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BPAT2016-0063
78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 4 COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT VOICE (760) 777,7125 FAX 1760) 777-7011 INSPECTIONS (760) 777-7153 Date: 6/27/2016 Application Number: BPAT2016-0063 Owner: Property Address: 54608 INVERNESS WY PGA WEST RESIDENTAL APN: 775091079 54320 SOUTHDERN HILLS Application Description: PGA WEST RESIDENTIAL/ 700 SF PATIO COVER/ POOL 25B LA QUINTA, CA 92253 Property Zoning: Application Valuation: $10,000.00 Applicant: Contractor: PGA WEST RESIDENTAL PGA WEST RESIDENTAL 54320 SOUTHDERN HILLS 54320 SOUTHDERN HILLS LA QUINTA, CA 92253 LA QUINTA, CA 92253 • . ' (760)771-1234 Llc. No.: AEC488 ------------------------- -------------------------------------------- -,- 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 is owner of the property, or my employees with wages as their sole' compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that rho she did not build or improve for the purpose of sale.). ,LMI, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I anlexempt,under Sec. . B.&P.C. %r this reason/ Da CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Na Lender's Add 1 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier`]_i PolicyNumber:- 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 sh uld become subject to the workers' compensation provisions of Secti n 3700 of a Labor Code, I a (forthwith comply wif thole provisions. I Ail Date: Applican WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this cit o enter upon the above -m nttii�o(n� d property for inspection purposes. Date: Signature (Applicant or Agent) FINANCIAL •• DESCRIPTION ACCOUNT • CITY 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 CITY AMOUNT PAID PAID DATE PATIO COVER, DESIGNED 101-0000-42404 0 $97.17 $0.00 PAID BY ' METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE PATIO COVER, DESIGNED 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 CITY AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $1.30 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for STRONG MOTION INSTRUMENTATION SMI: $1.30 $0.00 TOTALS:00 Permit Details PERMIT NUMBER ,F '~ BPAT 201`6 City of La Qu i nta . Description: PGA WEST RESIDENTIAL/ 700 SF PATIO COVER/ POOL 25B Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: APPROVED Applied: 6/16/2016 MFA - ENGINEERED - OPEN Approved: 6/24/2016 JFU Parcel No: 775091079 Site Address: 54608 INVERNESS WY LA.QUINTA,CA 92253 Subdivision: TR 22432-2 SEE ASSESSORS MB 769/43 Block: -Lot: 4 Issued: FOR CMS Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled:. Valuation: $10,000.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 NOTES Details: ALUMAWOOD PATIO COVER - (1) 14'X 50' (700 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 HELIOCOL THERMAL SOLAR COLLECTORS. PATIO MUST BE BONDED -TO GRID WHERE CLOSER THAN 5' TO WATER'S EDGE AT POOL. Printed: Monday, June•27, 2016 11:13:36 AM 1 of 3 S YS7r: MS ADDITIONAL CHRONOLOGY CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE NOTES NO STRUCTURAL REVIEW WILL BE REQUIRED, PER BURT NOTE JAKE FUSON 6/24/2016 6/24/2016 HANADA. SEE PREVIOUS NOTES ON PATIO COVER PERMITS ISSUED TO PGA WEST RESIDENTIAL ASSOCIATION AT POOL AREAS. NOTIFIED STEVE HERTHEL THAT PLANS WERE APPROVED AND TELEPHONE CALL JAKE FUSON 6/24/2016 6/24/2016 PERMIT WAS READY TO ISSUE. CONDITIONS CONTACTS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT PGA WEST RESIDENTAL 54320 SOUTHDERN LA QUINTA CA 92253 HILLS Printed: Monday, June•27, 2016 11:13:36 AM 1 of 3 S YS7r: MS FINANCIAL INFORMATION PHONE FAX EMAIL NAME TYPE NAME CONTACTS ADDRESSI CITY STATE ZIP CONTRACTOR PGA WEST RESIDENTAL 54320 SOUTHDERN LA QUINTA HILLS CA 92253 $0.00 STEVEH@PGAWEST.OR G OWNER PGA WEST RESIDENTAL •I 54320 SOUTHDERN LA QUINTA HILLS CA 92253 0 $97.17 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, 101-0000-42404 0 $97.17 $0.00 DESIGNED PATIO COVER, 101-0000-42600 0 $95.72 $0.00 DESIGNED PC Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00 SMI - RESIDENTIAL 1 101-0000-20308 1 0 $1.30 $0.00 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $1.30 $0.00 TOTALS:00 INSPECTIONS Printed: Monday, June 27, 2016 11:13:36 AM 2 of 3 C sysrerns ATTACHMENTS Printed: Monday, June 27, 2016 11:13:36 AM 3 of 3 CM&MYSTEMS Bin # City of La Quinta Building 8i: Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # /I „�D Project Address: Owner's Name: 6A WAST'Rosi /(TML &Sr, A. P. Number: �� oL, a� Address: 643P6 S'a N Legal Description: City, ST, Zip: IY U/ Contractor: PSA Telephone: 7 � l •� Address: ZC2�-2 V/( (.(_ S Project Description: City, ST, Zip: U� u / �lT �a,is3 Telephone: P QI `f- U U hJl (�WOC7 D State Lic. # : City Lic. #;ITE " �VU�A G/U Arch., Engr., Designer�C %�-�,1 A u. k5CO.•T Address: -5 31 4—AL .6t: )q- !�f City, ST, Zip""'�LIOA� C 112061,4 64 71761 Telephone:- ,2)6'7 Construction tructi n TY e: Occupancy: P cY: Lic. # moState Project t tYPe (circle one New Add' n Alter Repair. r De Name of Contact Person: L Sq. Ft.: #Stories: #Units: Telephone # of Contact Person: 9 - Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACMG 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. