICE WHERE 0.075" TYP. B MAG BEAM ALUM. ALLOY 6063-T6 ALUM. ALLOY 3004-H36 OR EQUAL QJ� DBL. 211x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL I� 1 T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 &.0" .042" TYR SPLIT W HEI OCCUI 0.( T HEADER BEAM TYPES C 4" I -BEAM ALUM. ALLOY 6063-T6 () K ) 3" r.8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL 0 D 4.5" MAG GUTTER ALUM. ALLOY 6063-T6 a.o" MAX L , _2DBL. 311x8"x0.042" BEAM ALUM. ALLOY 3004-H36 -I 1.00•+ r 040" ALUM. -T .048" STEEL 3.0~ 3.I • .28' I .032" ALUM. - i I i -3.0•� 3" SQ. ALUM POST �� 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 -,_�ALUM. ALLOY 3004-H36 HEIGHT LIMITED TO 3" SQ. STEEL POST 10'-0" MAXIMUM. F /ASTM A653 GRADE 50 CP60 I T=12 GA. ASTM A653 SS GRADE 50 G60 3.0~ .032" ALUM. 3" SQ.x0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 G60 7.875 T=12 OR 14 GA. ASTM A653 SS GRADE: G60 0.625" Yx8"x0.042" BEAM M W/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 3"x8"x0.042" BEAM W/ 12 GA. STL. INSERT N ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. COLUMN'/.POST TYPES D.024" 1 0.032• 0.042" PLASTIC \ PLUGS \\ 6.5" - X10 SMS @ 24' O.C. EA. SIDE L2.0" I 3.e 2.0- 3" SQ. ALUM. POST SIDEPLATES ALUM. ALLOY 3004-H36 OR EQUAL 0.3 jf DBL. 3"x8"0.042" BEAM W/ DBL.' 14 GA. STL. INSERT INS=Ri ALUM. ALLOY 3004-H36 WHERE OR EQUAL OCCURS --1 DBL. 3"x8x0.042" BEAM -� - �•. W/ DBL. 12 GA. STL. INSERT 6.656" P"-ALUM, ALLOY 3004-H36 0.110" OR EQUAL - NOTc: WHERE 12 ANG 1t GA. STEEL INSERTS OCCUR AS - SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE YxB" BEAM. SPLIT W HEI OCCUI 0.( T HEADER BEAM TYPES C 4" I -BEAM ALUM. ALLOY 6063-T6 () K ) 3" r.8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL 0 D 4.5" MAG GUTTER ALUM. ALLOY 6063-T6 a.o" MAX L , _2DBL. 311x8"x0.042" BEAM ALUM. ALLOY 3004-H36 -I 1.00•+ r 040" ALUM. -T .048" STEEL 3.0~ 3.I • .28' I .032" ALUM. - i I i -3.0•� 3" SQ. ALUM POST �� 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 -,_�ALUM. ALLOY 3004-H36 HEIGHT LIMITED TO 3" SQ. STEEL POST 10'-0" MAXIMUM. F /ASTM A653 GRADE 50 CP60 I T=12 GA. ASTM A653 SS GRADE 50 G60 3.0~ .032" ALUM. 3" SQ.x0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 G60 7.875 T=12 OR 14 GA. ASTM A653 SS GRADE: G60 0.625" Yx8"x0.042" BEAM M W/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 3"x8"x0.042" BEAM W/ 12 GA. STL. INSERT N ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. COLUMN'/.POST TYPES D.024" 1 0.032• 0.042" PLASTIC \ PLUGS \\ 6.5" - X10 SMS @ 24' O.C. EA. SIDE L2.0" I 3.e 2.0- 3" SQ. ALUM. POST SIDEPLATES ALUM. ALLOY 3004-H36 OR EQUAL 0.3 jf IV INS=Ri T=0.125' WHERE ALUM. OCCURS --1 ALLOY 6063-T6 6.656" 7 0.110" TYR 1.75"-I 4.0" F 7" I -BEAM ALUM. ALLOY 6063-T6 (16�w/ (1) "C" INSERT ALUM. ALL 6063-T6 H W/ (2) "C" INSERTS ALUM. ALLOY 6063-T6 NOTE: WHERE 'C' INSERT OCCURS AS SHOWN IN SPAN TABLES, IT SHALL BE INSTALLED THE FULL LENGTH OF THE 7" I -BEAM. 0.075" 3.0" TYP 3.0" MAG POST ALUM. ALLOY 6063-T6 NOTE: EACH HEADER BEAM TOP AND BOTTOM FLANGES SHALL BE CUT AT EACH INTERIOR COLUMN WHERE 3 OR MORE COLUMS OCCUR, DO NOT CUT FLANGES AT END COLUMNS. H) =3"SQ.xt=0.250" �i )=3"SQ.xt=0.313" =4"SQ.xt=0.188" K)=4"SQ.xt=0.250" SQ. STEEL POST ASTM A500 GRADE B Z ir w z z z w N L w r Q L U L) m O c < cr n U G Q Q Z z J w wo< fL a w w L) 2 c U < o O Z U<ci J Z O< r U Er E 0 O U wN aw z < 7 < w� m C w0 4 U LU 0v LL U @I 2 , O m En U z Qzwwm w FtlJ-Q� cnj <0.21 Yovoe (D _ 4 w(L¢� o�Z� OQae - tlOmm r w _ C0 w z� 4 o Z =0m zS2. ww 3uia> < U w 00 Ln it V) rn rn e o LL # O w o w � u a a cr A3,I I RAMIN(j AN(;I.f .:;FF 1 AHI.E 2 FASTFNLRS. SEF (ABI -F 3 R.F. OR EXT HANGER CHANNEL, 2X OR 3X RAFTER, BRACKET CA!,D 1 Ilvv L cUUCK UH WALL _HANGER & EAVE CONN_E_ CT_ 10_N_ DETAILS NOTE: WHERE COVER CONSTRUCTION INCLUUCS DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS ') 'F'_ (f_I WALL I COVER LOADS OPENING PROJECTION I 3/16 ;;T1[I. NOTE FiRACKf I ::,1N 111 ! r)(:n fl I REQUIRED TO VERIFY ADEQUACY OF THE EXISTING - - _ 8" (' 114-0 1 101 L-S.IYP ANYWHERF ON FAV( STUD WALL FRAMING WHERE ONE OR MORE OF THE t0. 2u psl ' p :' 18. 0 F -NOTE PROVIDF WATER FOLLOWING CONDITIONS OCCUR: 30. 