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY I I No hoffeW ='° 11 1a PA FA LAWM INVt:RNE� `:At UN1AI+WODD UcNR /dot. tZ 04-wB INvt". EV5 RAIN GUTTER 3?X8" DOUBLE HEADERS—�11��fIlf iill.illlW I1i111PIIII illllll111II 2'X6" SIDE .FASCIA Will! 1 ` 1 I 1 ! 1 i II 1 I l, , I , 1, ,, , 1 (, 1 111111i�1 11 �i Icllliil I1 flHilrj, i1f11i1ii 11 ,1;111 `i_ 1 �� 1tj111 I I.:;, - 41, 1` 111 I.,.. ill illllli�lillill►tf111''3j���E�fflfnlvic lllii►#11 , 111 11 N 33 1CUEl I 4 I,.,"10tI Y I l! 111 11 11 111 I I I I (rn i�a10 ,FAQ Ig�i�i P;osits)1 I i I f illl�lllllifii11i11111111i11�J1liililllllliiil RAFTER TAILS @ 24" O.C!' �^y D C " m > n `® z o `n Z U) i0D� C<m � ::j M -<< C 0002 m �> -POST SPACING' DETERMINED BY TABLE ON SHEET 23 of 49 Zibs:/sq,ft. — 11Omph wind load: PGA WEST SHADE/SOLAR COVER POOL 25B (25lbs live load, 11Omph wind load) TYPE"C" FREESTANDING W1 CANTILEVER. OPTION (Pg. 1 of 49) ! ,III I-111111111111 i 1 i i°►F1 illi I lI I II I it f. 1, 1'1.1 .111111 a 1 t, 411 �6" WIDE X 14' LONG INTERLOCKING PANS PANEL SPAN = 11'-6" (25lbs. LIVE LOAD _ REQUIRES .032 ,MIN GAUGE PER ENGINEERING Pg.. 3 of 49)' NORTH Drawings preparedin accordance with Duralum Products, Inc. Engineering Packet. Drawings ore prepared by. Ben Haney DlYpotio sales@diypotio:com (951) 265-3078 RAFTER TAILS @ 2' O.C. GUTTER M z `o 8" COLUMN TI d- I , i7 .: f'.. .fes. •:I �� 3"X3" STEEL POST----- IN OST IN 33" CUBED FOOTING SECTION VIEW - x``33"-4- x� SELF TAPPING 3"x8 HEADER SHEET METAL SCRE 3'x3" STEEL POST. TOP VIEW m DRILL" ACCESS HOLE FOR SMS TO ATTAC HEADER TO POST w 3°x3" STEEI POST: ROUND COLUMNS 3'X3" STEEL MIN' 0:188" WALL j Pg. 7 of 49 i i GRADE �. C y 3"X3" STEEL POST INSERTED fn _ 16' MIN. INTO 33"x33" FOOTING 'Tl f� Z Pg. 10 of 49 33:33 p 3 p0 1 0 -U 0 -n POST/FOOTING U � DETAIL -c -�0 C OC O p z Z�� 7-4 > • . CORBE UT' RAFTER � TAILS 0. 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" -/ 2 WIDE INTERLOCKING PANS 3"x8" DOUBLE DRILL" ACCESS HOLE HEADERS ® FOR SMS TO.ATTACH 3"x3" STEEL POST HEADER TO POST 2 GUTTER PIECES COME TOGETHER OVER SPLICE. COSMETIC ONLY — WILL NOT AFFECT STRUCTURE'S RIGIDITY OR INTEGRITY WWII! S 8" COLUMNS CREW AT UPPER RIDGE._ PREVENTS.. HEADER/GUTTER DETAIL 6" FLAT PAN ROOF @ .032" MIN. SLIDING AFTER INSTALL . CAULKING' BETWEEN GUTTER/ AND SPLICE WILL PREVENT ALUMINUM SPLICE PIECE LEAKS AT SPLICE LOCATION SLIDES INSIDE GUTTER' TO JOIN 2 PIECES TOGETHER GUTTER SPLICE DETAIL 2"X6" SIDE FASCIA 4 SMS DROLL FORM HANGER SECTION VIEW AT SIDE FASCIA j. At& -'h: Heliocol-Specifications�p - 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 , OU (951) 736-2000 ext. 105 office- morri@mohrpower.com No virus found in this message. Checked by AVG - ,t .T C'll Version: 2015.0.5577 / Virus Database: 4257/8786 - Release Date: 12/22/14 12/23/2014 TECHNICAL INFORMATION AND SPECIFICATIONS=- �r h !Pkf' ,�•c�,F Advantmg:�, ? 'rte'`` 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 ®f the sun t® heat your p®®I A. Using your existing pool pump, pool water is directed throuah a series of valves to your solar collectors. 6. Pool water enters the solar collectors of the bottom and rises to the top through the individual tubes of the collector. Cho As the water rises through the collector it is heated by the sun's radiant energy ®o The water is then returned to the pool to repeat the cycle until your pool has been wormed by the sun. C Certification Data - ISO 9001:2008 and ISO 14001:2004 G Ortech International Laboratories Solar Rating & Certification Corporation (SRCC) Solar Energy Analysis Laboratory (SEAL) DSET Laboratories, Inc. o HRS, Florida (Required for commercial use) o Florida Solar Energy Center (FSEC) o City of Los Angeles #RR -4508 o British National Water Council (for potability) • German Federal Health Board - NSF 50 for Recreational Water Facilities - J. , om o I. Pn*o % \fteCi -Roo id ? vlaure !Jl1, HC -204 10/201 1 r u HELIOCOL PANEL (COLLECTOR) ATTACHMENT METHOD STAINLESS STEEL DETAIL SHOWING HOW THIS SYSTEM IS ATTACHED DETAIL SHOWING UNISTRUT ATTACHED TO TOP OF BOLT - .. 3B', 1 112 ENGINEERED PATIO COVER GATOR CLA.v.P "� _ HELJOCOL PANEL !l DIJKPOWIM SOLAR, Mc. 1452 POMONA ROAD CORONA, CA 92882 (951) 736-2000 OFFICE (951) 736-3180 FAX CA C46 UC. #661434 EXP.12131111 GALVANIZED - �/— UNISTRUT -SHALLOW n� SPRING LESS NUT GALVANIZED - - - STAINLESS STEEL FRONTAL VIEW OF ROOF CORRUGATION BOLT ' - CORRUGATED SHEET METAL - PERMITTINGJURISDICTION 'TOP OF ENGINEERED PA710 COVER 6. SECTIONS THAT INTERLOCK CITY OF LA QUINTA WHERE OUR BOLTS WILL PASS-THROUGH, 78-4955 Calle Tampico LA Quinta, CA (760) 777-7012 DETAIL OF INSTALLED SYSTEM REVISIONS AND NOTES ROOF PLAN FOR PGA WEST POOL 19BB - GATOR CLAMP ATTACHMENT POINTS — SPACED EVERY 4' DOCUMENT INFORMATIOI PROJECT TITLE CORRUGATED SPLINES PGA West - Pool 19BB ' OFPATIOCOVER.ROOF 56216 Southem Hills La Quints, CA 92253 (760) 3973520 UNISTRUT PAGE SCALE PAGE TITLE ' RUNNING CONTINUOUS PANEL PERPENDICULAR TO ROOF SPLINES NTS I ATTACHMENT (SPLICED TOGETHER) ATTACHED TO PATIO COVER ' DRAWN REVIEWED 'PAGE # ASSHOWNABOVE BY: f BY: MM i I $2.0 r' Mix Design Report Superior Ready Mix Concrete, L.P. 1508 W Mission Rd Escondido, CA 92029 760-745-0556 Mix 1D# D837P— 4500 PSI 1" [0] This design is being submitted for approval. Conformance with specification should be reviewed. Contractor: PGA West Project: PGA West 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 IIN CEMENT 559 Ib , 3.150 2.84 ASTM C618 CLASS 7" FLYASH 99 Ib 2.200 0.72 Water 296 Ib 1.000 4.74. ASTM C33 #57. ROCK 1418 lb 2.670 8.51 ASTM C33 #8 ROCK 350 Ib 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 : / / P:O: Box 1504 - _ • LA QUINTA, CALIFORNIA 92247-.1504 $UILDING 8-' SAFETY DEPARTMENT 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 (760) 777-7012 FAX (760) 777-7011 PROPERTY OWNER'S PACKAGE Disclosures & Forms for Owner -Builders Applying far Construction Permits IMPORTAIVTI NOTICE TO PROPERTY OWNER Dear Property Owner. An application for a building Permit has been submitted in your na listing improvements specified at 8 Yourself as the builder of the property We are providing you with an Owner guilder Acknowl 5�/ responsibilities and possible risk u may ng this t find Information Verification Form to make you aware of your yoa y incta by having this Pmr it.issued in your naive as the Owner -Budder. We will not issue a bufld' signed, and returned this form to us at oOuur o &ialna dress i dic tted ,An agen of the owner cannogexocute this notice unless you, the property owner, obtain the prior approval of the pemutting authority. --..•iJ1 • • �•y r2 ... t:ATIOI IOF:INFORMATION CTIONS: Read and initial each statement below:W signify you undiniand or ver#ythis 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 perry owner obtain an `Owner -Builder" an Owner -Builder, may -be held liable and subject to serious financial risk foatiy ur r her own �busor and an u�nliceoSed person and his or her employees while working on my py. persona I, as injuries• 1 am willfully acting as an Owner -Build and am aware of the limits Dike may not provide coverage for those n my property MY insurance coverage for injuries to workers 2. I understand building permits are not re or by o tructron and are not hiring a licensed Contractor 16 assume � signed me dais respoo nsibility. property owners unless they are reaponsible for the 3. I understand as an "Owner-Buiider" I am theresponsible party of record on the y WIL If from potential financial risk by hiring a licensed Crnitractof and hiving Permit I understand that I may protect the permit filed in his or her name instead ofmy f . I understand Contractors aze required by taw to be licensed and bonded in California and to list their license numbers on ts and contracts.. I understand,if I employ or otherwise engage anypersons, 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 "employers #6."l' r tte and federal law, understand if I am considered an"employer" under state and federal law, I must register with the state and federal ent, withhold payroll taxes, provide workers'".cotngensaiion`drsabilit}• instiranast and co compensation for each "employee." I also understand my failu ee to abide by these laws :may subject contribute to unemployment on � to 6ctlires �p Ymeat financial I understand under CaliforniaContractors' $tateLicenseLaw, an' cannot Iegally build thea, wit}, the intent to of%r them for sale Owner -Budder who builds single-family residential subcontractors and the number of structures does not -exceed four 'unless alf work is perforr6d by licensed under contract with a licensed eneral burl F t any calendar year, or all of the work is general Contraciox Iezfotnied Arkm 8. 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 owher(s) that result from any latent construction defects in the anship or materials. 9. I understand I may obtain more information regarding my'obligations as an "erriployei" from the Internal Revenue e 'ce, the United States Small.Business Administration, the California Department of Benefit Payments, and the CaliforniaDivision of Industrial Accidents. I also understand I may contact the Califomia Contractors' State License Board (CSLB) at 1- 00-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. 10. I ani aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the 4 legally: and financially responsible forr osed construction activi ' at the - following P oP � g address: Picable agree that, as the party legallyandfinancially responsible for this proposed construction activity,I willabide by all laws and requirements that govern Owner -Builders as.weil as employers. 2. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I ve re who •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 maybe unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil courtIt is also important for you to understand that if an tmjicensed Contraci:ok or employee'of that individual or fnm is in while working on your property, you may be held liable for damages..If you obtain a permit as Owner -Builder and wish to faire Contractors, you will be responsible for v erifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. . . Before a.btiilding permit can be issued, this form trust be completed and signed by the property owner and returned to the agency responsible for issaing the pe-rnut. Note.,A eopy of the property owner's driver's license, form notarization, or other verification acceptab to ager is required to be presented when the permit is issued to veru owner's signature. fy the properly Signature ofproperty owne Date: Note: The following Authorization Form is required to be completed by the property owner only when designating an agent of theproperty owner to applyfor a constructioni permit for the towner -Builder. - -- - -• _ _., r,.. s vl� ricvr�tci Y U W1VER'S BEHALF Excluding the Notice.to Property Own r,'the execution of which I understand ism ' oral r the following person(s) .to act as m a cnt s to apply for si Y 1? esporrsibility, I hereby authorize Y $ () PP Y sign; and file the documents necessary to obtain an Owner -Builder Permif for my project. Scope of Construction Project (or Description of Work): A UIi p IE'�. 