40 6 50 ps1 > 6' I > 14• () FYr' BRACKET PROTECTION. M -7AL FLASHING 1 AT EVERY 2x — CAUCY. JOINTS AND SLOPE ALUM. PANEL 2Y, OR J EXIST. RAFTERS AT 3x ALUM RAFTER \ 74' U C A1' ROOF EXIST FASCIA BOARD LUSL — OF FASTENERS - OVERI IANG ALLOWABLE PROD. EXISTING EAVE X FULI. DEPTH TO BEAM r -� OVERHANG '/FOOD SCAU, SEE TABLE 1 (24" MAX.) I WHERE OCCUW;. yI SEE TABLE 2 EAVE CONNECTION (-A 1 EXlt;'rING ROOr (IVF -I'll 1AN(7 DESIGN I DADS RDI = :1 psi (MINI Ir) It 141 (MAX) RI I - 20. '1 , :10 4D, P. );(I p!;( 2 F..Xl`i'I'INC RAF rrR At I OWAIILF II( MDING ;;TRrS:; it; :;mo p•a TABLE 1 LEDGER OR WALL I (ANGER WITH FASTENERS ), PER TABLES 3 & 4 2x WOOD STUD OR I-MIJ N j, I CONCRETE WALLI �(1./ 3 Y; I IY/ I � 1"MIN Y WALL CONNECTION NO 11- WALT L1=DGER IS NOMINAL LIJMI3ER SI7_E "J'x6- (A'F 2'x(i MINIMUM IIAI- (ERS). NOMINAL 2'z71' (A)' :1'x11- MINIM(1M RAFTER.`:) OR KILN -DRY WOOD -FILLED "1'x6 Y; OR 3'x0' ALUMINUM SECI IONS TABLE 2 - 0 // TO DRAIN (Ol"I IONAL) - EXISTING EAVE ALLOWABLE PROJ TO BEAM OVERHANG SEE TARI.E 1 (24" nniiY.j 1 , �I� ..i I_r 'J.xG Ult i,nl fl)r;La< �AFJIR�l I (3)!l A NOTF I'I.A(T -SIKA FLEX" OI( SIMILAR MATFRIAI Rr I WFFN FIRACKE'I AND COMP No I'( IJI.AC:KF I MAY I IF SHINGLF HOOFING TO PROVIDE SEAL MOHN'rCU (!CLOW kAl I Ik W/:,AMI' CONNC- CTION';; C �ALTERNATE EAVE CONNECTION ONNECTION NOIF 1�11:D(-iAll ISI.IMITEDTORC1DFN1IAI IN :; I AI I A I IC )I.15, WITH A 10 psl MAXIMI.IM DESIGN LOAD TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL EXISTING OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG \ ;r: i.. ,• MAXIMUM PROJECTION -- - •,; -� FRAMING MEMBER P (A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS i = '.�;�` �7��`. COVER AT ROOF WIND SPEED (MPH) AND EXPOSURE (B) (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL !. ^'art' i LL/SL OVERHANG 110, B 110, C 120, B 120, C, 125'-4" 130, C _ .. I ... - - ' " ,....• - . ;.� 2" x 4" FULL 26'-0" 26'-0" 26'-0" ' 25' 2" - F L.L. 20 PSF L.L. 25 PSF S.L_ -.-.—. 20' 7" Q = _ __ _ __ 40 PSF S.L. 50 PSF S.L. S _ _ 30 PSF S L' L• -•' j 2" x 6" NOTCHED 26' 0" 26'-0" 26'-0" 2�'-7"21'-2" m o EIXP. B & CUWIND SPEEDWIND SPEED WIND SPEED WIND SPEED WIND SPEED r 2"x6" FULL OR - — _( )(EXP. B & C)(EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 0 26'-0" 26'-0" 26'-0" 26'0" 126'-0" tr _ - -- - - 2"x8" NOTCHEDi— 110 120 1130 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) i (A) (A) (A) (A) (A) (A) I (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) _ - 6' (A) (A) (A) (A) (A) (A) (A) (A)- (A)' (A) (A) (A) (A) (A) (A) (g) (B) (g) 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (g) (B) (B) 2" x 6" NOTCHED 26'-0" 26'-0" 7' (A) (A) (A) (A) 26'-0" 2O 2x6 FULL OR --- -' 8' (A) (A) (A) 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26-0" 26-10" - 26-0" ( ) () ( ) (B) (g) 2"x8" FULL OR 26'-0" 26-0" 26-0" 26-0" 26'-0" 26'-0" 2"x10" NOTCHED 11 (A) (A) (A) (A) (A) (A) (B) (g) (g) (g B B B B B B 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" ) ( ) ( ) ( ) () ( ) ( ) (g) (g) �S 1. (;F"'!t 2" x 6„ NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-D" 26'-0" 12' (A) (A) (A) (A) (A) (A) (B) (g) (g) (g) (B) (g) (g) (g) (B) (B) (B) (B) 2"x6" FULL OR 25 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 r+"WtI 2"x8" FULL OR AND ROOF PANEL RAIL TO FASCIA '.:9,y l 2"x10" NOTCHED 26' 0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" OR LEDGER TO EXISTING WOOD STUD WALL FRAMING I ;,i. 2" x 4" FULL 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" 1_6' 0" (C) (2) Y4 (D) LAG SCEWS _ _ cn ; x 6" NOTCHED 10'-10" 10... W 10=10" 9'-2" D) %u" DIAMETER LAG SCREW „ 93 ---- (E) -'/" DIAMETER LAG SCREW ��LL �. = ::,..'-`- ! : ^-"' 30 2..6" FULL OR — — - 2"x8" NOTCHED6 0' 26' 0' 26-0" 26'-0" 26-0" 26-0" -- - -- --- r 2"x8" FULL OR fr 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. MO i H4o L ..r!r' 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'- 0" F � WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED 2" x 4" FULL 1 1'-7" 11'-7" 11'-7" 1 V-7" 11'-7" 11'_7" 3 (EXP. B & C) (EXP. 8 & C) (EXP. B & C) (EXP. B & C) (EXP. B & C (EXP. B & C) 2" x 6" NOTCHED 15-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" ~ 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 40 2"x6" FULL OR 191-6" 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 5' (C) (C) (C) (C) (C) (C) (C) (C) (C). (C) (C) I (C) (D) (D) (D) (D) (D) (D) 2,x8,. NOTCHED 6' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 2"x8" FULL OR 2"x10" NOTCHED 26''0" 26'-0" 26'-0" 26'-0" 126'-0" 26'-0" 7' c ) ( ) (C) (C) I (C) I(C)I (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 2" x 4" FULL 8' 11" 8' 11" 8'-11" 8'-11" 8'-11" 8'-11" 8' (C) (C) (C) (C) (C) (C) (D) I (D) (D) (D) I (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 50 2„x6" FULL OR ) ( ) ( ) ( ) (E) (E) 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) 2"x8" FULL OR 11' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 2"x10" NOTCHED 20'-9" 120'-9" 20'-9" 20'-9" 20'-9" 20'-9" ) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) ThinkPad\DuralumllAPMO 019515.21-14 Submit1a15.21-14 A S.dwg. 8272014 11:45:12 AM. CuIePDF Wrier, 12' (C(E) (E) TABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS = WITH 6 -INCH MIN.THICKNESS N O COVER NUMBER AND TYPE o LUSL — OF FASTENERS - o <z 10 ), 0 SIMPSON S FHONG-BOLT 2 SSAl O 1i J- m p co ;it 20 );, 0 SIMPSON STRONG -BOLT 2 SS AT 40' O.0 (a.b) > = — o¢ ZcJ Y> 0 SIMPSON STRONG -BOLT 2 SS J < p Al 46" O.0 (a.b) w z �o W 30 ), [� SIMPSON STRONG -BOLT 2 SS z z AT 36' O.0 (a,b) O 40 Ye O SIMPSON STRONG -BOLT 2 SS AT 36' O.0 (a. b) E s 50 Y2*0 SIMPSON STRONG -BOLT 2 SS > m AT 24' D.C.(a.b) m m s U tai @) fn Z 2 C FOOTNOTES TO TABLES 3 8, 4: a. EMBED ANCHOR 3" MINIMUM INTO Naf ow LL CONCRETE WALL AND INSTALL IN °J a >< ACCORDANCE WITH ESR -3037 L) 3 a r b. USE 3" SQ.x%" STAINLESS STEEL ° a WASHER WHEN INSTALLING NEW a = " comm WOOD LEDGER AGAINST EXISTING CONCRETE WALL. uj c. WHERE ROOF PANEL RAIL OCCURS, USE Y" DIAMETER LAG SCREW IN z_ "' e W. LIEU OF (2) %" DIAMETER LAG — om Z � � u, SCREWS. 3wJ" < > oocoa: oLL LL � o 0 w co o '- w IL = (n HANGER CHANNELS AND MOUNTING BRACKETS I FASTENERS, I T=.060" TYP. ' ' o 2.740" + i SEE TABLE 3, SHEET 4 I W 1 w i z ' FASTENERS, 1.50" SEE TABLE 3 SHEET 8\300" 07B T=.060" —) IOTC W c,3•ALUM. 300 H36 .06 �y„R_,633f OJIFASTENERS m °'SEE TAB E 3 SHEET 8 E c '� FASTENERS, —t 0 Q c < 1j 50f 01(2)90” p A. SE-- SHEET 4 -,\ 0 * x � z 0.04" _ - �� 205" No .563" .281" -- - - .200/ 3' w o 2 c`7 Q CONTINUOUS A- RAIL a w U ROOF PANEL (WHERE OCCURS) i° o mSTENERS - 0 L) N C' ofEET8 - �TE TABLE 3 3 3' z FASTENERS, w�_ FASTENERS,�°SEE SHEET a ALUM.ALLOY 1.880' SEE TABLE 3, SHEET46063-T6 ALUM.ALLOY ALUM.ALLOY21.75AL6063-T OY. 6063-T6 6063-T6 u 6063-T6 OA ROLL FORMED B EXTRUDED HANGER / CONNECTION OC I.R. HANGER "H" BRACKET HANGER O as o2 N G NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED c AT ROOF LOADS EXCEEDING 30 psf. 10#L,L=(2)#14 SMS EA. SIDE 1 112" BEAM SPLICE TO o (3) �2"B LAG SCREWS 20#,25#,301f L.L.=(3Jar14 SMS EA- SIDE ' J � #14 SDS, 40#,50# LL.=(4)#14 SMS.EA. SIDE L OCCUR DIRECTLY OVER 5/8" 0 PLASTIC ON POST. NOT PERMITTED PLUG WHERE o 1 3 PER SIDE — — _ I _ _ _ _ @ 2 -POST UNITS SCREW IS INSIDE J o _ ' 3/4" OR 1 1/2" @ 6 sCREws PER SIDE 5" I b" #14 SMS MAY Q f I 2" x 61/2" OR - BE USE AS 3 3" < 1 5" MIN. 3" x 8" ALUM. 3.5" 3.5" ALTERNATE TO 101 RAFTER _ 1/4"0 BOLTS 3.5" 3.5" ¢"oZN 3/4" OR 1 1/2" - --- - -- - ---- 8" BEAM > w s a \ 3"x8" ALUM. — _— _ — _ — — _ 43"SO. 5^ o-Qy �`W< HEADER u-BRACI�T OR 2 inG LLW EXISTING WOOD STUD FRAMING SEE NOTES (E) STUCCO BELOW— 6 1/2" SIDEPLATE EA.(E) STUCCO 3"x8" ALUM. SIDE SEE POST SCHED2Y 2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L.=10 psf RAFTER 2 EACH 112"0 x 3-1/2" LAG SCREWS L.L.=20, 25 and 30 ps #14 SMS EA. SIDE PENETRATION 2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf TOP, MID HEIGHT fE BRACKET POST BETWEEN SIDE PLATES(2" MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM.8 NOTE: LENGTH OF LAG SCREW SHALL PROVIDEM THREADED PORTION OF SHANK COMPLETE. NOTE: USE LEDGER WHERE RAFTER SPACING SEE LATERAL FORTE RESISTING SYSTEM, SHEET 11 0 PENETRATION INTO EXISTING CORNER STUD. EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8. g o in U Z 2 3 BEAM TO POST CONNECTION 8 HEADER BRACKET 2 RAFTER TO STUD WALL CONNECTION J 1 1/2" OR 2"LATTICE #8 S.M.S. S.M.S. EACH SIDE ALUMINUM MEMBER WITH w a