4* I1 Project Location or Address; %, W��(" D� 1>�L /� ptq . > ( ,P " Name of AuthorizedAgentCJ�(ji�fC) �0©`/7( (Z� %Er�lNo Address of Authorized Agent: J�T�rI� �!� r6 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certifyits accuraco acceptable to the a en f the.o wtter s driver's license, form notarization, or other verification g cJ' r u e presen thepermit is issued to verufY theprop" p Perry otivner'i signature. Property Owner's Signator Date: �o J r i PGA WEST. RESIDENTIAL ASSOCIATION, INC. City of La Quinta May 20, 2016 Community Development Department 78495 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. Respectful) Richard J. Moore, President, Board of Directors PGA WEST Residential Association, Inc. t 4 4 • MO.�lAS I. ' �` • CAI"a PSELL Exp: IZ I� m CIVIL �,No.•184��.,s�" PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. GENERAL NOTES: DESIGN REQUIREMENTS: 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 ACI318-11 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. DRAWING NOTES: 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. a 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/SE17. 17. THE RATIO (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONE (1). 18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED ELY 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. I WIND SPEED CONVERSION TABLE: THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND SPEED BY 0.6 EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SHALL BE BASED ON 85 MPH = 110 MPH. 0.6 T140MAS IRAY WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL �4 �"�;(P`/` 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. ThinkPad\Duralum\IAPMO 0195\5-21-14 SubmittaN5-21-14 A 4.dwg, 8/252014 2:13:27 PM, CutePDF Writer, RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER I. ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 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: I 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 os= 1.0, S.,= 0.50 RESPONSE MODIFICATION FACTOR, R:1.25 6. DESIGN ASSUMPTIONS: A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10' A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: I EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: A. TITLE S)-IEET 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. f SHEETINDEX: 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: rxl- 2�P� WIND SPEED & EXPOSURE: 110 RN ROOF / SNOW LOAD: CITY OF LA OUIDEFA f� T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES 1 ............SOLID PANEL STRUCTURES BUILDING & SAFETYCC 2 ............OPEN LATTICE STRUCTURES APPROVED 3-4 .........PANEL SPANS TRI -V, W -PANEL & FLAT PAN FOR CONSTRUCTION 5 ............MINIMUM FASTENERS 6 ............RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIO�;VlBY 7 ............HEADER BEAM TYPES, COLUMN / POST TYPES DAT Ll 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 Ll, 110-130 MPH l i 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 & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH 34-36 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 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 U Z .w W z Z Z o w N w � n U j m om�a coo aQQ z Z J W o w o a a w m U U z U J QZQ 0 U K cr W 0 0 U w = oz rn •.! J W �NZ ,_. W W of E N E 0 LL U aZW„ rp < O _ ��>LL 0< N D� UnZ ary a. 0 0 w U w W za wow m�m Z azw Q3 111 J y C¢ U w oorna: LU w o W a H'0_14 S I . • _�` CAMPBELL • a Exp: i2 iT ; m •• CIVIL �.'�o•f841A• � VIOLAS TRAY ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittall5-21-14 A 5.dwg, 8/27/201411:35:45 AM, CutePDF Writer, SOLID PANEL STRUCTURES ROOF ROOF OVERHANG, ATTACHMENT OVERHANG, z ATTACHMENT SEE DETAIL A, B & C, OR WOOD, OR ENGT SEE DETAIL A, B & C, ROOF PANEL SEE TABLES 8 C N E GT/./ OR WOOD, OR z z ROOF PANEL SEE TABLES qN0 SHEET SHEET 4 FOR ROOF AND SHgt TRUCT CONCRETE N SHEET 4 FOR ROOF SHEET 8 Sy oFSTRUCT(I WALL SEECONCRETS by RE WALL SEE N PANEL THF R. F To$S � ARE$ SHEET 8 L ATTACHMENT TO MIN. 0.25" SLOPE PER FT. PAN SUPPORTING THE pRO N$ T�AN/F$ SHEET 8 U SUPPORTING WALOL HANGER& BBEAM HANGER & BEAM. N 0 a O.H. SPAN O.H. ¢ a a "O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEED 25% w o o OF ROOF PANEL OF ROOF PANEL m y ALLOWABLE SPAN ALLOWABLE SPAN a a a SEE DETAIL 11, SHEET 12 BF,q SEE DETAIL 11, SHEET 12 SEAU SPLICE. o a z FOR MANDATORY SPLICE. POST SPAN/ BEAM - SEE TABLES FOR ANDATORY POST SPAN/ BEAM - SEE TABLES r NO BEAM SPLICE AT SpAC SEF F S NO BEAM SPLICE AT SEF ACIN EXTERIOR POSTS. TA@CE$ G FOR POST SPACING F = EXTERIOR POSTS. TAB��NG o POSTS, SIZE VARIES S '' O .NOT TO ?5% POSTS, SIZE VARIES ' O Ek SNOT TO Ep25% U SEE SHT. 11 FOR MINIMUM OF EkC iv SEE SHT. 11 FOR MINIMUM COLUMNS OFS NUMBER OF REQUIRED COLUMNSB�MAttowABCF$p NUMBER OF REQUIRED ACCOWAeCEsp a a AN m 3 1/2" SLAB ATTACHMENT MAY BE