a " ALTERNATE 1/2" DOUBLE RAFTER- EXISTING WOOD FILL OR DBL. 3"x8"x0.042 BEAM z- #8 o PLAN 2 LATTICE i 1/2" OP. 2" SHEATHING U a S BOLT CONNECTION \ I NOMINAL LEDGER OP, DBL. 2"x6.5"x0.037'/0.042° BEA O Q a ALTERNATE :J (NEW OR EXISTING) a o m 4414 S.M.S. EACH I c �� SEE NOTE, DETAIL B, RAFTER TO COL. N 3 SHEET 8 I o I - xo CONNECT. (8 -TOT.) 2"x6.5" OR 3"x8" RAFTER u' �\ -- ° ° w ~ ALTERNATE: 1/:'." BOLT "' _ ° w Wow ow.. \ �- FASTNERS. SEE TABLE 3. > � o m 4.5' 07 6" ALTERNATE: m �� SHEET 8 z w 2 #14, S.M.S. EACH RAFTER 3 W J n (} . ; 5/8" 0 ACCESS HOLES it < < W it TO COLUMN CONNECTION c' - < o w INSTALL oofnc ~— 0 l (4 -TOTAL) ;r LONG SDS C EACH 3"x 3"STL.POST (24"j ° �•, \., ALTERNATE : I - ', `� 3 SO.. OST HEADER TO COLUMN INSERT A77 ACHED OR —(2)-2x6.5" OR I ALTERNATE: o I (12 3"x 3"STL.POST COLUMN `I (2)-3"x8"HEADER I I.• — (2} 2x6.5" OP, (2) 3"x8"HEADER I — , STUCCO R EQUAL �S� CONNECTION) PER o �.,` / EXISTING FOP. FREESTANDING ( `` " C"00 — (2)-1/2"BOL — ALTERNATE: _ --fir— 3„xl"x0.024 (1) - 112" BOLT OP, i 2.5" PENEINTO EACH WOOD STUD . C "-/ w(2 2"r. E.5' SIDEPLATE CONNECTOR #14 S.M.S. EACH Rkr lI =R O w w I EXIST. STUCCO/ LEDGER E DBL. -RAFTER / DBL. HEADER CONN. ' I STUB COLUMN TO DOUBLE HEADER CONN. 5� I ATTACHMENT DETAIL 6' 4 4 w N I`�hi�U••1Hr•.` � •�. I` -(-)I I IAAKI / f7 r1C-T rpt 111r -A ter - t_ IVIUUIN I H.Nu' FUUTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS TABLE 1 TABLE 2 ATTACHED ONLY ATTACHED AND I (^Iia 4KSMS EA 3-30 POST POST FOOTING &ANCHOR BOLTS FREESTANDING - STr::ra r'Ocrl ON( Y OR 1/?" M.11 iI II'tOUGI I PUC'( i U;iF f'0 ; I' 1 YPF ! I ALUM'"1"Pi nI USE WITH POST ALTERNATE FTG. / F. c;. r1. I..I OH K - I'C)Cl fYPf- li.c.6.(:.1:) OF? E. I FOOTING SIZE SINGLE POSTS CUUE SIZE SO 18• DEEP CuBF FIC I I "'f" IaItACKF l Uft 9" $O_ _ BOLTS EMBE - - - - I 1U" 18";40 InAnE r'I n'I'F ll,,^, f' 'P,I'(H 1! � DI:h'Thl OF I , L,r ') " , 1,' I I,J OR K ! t°S 20" 71" SQ FOOTINC Oft I..•- 1'7" ! I,.I:f iAlil f 1 ' ' ---r -"'"" I 1:" MIN E:M111) lin BRACKET IU ;iIAB � � :3- R 7e' CUUF.0 (11 t7p v:'•In :1 1th• 1Z" 'L 5" SO I I(j" ' 9 1/2" MINIMUM DIS-IANCf TO 'F _ / EDGE Of SLAB !♦ - - - - 0 'l..i' . 30' CIIDED (21 (4p 1/2'171 :1 t/e• _ / 33" MINIMUM DISI ANCE FROM I .1 — - 2 26" 32" SQ I - -...__ _.. - I- •,.. (I�° �n p 1.1 � F , SI.AI3 CRACK TO COLUMN � � �I"' h7 � � I. i !' (1 %u" MIN. EMBEDMENT)!) n .la' CUBr:n (2) 14hst8'0 e' - w Z DErTH - 30" 39" SO. 28' w� Q 3;; :14- 01111 f:D ('1) (ej.3/e'O 4 Jl4' 32" 1 .. 43" SQ. 30" SLAB SHALL BE IN POURED CONCRETE - - (1)-112"OM.S. a 1 a0 - 4P CUBED 34" 47 So. 32' x9" LONG, 1" ;o° - 4 I Q GOOD CONDITION I FOOTING SEE TABLES (2) (a)�ue (4 -- a ate' FROM END • ' 1 ' ^ w I 36" 51" SQ. 34" p 1 (� FOR SIZE -/ �' NOTE BOLTS SHALL BE SIMPSON STRONG HOI I ! GS OF POST Z 3 1/2" MIN. SEE FOOTING I 38" 55" So. 37" IN BEAM SPAN TABLE I- _ I (ICC -ES ESR - 3037) - — POURED ounitl 40• SQUARE. SEE FTG. `� 1) MAY USE EITHER STEEL 'F BRACKET OR _ . 60" SQ:_ 39' CONCRETE FOOTING SCHEDULE IN BEAM ALTERNATE FREESTANDING BASE PLATE '12" 6.1" SO 41" SPAN TABLES EXISTING SLAB - POSTS TO CONC. FOOTING ATTACHED COVERS ONLY 2) REOuIRE,; USE OF ALTERNATE FREESTANDING I , 44 69" So I 1:1 ATTACHED COVERS ONLY BASE PLATE I Ct➢u 1:001INGom:116"51AlI i )SQUARE POST EMBED. INTO FOOTING ALUM. ALLOY 3.00" OR 6063-T6 X 2.40" 0A1.375" _.:75" 0,1 . '�; - r.•,: �� x x INSTALL 1%" 1 •090 TYP. z Viz., /e„ HOG WASHER PLATE AT ANCHORS FOR 130 MPH NOTE: CONCRETE SLAB ANCHORS SHALL BE DIAMETER SIMPSON STRONG -BOLT 2 SS (ICC -ES ESR -3037) ALUM "T" BRACKET ' C ThinkPad\DuralumUAPMO 019515-21-14 Suomittal%5-21-14 A 5.dwg. 6/27/2014 11:4556 AM. CutePDF Wnler, 2.0"-- -� -I � 7/16"0 HOLE I ----' — FOR 3/8" MB 56" ASTM A500 GRADE B \ f TALL 1%" x 1% Y "x " HOG \1'1L5" (INSWASHER PLATE AT ANCHORS I I .75" I_— •-� .157"- - TYP.J.