USED WHERE PERMITTED. NOTE: NO SPLICE AT EX IOR POSTS 3 1/2" SLAB ATTACHMENT MAY BE USED WHERE PERMITTED. t•�I N N o o„ SEE TABLES SEE TABLES �o n z NOTE: EACH COMPONENT IS INTER- NOTE: EACH COMPONENT IS INTER- o FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. W >- xx J SEE TABLES SEE TABLES TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION - -� co Lu Lu z K ar J N N ROOF PANEL SEE TABLES SHEET 4 FOR ROOF PANEL CFNGTH CFNGTH ATTACHMENT TO OF STRV CTU/�F ROOF PANEL SEE TABLES MIN. 0.25" SLOPE OHOMENTNEL OF STRC/ CTURF SUPPORTING BEAM. O.H. VftpS SHEET 4 PER FT. O.H. VgRIE$ $ rI ATTACOR TO N ; SUPPORTING BEAM. } m �[2 O.H.SP O.H. SPA U- 6) U "O.H." NOT TO EXCEED 25%"O.H." I PE SPAN NOT TO EXCEED 25% m c.6-2 ¢ ? w OF ROOF PANEL I OF ROOF PANEL w F ALLOWABLE SPAN ALLOWABLE SPAN r � N o SEE DETAIL 11, SHEET 12 eICAM SEE DETAIL 11, SHEET 12 B p MSP 0) w FOR MANDATORY SPLICE. $p p0$T$pAN/ BEAM - SEE TABLES FOR MANDATORY SPLICE. OST SPAN/ BEAM -SEE TABLES > a w N O o NO BEAM SPLICE AT SEE ACING FOR POST SPACING = NO BEAM SPLICE AT SFE TABLE /NG FOR POST SPACING ►- = z o _j a EXTERIOR POSTS. TqB CES EXTERIOR POSTS. S POSTS, SIZE VARIES NO T TO POSTS, SIZE VARIES O•H. NOTT II N a 0 m w r z a OF iv '� 3 1/2" SLAB ACCOWggL MAY BE USED ESpAN OF S iu MAY BE USED SLAB ACCOWAeCJ S7 SPAN TO CONSTRAIN TO CONSTRAIN ui'o w .. FOOTING, SEE FOOTING, SEE m N Z m TABLES TABLES az i8 LLJ K Q U W FOOTINGS FOOTINGS o o m s Ln SEE TABLES NOTE: EACH COMPONENT IS INTER -SEE TABLES - NOTE: EACH COMPONENT IS INTER CHANGEABLE WITH ANY OTHER CHANGEABLE WITH ANY OTHER m COMPONTENT UNLESS OTHERWISE SHOWN. COMPONTENT UNLESS OTHERWISE SHOWN. a p w TYPE "C" FREESTANDING W/ CANTILEVER OPTION I TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION 0 w a cn ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittall5-21-14 A 5.dwg, 8/27/201411:35:45 AM, CutePDF Writer, No. C37948 EXP. 03131//! • HO,rAS I. CAi PBELL • -ri Ex,: s2 i4' : ren C CIVIL � THOMAS RAY GA APEELL r ThinkPad\Duralum\IAPMO 0195\5-21-14 SubmittaPS-21-14 A 5.dwg, 8/27/201411:37:22 AM, CutePDF Writer, OPEN LATTICE STRUCTURES RAFTER, SEE TABLES z WALL LEDGER OR PSTN w z /STj 9 SEE DETAILA / '9440/% 2 z NG@U/ WALL LEDGER OR B B C /�/NC `7 4O,AIC ROOF SHEET 8. OVERHANG, w v 25% OF RAFTER O.H. SEE DETAIL A,B 8 C, M4 r ALLOWABLE SHEET 8. SPAN RAFTER, SEE TABLES U ° TOS%OOVSR h 6F" geCs �j �' MAX. O.H. 25% OF RAFTER O.H ¢ N a a c!) Sp 2S ALLOWABLE _j z z 2 p OV SPAN pOSSQy W o a w j qc,�c < z MANDATORY BEAM SPICE - . 4 z DETAIL 11, SHEET 1� G OF c5 NO BEAM SPLICE AT 60 24 m w EXTERIOR POSTS �0 = g LENGTH OF STRUCTURE VARIES R "WG N W MANDATORY BEAM SPICE -SEE �OG = U = DETAIL 11, SHEET 12 POST WITH SIDE PLATES NO BEAM SPLICE AT EXTERIOR POSTS Ei6 O 24 SEE SHT. 11 FOR MINIMUM OST'�fSp NUMBER OF REQUIR SFS Spq 9N� COLUMNS T.qS c,N� LENGTH OF STRUCTURE VARIES 0 �� wx a a 3 1/2" SLAB ATTACHMENT p 6E - OST'M`sp POST WITH SIDE PLA ES e 'M MAY BE USED WHERE PERMITTED. F T SSST pqC � SEE SHT. 11 FOR MINIMUM "1 N NOTE: EACH COMPONENT IS INTER- SpQpgNi Frge��s� i SEE TABLES ge�Ss c NUMBER OF REQUIRED COLUMNS o CHANGEABLE WITH ANY OTHER i 1p COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE REQUIRED, -- NOTE: EACH COMPONENT IS INTER- B po �M " z SEE TABLES t NOTE: THIS OPEN COVERED. STRUCTURE ST Sp 3 1/2" SLAB ATTACHMENT BE D WHERE a 3 MAY NOT BE COM ONTENT UINL SS OTHERWISE SHOWN. q6�F G/ I J W o NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE TABLESMAY MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE :; TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE W 7 gU W Lu m a� O RAFTER, SEE TABLE FOR SIZE AND SPACING E MAX. O.H. O.H. RAFTER, SEE TABLE $ 25% OF RAFTER 2SaBp �q ALLOWABLE FOR SIZE AND SPACING E m N I p O SPAN O`S� 25% OF RAFTER O.H. < LL SpSRy qC 'NV, �tG M ALLOWABLE0 2Si q _ U) I SPAN °ORp O[iS 0 FL Q ? ui O`rTSp �G F H 9 0 -wOw = W (L a p 2 Lu >uj V�Ei50G 24pr a N B (V W LENGTH OF STRUCTURE VARIES @� OVSRM� 0G• Lp O Q JQ R 4 j F. "•G �f� ro 2qd 0'm MANDATORY BEAM SPICE - SEE - � O Mq,\, VF/��" DETAIL 11, SHEET 12 POST CROSSSECTIO @r "ANG NO BEAM SPLICE AT SEE POST DETAI LENGTH OF STRUCTURE VARIES cr EXTERIOR POSTSS OST Se- Spq ONO MANDATORY BEAM SPICE -SEE ku POST CR SS w v �S 3 1/2" SLAB DETAIL 11, SHEET 12 NO BEAM SPLICE AT 10. -SECTION, SEE POST DETAIL, ui G W .. y z m MAY BE USED NOTE: EACH COMPONENT IS INTER- p O TO CONSTRAIN EXTERIOR POSTS SSSTgSpgci eN m N w 0 z W 3 CHANGEABLE WITH ANY OTHER SSTqeqI FABLING, SEE 3 SLAB UNLESS OTHERWISE SHOWN. Qj,y TABLES RFs OBS MAY BE USED TO CONSTRAIN NCOMONTENT NOTE: THIS OPEN NOTE: EACH COMPONENT IS INTER- T LATTICE -TYPE STRUCTURE \ MAY NOT BE COVERED. CHANGEABLE WITH ANY OTHER S FOOTING, SEE TABLES TABLES FOOTING SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. Ln NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES LL MAY NOT BE COVERED. 0 W N 0 W TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE 0. N v ' 140013AS.I.: "' CAMPBELL - 0 Exp: c1vILT : �c 0v a No."184' . ii.WAAS [RAY CAMPBELL 24" TRI"V" PAN SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/12_0/130 MPH EXP._B & C 6" 18' x 2 Y2" FLAT PAN 09R (I.S.)_ ALUM. ALLOY 3004-H36 OR EQUAL /11 ROOF LIVE/SNOW LOAD, psf 20 25 30 40 1 50 24" TRI -"V" PAN - 0.88 0.83 0.75 0.80 24"x2Y2"x0.018" 0.85 v ' 140013AS.I.: "' CAMPBELL - 0 Exp: c1vILT : �c 0v a No."184' . ii.WAAS [RAY CAMPBELL 24" TRI"V" PAN SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/12_0/130 MPH EXP._B & C 6" 18' x 2 Y2" FLAT PAN 09R (I.S.)