=- USE FOR 3" OR 4" I 1.75" _ STEEL POSTS 5.50" q2 -5/16"O HOLES NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. STEEL "T" BRACKET D 2 FLANGES 2 1/8" APART 2.5" 75"t BASE FLARES TO 3"WIDE EA. -SIDE OF FLANGES FOR 3" POST, 4" WIDE FOR 4" POST 1-7/16"0 HOLE & 2-3/8" HOLES TYP. EA. SIDE (3)-3/4"0 E FOR POST TYPE F. G, H. I, (4)- SS316 3/4"0 STRONG -BOLT 2 SS STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) INSERT TO\•\ _ BASE PLATE 3/16" POST — s' INSERT - 9" SQ.. X 5/8" THK. JI I - THK. BASE PLATE (ASTM A500 GRADE B STEEL) II 1Y" l 6%2" 1 1%„ WELDED STEEL BASE PLATE A\L_ I IzNNA I E FREESTANDING BASE PLATE ANCHOR 3" OR 4" SQ. INSERT x 0.188" ASTM A500 GRADE B STEEL 10 w 2Z - N .R G V C Q GF � ow c G Ir o a z LL ZZo 010 U Z.; G wZ w r U) z in a) m v 4b 0 0 Ir o Z w a w a = 1 Ci`.0 n G CD r I J co n LON ATTACHED 8 FREESTANDING SOLID COVERS - 25 PSF SNOW LOAD - 110,120,130 MPH - EXP. B & C a �U z z 0 U U 9 U 114. 1". 10 g _11" 23 11'-0" 34 10-2 24 10'-8"0 225 1 - 11-310'-8" 333 H 12 411' 7" 26 11-211'-0" 335 3"x8"0.042" BEAM 44,x" 228 14'-10 28 DBL. 3"x8"x0.042" BEAM 15'-9i 229 E DBL. 3"x8 "x0.042" BEAM 11' e 1 8'-5" 21 E 10'-8" 35 9'-8" 22 E 10'-3" 34 H 11'-211'-2" 25 3"x8"x0.042" W/ 14 GA. BEAM STL. INSERT E E , W/ 12 GA. STL. INSERT K 16'-616,-3" 230 W1 DBL. 14 GA. STL. INSERT p� W/ DBL. 12 GA. STL. INSERT 10'-910'-9" 226 E 10'-910,-6" 335 10'-2" 33 10'-3" 34 13':F ---g„ 228 E 13'-93 6" 338 K 15'-115=1" 229 E 15'-14'-8" 339 K 12' N E 15' 4'-10" 338 8'-0" 21 11 10'29'-8" 335 ( N.P. 12' 8'-0" 24 E E 9�" 7 H 00 O 6" 36 ATTACHED SOLID FREESTANDING SOLID A rTACHED SOLID FREESTANDING SOL/D ATTACHED SOL/D FREESTANDING SOLID 15'-1" 39 K 12' FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID 10�2"35 9'-4" 23 w N o_ ATTACHED SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID C Fr FTG. 13'-1" 37 MAX.POST FTG. MIN, MAX.POST FTG. MIN, MAX.POST FTG. MIN_ MAX.POST FTG. MIN. MAX.POST FTG. MIN. j o c MAX.COL. y ~ MAX.POST FTG. MIN. MAX.POS7 FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POS7 (IN.) MIN. POST SPACING (IN.) I POST SPACING I (IN.) IPOS7 SPACING (IN.) I I POST SPACING (IN.) POST SPACING (IN.) I POST TYPE m � c UO SPACING m SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) I POST SPACING (IN.) I POST SPACING I TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) 32 MIN. POST i � B ON SLA � (SPAN) (1) TYPE SPAN (SPAN) 1 O TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) 15'-1" 31 G 331 E 1 224 19'-10 25 21'-2'0.8" 4 333 F 23' _ 22 E 23'-2" 34 I 5 5 13'-10 21 �' 14'-1" 19 14'-1" 23 15' 9" 31 (SPAN ) ( ) 14' 3" 19 C 15'-14. 331 (� 16'-616 202 E 16'-616: 1" 1'-2" 35 G 21' 2" wppz > w z E 21" 227 E 12'-1 20 H 23'-2" 25 13'-1" 20 22'-8" 34 H 15'-1" 21 °J° c 10' 4" 5 14'-1" 21 C 15'-4" 31 10'-4" 14'-3" 21 C 8„ 9'-0" 6' 6" C 13'-8" 31 E 332 H H 19 4'9 225 14'-10" 24 19'4" 334 I 21 226 E 1 19'-819-4" 228 I 6 K 7' a«m 12'-10" 19 11'-3" 20 14'-4" 32 G 13'-113'-1" 222 E 13'-93 331 G 15'-l"5'-1" 223 E 15'-11"4: 8,,. 19'-8" 26 G 4" K E 10" H 21'-2" 7 11'-1" 22 10'-7" 21 20'-8" 12'-8" 32 12'-7" 33 H 11'-10" 24 11'-4"1 224 EL L 12'-0"1 332 6 12 10 22 E , 14'-1 " 32 E 16'-16'-0" 335 I K 1 18'-418-2' 229 6' 18'-47-6" 36 K 8 11'-8" 25 14'-0" 33 10'-6" 22 18 -0 22 12' 10" 333' 18 0 335 -4" 1. - 19 819 226 E - 19 8 3635 K 7 Q L K 17'-4" 26 11'-3" 20 E 9' f -{ 13'-112'-7 227 -1" 20 E 12'-9" 32 32 G 14'-0" 14'-0" 21 23 E 13'-8" 33 H 18'-0" 26 E 7 7,. 11' 0" 26 10'-8" 23 I _8„ 12' 4" 24 9 2 36 H 15 194'-6" 229 E 0. 270 1 416,-8" 31 E 11'-3" 22 9 Ln Q 7'-0" 9 12' 1" 22 H 12'-6" E 10' 4" 33 H 11' 3" 27 13' 4 333 1_ 10, 6 226 16'-16 336 K 18 418,x, 227 E 18'-48-0 337 K 8 ~ 34 10'-7" 20 11'-T'0 1334 I 15,-1,'13'-8" 230 E 14'-10;' 336 K 11'4' 213 E 12'-01 333 H G 13'-113' 1 224 E 12'-9" H H 16'-10' 10'-7" 9'-10" 33 E 4" E 1 H ! 10" I e T-6" 8, 10 -7" 22 E17711 I 9'-9" 11'11" 2 11'-2" 25 8„ 11'-1" 35 14'-4" ' 27 E 224 28 32 12'412-1" 334 15'-195-10' 227 15'-10-6" 336 K 17'-417-4" 228 E 17'4"7 337K 10'-2" 28 9'9 }ted i 10'-3", 3 13'-2" 3 9'-5" 20 E 10'-8"0'-8" 223 E 11'-1"1 333 H 12'412 4 E 1 10, a., 25 H 10' 7' 35 E ,3'_7" 38 15'-1" K 29 i4'-6" 32 ; E 14'-10" :39 13'-10" 38 K 12 0„ 2L ! F 9'-10" � 7'-0" 9' 5 " 23 H 9'-9" 28 I 9'-10" 35 12'-7' 31- i2'-8' 1" 225 11' 9"1'-6" 334 15 227 o 1. 15'-14'-8" 337 K 16'-616,-6" 228 E 16'-6"6 338 K 10' 8'-11" ZO E 11' 3" 34 H 0'-2" : .: 21 E 10'-9" 0' 6" 34 34 H 11'-911'-9" E I 15'-1" E 1„ a �U z z 0 U U 9 U 114. 1". 