_ ALUM. ALLOY 3004-H36 OR EQUAL 1= TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVE/SNOW LOAD, psf 20 25 30 40 1 50 24" TRI -"V" PAN - 0.88 0.83 0.75 0.80 24"x2Y2"x0.018" 0.85 0.80 0.65 0.65 24"x2Y2"x0.024" 0.90 PANEL"T" 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL (IN.) EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 10'-3" 10'-3" 10'-3" 10'-3" .018 12'-3" 12'-3" 12'-3" 12'-3" 12'3" 12'-3" 10 .024 14'3" 14'-3" 14'-3" 14'-3" 14'-3" 14'-3" 032 12'$" 12'-1" 12'-1" 11'-2" 11'-3" 814" 8'-4" 8'4" 8'-4" 8'-4" 8'-4- .0`18 7'-9" T-5" 7'-5" 7'-2° 7'-2" 6'-10" 10'-1" 10'-1" 10,_1" 101_1" 10,_1• 10,_1• 20 .024 8'$" 8'-4" 8'-5" 8.1" 8'-1" T-9" 12'-1" 12'-1" 12,_1" 12,_1" 12,_1• 12,_1" .032 10'-9" 10'3" 10'-4" 9'$" 9'-9" 9'-9" T 3" 7'3" T3" 7' 3" T3" T-3" .018 6'-10" 8'-9" 8'-9" 8'-9" 8'-9" 8,_9" 8'-g" 25 .024 8'-8" 8' 4" 8'-5" 8'-1" 8'-1" 7'-9" 9,_8" 9,_8. 9,$" 91$1, g,$„ g,$. .032 10'$" 10'-2" 10'-2" 9'-7" 9'$" 9'-2" .018 �WV- 7'-3" 7'-0" 7'-0" 6'-9" 8'-3" 8'-3" 8'-3" 8,_3" 8,_3" 8'-3" 30 .024 8'-3" 8'-0" 8'-0" 7'-9" 7'-9" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1" .032 9'-10" 9'-6" 9'$" 9'-1" 9'-2" 8'-10" 1= TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVE/SNOW LOAD, psf 20 25 30 40 1 50 12"x3Y2"x0.020" - - 0.88 0.83 0.75 0.80 24"x2Y2"x0.018" 0.85 0.80 0.65 0.65 24"x2Y2"x0.024" 0.90 0.88 0.70 0.65 24"x2Y2"x0.032" 0.90 0.88 - - (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN IN TABLE 1 ABOVE. NOTE: PANEL FASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING ThinkPad\Duralum\IAPMO 0195\5-21-14 SubmittaR5.21-14 A 5.dwg, 8/27/201411:39:36 AM, CutePDF Writer, .77' 45" TYP. (ALL UNMARKED RADII .06R) .25"- 38" T= (SEE TABLE BELOW) F, .75' r, cc 67" 11 w Z Z o Wuj N uj 47" 1 aQ Uj� O ¢ � U < Z 15 J W < wo¢ M to U ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL a o o 12"x 3 1/2"W PANEL 8" x 2 Y2" FLAT PAN 6" x 2 Y2" FLAT PAN z LUSL PANEL -r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PANEL'T" 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PAINEL_r 110 MPH SPAN 120 MPH SPAN 130 MP10' 0 a4 (IN.) EXP.B EXP.0 EXP.B EXP.0 EXPA EXP.0 (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B. EXP.0 (IN.) EXP.13 EXP.0 EXP.B EXP.0 EXP.B W i 020 (1) 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 020 12'$" 12'$" 12'$" 12'$" 12'$" 12'$" 020 14 7" 14'-7" 14'-T 14 _7" 14'_7" o 12'-0" 11'-1" 11'-2" 10'-7" 10'-7" , 9'-11" 10'-10" 10'-1" 10'-3" 9'$" 9'-7" 9'-0" 12'$" 12'-0" 12'-0" 11' 4" 11'$" 15'-3" 15'-3" 15'-3" 15'3" 15'3" 15'-3" 024 13'-7" 13 7" 13 7" 13 7" 13 7" 13 r' 024 15'-10" 5-10" 5-10" 5'-10" 5'-10" 024 13'-2" 12'-7" 12'$" 11'-10" 12'-0" , 11'-1" 10 12'-1" 11' 4" 11'$" 10'-9" 10'-10" 10'-1" 10 14'-2" 13'-4" 13'x" 12'$" 12'-9" LL 10 1T 1T74"' 1-74" 7" 15'-7" 15'-7" 15'-7" 15'-7 - 15'7" . 18'-0" 18'-0" 18'-0" 18'-0" -1"18'-0" 1 03232 032 0 -9" 16'-2" 15'" 15'-9" 15" 1 '" '" 5' Nc g= 14'-3" o 19'-7" 19'-7" 19'-7" 19'-7" 19'-7" 19'-7" 1 T-7" 1 T -T" 1 T-7" 1 T-7" 17'-7" 1 T-7" 19'-4" 19'-4" 19'-4 19 j" 19'-4" 19-4 „O, N 040 040 .040 N o 1T-7" 16'$" 16'-9" 15'-9" 16'-0" 15'-0" 15'-7" 14'-10" 14'-10" 14'-1" 14'-2" 13'4" 1T$" 16'-10" 1T-0" 16'x" 16'$" 16'-0" 020 7 11'-3" 11'3" 11'-3" 11'-3" 11'-3" 11'-3" 020 10'-2" 10'-2" 10'2" 10'2" 10'-2 10 2" 020 12-1" 12''1" 12-1" 12'-1" 12'-1" 19'-4" C;., 11 () 10_1" 9'6" 9'$" 9'-0" 9'1" 8'$" 9'-1" 8'-9" 8'-9" 8-4" 8'-6" 7_11^ 10'-10" 10'4" 10'-3" 9'-9" 9'-10" 9'-5" a 12'$" 12'$" 12'$" 12'$" 12'-6" 12'$" 024 11'-0' 11'4" 11'-4" 11'-4" 11'-4" 11'-0" 024 13 3" 13'3" 13'-3" 13'-3" 13'-3" 13'-3" w o .024 10.9^ 10'-9" 10,_3" 10'-0" 9'-10" 20 10-1" 9-8" 9-9" 9'-3" 9'-5" 8'-11" 20 12'-2" 11'$" 11'$" 11'-2" 11'-3" 10'-7" _ 20 14'$" 14'$" 14'$" 14'$" 14'$" 14'$" .032 13'-0" 13'-0" 13'-0" 13'-0" 13'-0" 13'-0" .032 15'$" 15'$" 15'$" 15'-6" 15'$" 15'-6" 032 13' 3" 12' 9" 12'-9" 12,44" 12'x" �. 11'-7" 11'-10" 11'x" 11'$" 11'-0" 11'-0" 10'-6" 14'-2" 13'-9" 13'-7" 13'-0" 13'-1" 12'$" 16-3" 16-3" 16'-3" 16'-3" 16'-3" 16'-3" 040 14'$" 14'$" 14'$" 14'$" 14'$" 14'$" 16'$" 16'$" 16'$" 16'$" 16'$" 16'$" .040 .040 > a 14'-1" 13'-2" 13'$" 12'-10" 13'-0" 12'x" 12'$" 11'-10" 15'$" 15'-2" 15'-2" 14'-10" 14'-10" 14'3" ¢ F :>.- 1 1" 11 1" 91-91 9 9" 919" 9 9" 919" 919" 020 10' 4" 10'x" 10'x" 10'x" 10'-4" 10'-4" a g ca .020(l)9'-10" 9'-3" 9'-5" 8'-11" 9'-0" g $^ 020 8'-11" V-8- 8'$" 8'-3" 8'-3" T-10" 10'$" 10'-1" 10'3" 9'$" 9'-9" 9' 4" ,� w J 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 024 10'-0" 10'-4" 10'-4" 10'-4" 10'-0" 10'-4" 024 11 -1" 11 1" 11 1" 11 -1" 11 1" 11 -1" a a¢ .024 25 11'-0" 10'-7" 10'$" 10'-2" 10'-3" 9'-9" 25 9'-11" 9'-7" 9'-T 9'-2" 9'-3" 8'-10" 252t! 11'$" 11'-7" 10'-10" 11'-0" 10'$" a 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" 032 11'4" 11'-4" 11'4" 11'-4" 11'-0" 11'x" M.O32+12_1" 1 '-1" 12'-1" 12'_1" 12'_1" 12'_1" 032131" 12'-7" 12'$" 12'-2" 12'-3" 11'$" 11'-10" 11'-3" 11'-3" 10'9" 10'-10" 10'-4"X1,4_4" 13'-7" 13'$" 1" 13'-2" 12'x" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 040 12 3" 12-3" 12'-3" 12'-3" 12'3" 12'-3" 040 13'-1" 13'-1" 13'-1" 13'-1" 13'-1" 13'-1" 8 .040 14'-0" 14'-2" 13'-7" 13'$" , 13'-0" 13'-3" 12'-9" 12'-9" 12'-3" 12'4" 11'-9" 