10 g _11" 23 11'-0" 34 10-2 24 10'-8"0 225 1 - 11-310'-8" 333 H 12 411' 7" 26 11-211'-0" 335 11'-8" 34 44,x" 228 14'-10 28 14'-4'4'-1" 337 K 15'-9i 229 E 15'-9"5�" 338 K 11' e 1 8'-5" 21 E 10'-8" 35 9'-8" 22 E 10'-3" 34 H 11'-211'-2" 25 E 11'-911'-0" 226 m m E E I H 5' 1'4'-1" 228 5'-9" 15'-14'-3" 336 K 16'-616,-3" 230 E �2 N.P. 11 8. 5" 23 10'-6" 34 9'-8" 24 9-4- 225 E 10'-0" 34 9'-109 35 I 10'-910'-9" 226 E 10'-910,-6" 335 10'-2" 33 10'-3" 34 13':F ---g„ 228 E 13'-93 6" 338 K 15'-115=1" 229 E 15'-14'-8" 339 K 12' 11 �o E 15' 4'-10" 338 8'-0" 21 11 10'29'-8" 335 ( N.P. 12' 8'-0" 24 E E 9�" 7 H 00 O 6" 36 13' 9" 26 13'-9" 38 15'-1" 27 E 15'-1" 39 K 12' >J ATTACHED SOLID FREESTANDING SOLID 10�2"35 9'-4" 23 w N o_ ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID C Fr E 13'-1" 37 K 14'-10" 31 14'-3" 38 FTG. MAX.POST FTG. MIN. MAXPOST FfG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. y ATTACHED SOLID FREESTANDING SOLID >�`4 cn 0 O LL m MAX.pOST FTG. MIN. MAX POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG.KIN MAX COL. MAX POST FTG. MIN. MAX.POST ((N;) MIN. POST SPACING (IN.) (TYPE POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST TYPE SPACING m SPACING (IN.) POST SPACING (IN.) POST I SPACING (IN.) POST SPACING (IN.) (PANG (IN) ) (1) E (SPS) TYPE (SPAN) (1) (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) MAX.POST FTG. MIN. MAX.POST FTG. MIN. ON SLAB (2). (3) t- (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) = ~ MAX.POST MAX.POST FTG. MIN. 32 MIN. POST V-2" 23 MIN. 21'-2" 34 POST 23'-2" � 23 E 34 23'-2" I 5 m ED Q o N 14'-1" 20 oTYPE m 15'-9" 31 G 14'-3" 20 C 15'-1" 31 G 16'-6" 21 E 16'-6" 15'-7" 32 G 19'-10 25 E 20'-1" 34 F 22'-10" 26 TYPE 22'-0" 35 .15 z �, „ 10-4 5 13'-10 21 �' 15'-0" 32 TYPE 14'-1" 23 (SPAN) (1) 14' 3" 31 (SPAN ) ( ) 16' 3" 24 32 G 19'-4" 23 19' 4" 35 I 21'-2" 24 E 1'-2" 35 I 6 wppz > w z G 21" 227 E 12'-1 20 E 14'11" 32 G 13'-1" 20 E 13'-9" 32 G+ 15'-1" 21 E 15'-1" 14'-3" 32 H 18'-2" 26 E 18'-4" 34 H 20'-10" 27 10'-4" 20'-1" 35 14'-1" 13'-6" 23 C c°, < fn m 9'-0" 6' 12'-1" 22 C 13'-8" 31 E 12'-10" 23 H H 13'-1" 31 19'-17'-9" 335 H I 14'-10" 24 E 20'-109" 6" 336 I J 8'-06-9" 227 w o w .. Z' 5 18'-17-1" 335 19'-819-4" 228 E 19'-8"8.-7" 336 K 7' a«m G+ 9'-0' 11'-3" 20 11';8^ 24 E 13'-4" 33 G 12'-1" 21 E 12'-92-1" 332 G 14'-013'-9" 225 E 14'-013,3"1333 H E 19'-8" 26 1 19'-4" 36 K 7c I °<cm 8'-0" 7 11'-1" 22 10'-7" 21 E 12'-8" 32 12'-7" 33 H 11'-10" 24 11'-4"1 224 E 12'-0"1 332 H H 1312'-10" 226 E 13'-12 4" 333 H 6'_15°�^ 227 E 16'-16'-0" 335 I K 1 18'-418-2' 229 E 18'-47-6" 36 K 8 11'-8" 25 7'-6" 8' 10'-6" 22 E 11'-10" 33 12' 10" 333' 2„ 229 -4" 1. 181 23 12'11" 34 8 15'-10" 24 15'-1 36 K 17'-4" 26 E 17' 4" 37 K 9' f -{ 13'-112'-7 227 9'-5" 21 11'-1 34 H 10'-8"0 225 E 11-310'-8" 333 H 12 411' 7" 26 E 11'-8" 34 H 14'-10 28 E 15'-1" 36 17'-2" 29 16'-6" 37 e 7'-0" 9' 9'-3" 23 21 E 11'-2" 33 11'-3" 34 H 7" 10'-2" 22 E 10'-9" 34 H 11'-911'-0" 226 m m E 11'-9"1 -2" 334 I H 5' 1'4'-1" 228 E 15'-14'-3" 336 K 16'-616,-3" 230 E 16'-6"5 -7" 337 K 10' N. P. 10' 8'-9" 23 _5" 22 E 10'_g" 34 10'-8" 35 10'-0" 25 9'-8" 23 E 10'-2" 33 10'-3" 34 H 11' 210 227 E 11'-210'-7" 335 I 4 3' 4" 229 E 14'-4"3 8" 337 K 15'-915'-6" 230 E 15' 4'-10" 338 K 11 o c� " N.P. 11' 8,�„ 2g E 10'-0" 34 9'-6" 26 9' 8" 34 6" 36 13' 9" 26 13'-9" 38 15'-1" 27 E 15'-1" 39 K 12' z 81_p^ 22 10�2"35 9'-4" 23 E 9'-10" 35 I 10'-9" 24 E 10'-9" 10'-2" 35 I 12'-10" 29 E 13'-1" 37 K 14'-10" 31 14'-3" 38 wFN.P. 12 7' 10" 24 E I 9'-1" 26 9'-3" 34 H 10'-0" 27 >�`4 cn 0 O LL W > w d a ATTACHED SOI FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID a O E N SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED o O ¢ a e FTG. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FfG. MIN. MAX.POST FTG. MIN. MAX.POS7 FTG. MIN.POS MAX.COL. = ~ MAX.POST MAX.POST FTG. MIN. MAX.POST FTG. MIN. POST MAX.POST S(SPAN) ((N)) MIN. S(gpAN) PACING (`N;) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST TYPE m ED Q o N SPACING oTYPE m SPACING (IN.) POST SPACING (IN.) POST SPACING 7(IN.)POST SPACING (IN.) TOPE G (11) TYPE 7YpE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) ON SLAB (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (SPAN) (1) (SPAN ) ( ) E 16' 315'-2" 333 G 21" 227 E 20'-19'-6" 10"336 H J 23'-2"22' 4" 228 E 22'-21'-3" 337 I K 5 (2) (3) 21 15'-7" 32 G 14'-3" 21 14'-13 333 G 16 225 10'-4" 5' 14'-1" 13'-6" 23 C 14'-6" 33 H 13'-8" 24 C 10" H 5'-10" 15' 1" 23 26 E 14'-110-1D' 333 H H 20' 4" 19'-417'-8" 227 E 19'-17'-9" 335 H I 21'2"20' 4^ 229 E 20'-109" 6" 336 I J 6' w o w .. Z' 12' 10" 22 14'-2" 32 H 13'-1" 22 E 13'-7" 31 G+ 9'-0' 6 11';8^ 24 E 13'-3" 32 12'-7" 24 12'-8" 32 14'-6" 9" 33 1 17'-8" 35 19'-8" 26 E 19'-4" 36 K 7c cc m _ - o o 11'-3" 22 E 13' 2" 32 H 12' 1" 22 E 12'-7" 32 H 14' 0" 23 12'-9" 26 E 13' 12' 10" 32 8 E 1"6'-6" 34 18-10" 29 18'-1" �5 I 8'-0" �, 24 3" 32 11'-8" 25 11'-�" 32 12' 10" 333' .H�Lj 16' 229 16 J 335 181 E K 8 Uuj 0 0 10'-710: 9., 225 E 12-6" 3 H 11 -4" 23 E 11'-9"1 332 f -{ 13'-112'-7 227 E 2`-1" H E 16^ 3" . 15'-6" I I -10"' 10 17 7'-6" s 32 11' 0" 26 10'-8" 23 -0" 11'-2" 33 12' 4" 24 E 3A.33 12'-2"11 H 15 194'-6" 229 E 15 8 1336 . K J 270 1 416,-8" 31 E -116 376 16'-0" 37 K 9 Ln Q 7'-0" 9 9'-5" I22 E 11'-�1134 1 H 10'-3" 26 E 10' 4" 33 H 11' 3" 27 �„ I 14'-7" 387 c w f� 9'-0" . 25 1 34 1 i'-9" 24 11'-T'0 1334 I 15,-1,'13'-8" 230 E 14'-10;' 336 K 16'-65'-10" 231 E 16'-315'-2„ K 10' W N. P. 10' 23 E 11 _1 ' j 34 H 10'-2" 24 27 E 10'-7" 9'-10" 33 H 10'-8" 27 E 9" H ! 10" I clj w g'-6" 25 ' 10'-3" , 33 I 9'-9" 10' 1' 34 11'-2" 25 11'-1" 35 14'-4" ' 27 E 14'-2" 37 ' 15'-9" K 28 32 E 15'-6" 38 14'-6" 38 11' a w - S 23 E 10'-7" 35 9'-8" 124 I E 9'-6" 34 H 10'-2" 28 E }ted i 10'-3", 3 13'-2" 3 i 3'-3" i 15'-2" a _ N. P. 11' g'_1" 26 i 9'-4" 33 35 H I 9-4" 27 9' 4" 24 9' 8' 35 11 1 10, a., 25 E 10' 7' 35 3'-9" 27 E ,3'_7" 38 15'-1" K 29 i4'-6" 32 ; E 14'-10" :39 13'-10" 38 K 12 2L ! F 9'-10" � E I' G'-1" f 44' H 9'-9" 28 I 9'-10" 35 12'-7' 31- i2'-8' u o T 1 o • T.:. i2 ..:•.P --+-- • c C!VIL. b,,RNo 184,1<, ThmkPad\Duralum%IAPMO 019515-21-14 6 % 6.5" ROLLFORM fi ALUM. ALLOY 6063 -TG SPLICE WHERE OCCURS 0 075" TYP BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS MAG BEAM B ALUM ALLOY 6063 -TG SPLICE WHERE OCCURS 0.1 r n 4' I -BEAM �. ALUM ALLOY 6063-T6 7" I -BEAM r ALUM.ALLOY 6063-T6 G W/ (1) "C" INSERT �J ALUM.ALLOY 6063-T6 nW/ (2) "C" INSERTS �i ALUM.ALLOY 6063-T6 NOTE: WHERE'C' SPLICE OCCURS AS SHOWN IN SPAN TABLES. R SHALL BE INSTALLED THE FULL LENGTH OF THE 7'I -BEAM. DB L. 2"x6.5"4.042" ALUM. ALLOY 3004-H36 OR EQUAL DO4 DBL. 3"x8"x0.042" BEAM I ALUM. ALLOY 3004-H36 OR EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES EXPOSURE B - FIGURE INDICATES EXPOSURE C WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B 8 C FOOTNOTES TO ALL SPAN TABLES: 1 FOOTING SHOWN REPR 4 0" GUTTER EXT. CLIP SPLICE WHERE OCCURS 0.065" TYP 1---4.00--- -_" --I 4.5" MAG GUTTER ID �� ALUM. ALLOY 6063 -TG 0.032" 6.5" TYP. -{--MAX. DBL. 2"x6.5" x0.032" v ALUM. ALLOY 3004-H36 OR EQUAL ) 14 GA. 7.875- ASTM I A653 SI GRADE 50 G60 0.625' 3"x8"x0.042" BEAM m W/ 14 GA. STL. INSERT 1vl ASTM A653 SS GRADE 50 G60 3"x8"x0.042" BEAM (W/ 12 GA. STL. INSERT ASTM A653 SS GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3'x8' BEAM. ESENTS LENGTH OF 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB EACH SIDE AND DEPTH OF CUBED FOOTING, SEE SHEET 10. SHALL BE THE SMALLER OF THE MAXIMUM SPACING WHERE SLAB OCCURS, CUBED FOOTING SIZE SHOWN IN THIS COLUMN OR THE MAXIMUM POST MAY BE REDUCED BY 6" FOR FREESTANDING ONLY. SPACING SHOWN FOR THE SELECTED BEAM. SEE ALTERNATE FOOTING TABLES SHT. 10 FOR ATTACHED COVERS T=12. GA. ASTM A653 SS Of a = GRADE 50 Gr3O 3.0" > //�� .032` j O m _ ALUM. FTG. MIN. - MAX. ST FTG. MIN O r Z_ F'q.7.0" ON SLAB MAX.POST SPACING (IN.) POST SPACING (IN.) ; PUST m 6.5' JCCURA SPACING (SPAN) 0.042" TYPE (SPAN) (1) TYPE TTP.F--.2.0"-F--MAX.---�-2.0''I (2).(3) Ir 5' 8'-8" 6 8'-8" 1 B B g'_2�.. 