15'x" 15'-1" 15'-1" 14'$" 14'-9" 14'-1" n E N � 10'$" 10'$" 10'$" 10'-6" 10'$" 10'$' 020 9-3" 9'-3" 9'-3" 9'-3" 9'-3" 9'-3" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" m m 020(1) .020 (7 ¢ v 9 2" 8'-9" 8•_11" 8'-5" 8'$' 8'-2" 7'-9" 7'-10" 7'$" 9'-11" 9'-7" 9'-7" 9'-2" 9' 4" 8'-11" u ci l � om 11'-3" 11'-3" 11'-3" 11'3" 11'-3" 11'-3" 024 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 10' 4" 10' 4" 10' 4" 10'x" 10' 4" 10' 4" z z oza 024 ¢ — w 10'-6" 10'-1" 10'-2" 9'-7" 9'-9" 9'-2" 9'$" 9'-1" 9'-2" 8'-10" 8'-11" 8 4" 30 11' 4" 10'-9" 11'-0" 10'x" 10'$" 9'-11" w ui 30 30 12'$" 12'$" 12'$" 12' 6" 12'$" 12'$" 032 10'-�.1901_8- W 10'-9" 10'-9" 10'-9" 10'-9" 032 11'x" 11'-0" 11'x" 11'-0" 11'4" 11'4" H 032 12'$" 12'-1" 11'-10" 11'$" 11'$" ,r 11'-1" 1 10'-9" 10'x" 10' 4" 10'-0" 13'-2" 12'$" 13'-0" 12'$" 12'-7" 11'-10 U O ui CL 13'-4" 13'-4" 13'-0" 13'-4" 13'-4" 13'-0" 040 11 7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 040 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" z 040 13'$" 13'$" 13'-0" 13'-3" 12'$" 12'-7" 12'-2" 12'-2" 11'$" 11'-9" 11'-3" 14'-9" 14'$" 14'-7" 14'-1" 14'-1" 13'-7" U a N OJJ¢e 9 -1" 9.1. 9 -1" 91-11, 9 1 " 9 1" 020 8 4" 8 -4" 8 4" 8 4" 8 4" 8 4" 020 9 -0" 9 -0" 9'-0" 9'-0" 9'-0" 9'-0" ¢ m 020 (1) 8'-3" 8'-1" 8'-1" 7'-10" 7'-10" 7'$" 7'-8" 7'$" 7'-6" T-3" 7'-2" 6'-11" 9'-1" V-10" 8'-10" 8'-7" 8' 6" 8'-1" CL m 024 10'-3" 10'-3" 10'-3" 10'3" 10'-3" 10'-3" 024 9.0. 91-0" 9 " 9 -0" 9 " 9 " 024 9'-6" 9 $" 91-6" 9 $" 9 -6" 9'-6- ru 9-5" 9-1" 9-1" 8-10" 8-10" 8-7" 40 8$" 8 3" 8 3" 8-0° 8-1" 7 10" 40 10'-2" 9'-10" 9'-10" 9'-7" 9'$" 9'-3" w 40 11'4" 11'-4" 11' 4" 11'-4" 11'-4" 11'-4 032 9 9" 9 9" 9 9" 9'-9" 9'-9" 9'-9" 12'-1" 12'-9" 12'-9" 12'-4" 12'-d" 12'-1" Z a 032 .032 ui o w .. 11'-1" 11'-0" 10'-7" 10'$" 10'-3" 10'-2" 9'-10" 9'-10" 9'-7" 9'-7" 9'-3" 10'-3" 10'-1" 10'-1" 9'-10" 9'-10" 9'$" m N z m 12'-2" 12'-2" C21922" 12'-2" 12'-2" 040 10'-7" 10'_7' 10'_7" 10'_7" 10'_7" 10'-7" 040 11 2" 11 -2" 11 -2" 11'-2" 11'-2" 11'-2" z „ w .040 3F�N 12'$" 12' 4"2'-1" 12'-1" 11'-2" 11'-2" 10'$" 10'-10" 10'$" 13'-9" 13' 4" 13'$" 13'-0" 13'-1" 12'-7" o o 020 (1) 8 2" 8'2" " 8 -2" 8'2" 020 T-5" 7'-5" 7'-5" 7'-5" 7'-5" 7' S" 020 8' -3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 7'-1" 7'-1"'-11" 6'-11" 6'-9" 6'-5" 6'-5" 6'-5" 6'-3" 6'-3" 6'-1" T 7" T-8' 7'-5" T-6' 7'-2" 024 9 2" 9 2" " 9 2" 9 2" 024 8 -3" 8'-3" 8'-3" 8'3" 8'-3" 8' 3" 024 8 -9" 8'-9" 8'-9" 8'-9" 8'9" 8'-9"LL 50 8'-0" 710"'$" 7'$" 7'$" 50 7' 4" 7'-3' 7'-3" 7'-1" 7'-0" 6-11" 8'-9" 8'-7" 8'-7" 8'-5" 84" 8'-1" wO " 10'-7" 10'-7" 032 9 1" 9 1" 9-1" 91-1" 9 1" 9 1" 032 9-8" 9'-8" 9'$" 9'$" 9'$" 91-8"-. w 032 9'-7" 9'-3" 9'-5" 8'-11" 8'-9" 8'-7" 8'$" 8'-5" 8' 4" 8'-3" 10'x" 10'-3" 10'3" 10'-1" 10'-1" 9'-9" a = 040 11'-3" 11'3" 11'-3" 111 3" 040 9-9' 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 10'-4" 10'-4' 10' 4" 10'x" 10' 4" 10'-4" Q N 11'-0" 10'-10" 10'-10" 10'-7" 10'$" 10'x" 9'-10" 9'-9" 9'-9" 9'-5" 9'-7" 9'-2" .040 11'-10" 11'-7" 11'-9" 11'$" 11'$" 11'-2" 1-1011'ASI. •�` CA;PBELL •.0 Exp: �'•. CIVIL No.•184�A 1 THam TRAY CA.kiP13ELL ThinkPad\Duralum\IAPMO 0195\5-21-14 SubmittaW21-14 A 5.dwg, 8/27/2014 11:38:52 AM, CutePDF Writer, FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED -a FIGURE INDICATES FREESTANDING g Z m W W Z zz� W N W < W ¢ ^ Q U 7 K a � N U aQ< z i 0 W co Z a. W U U Z ? J Z o0� W 0 0 U LL as 02 0 00 M N N O o� �o a3 0 N J -Q. w0 J rr w ¢m LL Z LL Z W) r V LL O W V F W IL x a cn MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FREESTANDING SOLID COVERS TABLE 1 TABLE 2 TABLE 3 (2) 211x6 %2" AND WALL HANGERS, 3"x8" AND EXTRUDED AND 3"x8" WITH 6 %2" ROLL FORMED BEAMS STEEL HEADERS STEEL INSERT HEADERS } NUMBER OF N0.14 TEK OR SMS SCREWS Of NUMBER OF NO.14 TEK OR SMS SCREWS x NUMBER OF NO.14 TEK OR SMS SCREWS � 3: PER FOOT OF BEAM LENGTH PER FOOT OF WALL HANGER AND BEAM LENGTH ; PER FOOT OF BEAM LENGTH D0 �O EE 3: �9 110 MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C ~ ~ ~ 1 5 1 1 1 1 2 5' 1 1 1 1 1 1 5' 1 1 1 1 1 1 1 2 2 2 2 2 1 1 1 2 2 2 1 1 1 1 1 1 1 6 1 1 2 2 2 61 1 1 1 1 1 2 6' 1 1 1 1 1 1 2 2 2 2 2 3 1 2 2 2 2 2 1 1 1 1 1 1 1 7 1 1 2 2 2 71 1 1 1 2 2 2 7' 1 1 1 1 1 1 2 2 2 3 3 3 2 2 2 2 2 2 1 1 1 1 1 2 8' 1 2 2 2 2 2 8' 1— 1 2 2 2 2 8 1 1 1 1 1 1 1 2 2 2 3 3 3 2 2 2 2 3 3 1 1 1 2 1 2 91 2 2 2 2 2 29' 1 12 2 2 2 2 9' 1 1 1 1 1 1 2 3 3 3 3 4 2 2 2 3 3 3 1 1 1 2 2 2 1 10 2 2 3 2 3 2 3 2 3 3 10' 1 2 2 2 2 2 10, 1 1 1 1 1 1 4 2 2 2 3 3 3 1 2 2 2 2 2 111 2 2 3 �32 11' 2 2 2 2 3 11' 1 1 —2l—'-- 1 1 2 3 3 4 4 4 2 ;2 3 3 3 3 3 1 2 2 2 2 .1 2 3 2 3 3�433 3 3 5 12 ,2 2 2 2 2 3 2; 3 3 3 2 4 ,2 12 1 2 1 2 1 2 1 2 1 2 2 2 13 1 2, 3 2 2 3 3 3 4 4 4 4 5 13 1 2 2 2 3 3 3 2 3 3 a 131 1 1 1 1 1 2 ThinkPad\Duralum\IAPMO 0195\5-21-14 SubmittaW21-14 A 5.dwg, 8/27/2014 11:38:52 AM, CutePDF Writer, FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED -a FIGURE INDICATES FREESTANDING g Z m W W Z zz� W N W < W ¢ ^ Q U 7 K a � N U aQ< z i 0 W co Z a. W U U Z ? J Z o0� W 0 0 U LL as 02 0 00 M N N O o� �o a3 0 N J -Q. w0 J rr w ¢m LL Z LL Z W) r V LL O W V F W IL x a cn t� f� v CAMPBELL 0 m EXP: 12 14' . c. GVIL ' �Ho..1841 THOMAS TRAY ThinkPad\Duralum\IAPMO 0195\5-21-14 Submitta HEADER BEAM TYPES 1.52" GUTTER - EXT. CLIP z 0.375" ¢ w 0.61" I z Lu 1.79" SPLICE T=0.725" U z WHERE I T=12 GA. INSERT ALUM. w o SPLICE