28 -j 9' 0" 28 G J 7" I -BEAM r ALUM.ALLOY 6063-T6 G W/ (1) "C" INSERT �J ALUM.ALLOY 6063-T6 nW/ (2) "C" INSERTS �i ALUM.ALLOY 6063-T6 NOTE: WHERE'C' SPLICE OCCURS AS SHOWN IN SPAN TABLES. R SHALL BE INSTALLED THE FULL LENGTH OF THE 7'I -BEAM. DB L. 2"x6.5"4.042" ALUM. ALLOY 3004-H36 OR EQUAL DO4 DBL. 3"x8"x0.042" BEAM I ALUM. ALLOY 3004-H36 OR EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES EXPOSURE B - FIGURE INDICATES EXPOSURE C WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B 8 C FOOTNOTES TO ALL SPAN TABLES: 1 FOOTING SHOWN REPR 4 0" GUTTER EXT. CLIP SPLICE WHERE OCCURS 0.065" TYP 1---4.00--- -_" --I 4.5" MAG GUTTER ID �� ALUM. ALLOY 6063 -TG 0.032" 6.5" TYP. -{--MAX. DBL. 2"x6.5" x0.032" v ALUM. ALLOY 3004-H36 OR EQUAL ) 14 GA. 7.875- ASTM I A653 SI GRADE 50 G60 0.625' 3"x8"x0.042" BEAM m W/ 14 GA. STL. INSERT 1vl ASTM A653 SS GRADE 50 G60 3"x8"x0.042" BEAM (W/ 12 GA. STL. INSERT ASTM A653 SS GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3'x8' BEAM. ESENTS LENGTH OF 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB EACH SIDE AND DEPTH OF CUBED FOOTING, SEE SHEET 10. SHALL BE THE SMALLER OF THE MAXIMUM SPACING WHERE SLAB OCCURS, CUBED FOOTING SIZE SHOWN IN THIS COLUMN OR THE MAXIMUM POST MAY BE REDUCED BY 6" FOR FREESTANDING ONLY. SPACING SHOWN FOR THE SELECTED BEAM. SEE ALTERNATE FOOTING TABLES SHT. 10 FOR ATTACHED COVERS T=12. GA. ASTM A653 SS Of a = GRADE 50 Gr3O 3.0" > //�� .032` j O m _ ALUM. FTG. MIN. - MAX. ST FTG. MIN 3" SQ.x0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 G60 8.0" 0.042" TVP. I^3.0----1 3"x8"x0.042" BEAM n ALUM. ALLOY 3004-H36 OR EQUAL u /_T=12 OR 14 GA. ASTM A653 SS GRADE 8.0' 50 G60 .042" TYP.' 4.0"_F --3.0"---1 DBL. 3x8"x0.042' BEAM W/ DBL. 14 GA. STL. INSERT ASTM A653 SS GRADE 50 G60 DBL. 3"x8"x0.042" BEAM P W/ DBL. 12 GA. STL. INSERT ASTM A653 SS GRADE 50 G60 NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS SHOWN IN THE SPAN -TABLES. THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3'x8' BEAM. 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. THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE 9 1/4" MINIMUM. ATTACHED & FREESTANDING SOLID COVERS 30 PSF SNOW LOAD - 1 10,120,130 MPH - EXP B & C �A \ 6.5" ROLLFORM a NP MAX Of a = ATTACHED SOLID FREESTANDING SOLID > //�� -COL. SPACING j O m MAX.POST FTG. MIN. - MAX. ST FTG. MIN O r Z_ LL ON SLAB MAX.POST SPACING (IN.) POST SPACING (IN.) ; PUST m C (2).(3) SPACING (SPAN) (1) TYPE (SPAN) (1) TYPE E ` (2).(3) Ir 5' 8'-8" 6 8'-8" 1 B B g'_2�.. 28 -j 9' 0" 28 G J r 8'-4" 6' 7'-11" 17 B 8'-4"�- - 29 G 5 NP 5'-9 31 8'-7" 19 z w� 8' 9" 28 M NP12' 1 7'_6„ 7, T-4" --7'-4" 17 C 7'-9" _-. 29..._I _- -7. - G 7 6'-1" 30 T-10" 20 19 8'_p" 7.. 29 G 6' .J 7'-0" 8' 6'1 17 C 7'-3'_... - 30_. G 8 T-3" 6' 10" 20 T-4" -� 7'-2" 30 G 7, ui 8' 6'-10" 187'-3" C 30 G $ NP 9' 6'-6" _- 18 c 6'-10;' 30_ . G ILL NP 9' 6'-6"19 6'-5" -.. 6'-10" 30 G (n NP 10' 6'-2" 18 C 6 -7" - --- 31 G a 6' 2" 20 .-131 31 10' Q NP 11' 5'-11" 186'-3" C 31 ___ G 1 1' 5'=11" 21 6'-2" --.31 M -- - - NP 12' 5'-8" 19 E 6 -0" 32 5'-8" 21 5'-1 T - 1 G 12' a NP } Ir =< ATTACHED SOLID I FREESTANDING SOLID } MAX.COL. < 10 0 E E <= ¢ 6'-1" 22 O r Z_ SPACING D _O MAX.POST FTG, MIN MAX-POS-l'FTG. 5'-11" 5'-10" MIN. F ON SLAB m � SPACING (IN.) POST SPACING(IN.) (2). (3) POST m (2).(3) Ir (SPAN) (1) TYPE (SPAN) (1) TYPE m' 9'-0" 5' 8' 8" 17 B 9'-2" - 28 G 5 NP 5'-9 31 8'-7" 19 z w� 8' 9" 28 M NP12' 8'-4" 6' T-11" 17 < o 8'-4" 29 $i o 6'-1" 30 T-10" 20 B 8'_p" 28 G 6' 7'-6" 7' T-4" 18 31 T-9" 29 W T-3" 20 c T-4" 29 G 7, 7'-0" 8' 6'-10" 187'-3" C 30 G $ 6'-9" 21 T-0" 30 NP 9' 6'-6"19 6'-5" C 6'-10" 30 G 9, a NP 10' 6'-2" 19 C 6'-7" 31 G 10 0 E E <= ¢ 6'-1" 22 O r Z_ 6'-3" 30 SPACING � 0 MAX.POST FTG. MIN. SPACING NP 11' 5'-11" 5'-10" 19 C 6'-3" 31 G 11 co co u 0 0 m C (2). (3) 22 (1) 6' 0" 31 NP a N c o NP32 12' 5'-8" 122 E 6 p ��.. G 12' a 5�-8" Q NP 5'-9 31 G 91 z w� 6'-4" M NP12' 5'-8" 21 C 6'-6" < o ,. �.. 10' $i o 6'-1" 30 j t}iJQN.Yr Qm } ATTACHED SOL/D FREESTANDING SOL/D > LL w O. w 2f 8'-6" MAX.COL. <= ¢ 1T-7"4" � O r Z_ ^ SPACING � 0 MAX.POST FTG. MIN. SPACING MAX.POST FTG. MIN. < o O ¢ a LL ON SLAB L S (IN.) POST (SPAN) TYPE SPACING (IN.) POST m 0 m C (2). (3) r (1) (SPAN) (1) TYPE NP a N C LL 7'-2" 30 6'-3" U) NP Qm G Mgr_4„ 8'-6" r--11" 1T-7"4" 8'-3" 29 G 6 w 1'T 28 -2"J10" B T-8" 29 1! 7' - o m z Z c 6'-8" ' U) NP 9' 6'-6" 2c LL 7'-2" 30 6'-3" U) NP 10' 6 -2" 2C 29 Q NP 30 G 91 6'-4" M NP12' 5'-8" 21 C 6'-6" 31 ,. �.. B G 5 8'-6" 29 W w 8'-3" 29 G 6 w 7'-9" 28 ? s wtiu;. B T-8" 29 G 7' - o m z Z c T-2" 29 W C 7'-2" 30 G $' 3w��r c v W 0 0 rn m 6'-9" 29 C6'-9" 30 G 91 6'-4" 30 rn C 6'-6" 31 G 10' $i o 6'-1" 30 w C 6'-2" 31 G 1 V cli 0 w E 5'-9" 31 W _a I U) c ��t• � 17'