OCCURS ----N ASTM A653 SS WHEREALLOY u N WHERE I GRADE 50 G60 3.0" OCCURS 63T6 F WHERE n SPLICE OCCURS I .032" 6.656" 7.0" U 8 6.5' 2.57 I I I 4.6" ALUM. O 0.73" OCCURSTI I II 4 0" I 0.110" 0.075" I II 3.0" TYP" 0.065" I I TYP. F z TYP.I i�3.0"-moi z O .038' TYP. li i1 2.04" i m 9 2.08" a w L _ _ _ _ _ _ _ _ _ _ J 3" SQ.x0.032" ALUM. BEAM 0.375" a a 0 W/ 12 GA. STL. "U" CHANNEL J Z 2.93" I -3.o" 3.0 a.00" E ASTM A653 SS GRADE 50 G60 1.75" o Of 6.5" ROLLFORM 4.0" GUTTER FASCIA MAG BEAM C 4" I -BEAM D 4.5" MAG GUTTER 7" I -BEAM 0 U A ALUM. ALLOY B ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY 25" F ALUM. ALLOY 6063-T6 3004-H36 6063-T6 6063-T6 6063-T6 W/ 1 "C" INSERT G ALUM. ALLOY 6063-T6 y = as T--12 OR W/ 2 "C" INSERTS 14 GA. ' 7.875" ASTM H ALUM. ALLOY 6063-T6 0 0 A653 SS c' C GRADE 50 0 0.0427 s.s" G60 NOTE: Z 0.032" WHERE 'C' INSERT OCCURS AS SHOWN IN o 3 TYP 8.0" 8.0" SPAN TABLES, IT SHALL BE INSTALLED THE `g w rl I 0 oat" FULL LENGTH OF THE 7"I -BEAM. J 0.042" TYP. TYP• 0.625" NOTE: F� -J EACH HEADER BEAM TOP AND 2.875" 2 p" 3.0' 2.p" BOTTOM FLANGES SHALL BE CUT AT w MAX.0. i t 3"x8"0.042" BEAM EACH INTERIOR COLUMN WHERE 3 w DBL. 2"x6.5"xO.042" I OR MORE COLUMS OCCUR. DO NOT ALUM. ALLOY 3004-H36 I I / 14 GA. STL. INSERT CUT FLANGES AT END COLUMNS. z OR EQUAL �3.0"� I --3.o" MAX. �3.0"� I *��A STM A653 GRADE 50 G60 W o DBL. 2"x6.5"x0.032" AALLOY x0.042" BEAM DBL. 3"x8"x0.042" BEAM j 3"x8"x0.042" BEAM" `� ALUM. ALLOY 3004-H36 K 3004-H36 L ALUM. ALLOY 3004-H36 12 GA. STL. INSERT OR EQUAL OR EQUAL - OR EQUAL (N��ASTM A653 GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS 8 OCCUR AS SHOWN IN THE SPAN TABLES, m E E THEY SHALL BE INSTALLED THE FULL LENGTH m N I OF THE 3"x8" BEAM. ° a LL U y T=12 OR .00 14 GA. ASTM COLUMN / POST TYPES N"� N ¢zwm _ - A653 SS y 7 - W H GRADE 50 r U v G60 8.0" G-3"SQ.Xt-0.188" } o �v( I C 0 8 L nP. oF.oza"=3"SQ.xt_0,250"= (LW N 0.032" `� f- OU ? 0.042"=3"SQ.xt=0.313" o <" Q�m'r ma PLASTIC j=4"SQ.xt=0.188" L--Jl 1 PLUGS 4.0"--11.00r� 6.5" K=4"SQ.xt=0.250" ir 3.0" MAX 3.0" 040" ALUM. I z 048" STEEL #10 SMS w N z DBL. 3"x8"x0.042" BEAM @ 2a• D.C. m N $ o W/ DBL. 14 GA. STL. INSERT I 3.0" EA. SIDE 3 w iL O 3.0' .28" 3.0" ¢ p ALUM. ALLOY 3004-H36 OR 4 U) ir OR EQUAL ALUM. I I I TYP F - -�k� �i 3.0" 4.0" 4:1 c2l DBL. 3"x8"x0.042" BEAM z.o" 3.0" z.o" W/ DBL. 12 GA. STL. INSERT 3.0" 3._� LL v P ALUM. ALLOY 3004-H36 B 3" SQ. ALUM POST C 3" SQ. ALUM. POST �� I -3.0"--I ° 3 SQ. ALUM. POST W OR EQUAL ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-1-136 3.0" OR J4.0" 0 w H SIDEPLATES MAG POSTNOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS HEIGHT LIMITED TO 3" SQ. STEEL POST (§��AL UM. ALLOY 3004-H36 E ALUM. ALLOY SQ. STEEL POST a In SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED 10'-0" MAXIMUM. F THE FULL LENGTH OF THE 3"x8" BEAM. ASTM A653GRADE50 CP60 OR EQUAL 6063-T6 ASTM A500 GRADE B R -5-21-14A 5.dwa. 8/27/201411:41:38 AM, CutePDF Wrfter, ~ No. C37948 \ EXP. 031311) F!O ASI ' S1. F I Cry.'•:S?6ELL ;0 Exp: IZ j : z CIVIL �NR 184�� THO ; AZ IRAY CXI.4pleELL ThinkPad\Duralum\IAPMO 0195\5-21-14 Submitt A34 FRAMING ANGLE SEE TABLE 2 FASTENERS, SEE TABLE 3 — R.F. OR EXT. HANGER—, CHANNEL, 2X OR 3X RAFTER BRACKET EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS -f— [ 3/16' STEELNOTE: BRACKET CAN BE LOCATED g" 0 1/4"0 HOLES ,TYP. ANYWHERE ON EAVE. 0 NOTE: PROVIDE WATER 0 TYP• BRACKET PROTECTION, METAL FLASHING AT EVERY 2x CAUCK JOINTS AND SLOPE 8 O o TO DRAIN (OPTIONAL) EXISTING EAVE ALLOWABLE PROJ. TO BEAM OVERHANG SEE TABLE 1 1114" (24"MAX') 2x6 OR 2x8 LEDGER RAFTER (3}#14x3 1/2" W.S A ALUM. PANEL 2X OR—/ \ 3x ALUM. RAFTER EXIST. FASCIA BOARD ALLOWABLE PROJ. _EXISTING Ef TO BEAMOVERHAN( SEE TABLE 1 (24" MAX.) A EAVE CONNECTION 1. EXISTING ROOF OVERHANG DESIGN LOADS: RDL = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, 30, 40, & 50 psf 2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS 1200 psi. TABLE 1 NOTE: WHERE COVER CONSTRUCTION INCLUDES DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING WHERE ONE OR MORE OF THE FOLLOWING CONDITIONS OCCUR: LEDGER OR WALL HANGER WITH FASTENER PER TABLES 3 & EXIST. RAFTERS AT 24" O.C. AT ROOF 1^ OVERHANG 2X FULL DEPTH 3 WOOD SCAB, 1. WHERE OCCURS, SEE TABLE 2 2x WOOD STUD OR CONCRETE WALL r o1 WALL CONNECTION u NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x6 Y2' MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS) OR KILN -DRY WOOD -FILLED 2"x6 Y2" OR 3"x8" ALUMINUM SECTIONS. NOTE: PLACE "SIKA FLEX" OR SIMILAR J NOTE: BRACKET MAY BE MATERIAL BETWEEN BRACKET AND COMP. MOUNTED BELOW RAFTER SHINGLE ROOFING TO PROVIDE SEAL W/ SAME CONNECTION'S. ALTERNATE EAVE CONNECTION NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS WITH A 10 psf MAXIMUM DESIGN LOAD. TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG COVER LUSL EXISTING FRAMING MEMBER AT ROOF OVERHANG DESIGN (E) WALL COVER LOADS OPENING PROJECTION 10, 20 psf > & > 18' 30, 40 & 50 psf > & > 14' 2x WOOD STUD OR CONCRETE WALL r o1 WALL CONNECTION u NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x6 Y2' MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS) OR KILN -DRY WOOD -FILLED 2"x6 Y2" OR 3"x8" ALUMINUM SECTIONS. NOTE: PLACE "SIKA FLEX" OR SIMILAR J NOTE: BRACKET MAY BE MATERIAL BETWEEN BRACKET AND COMP. MOUNTED BELOW RAFTER SHINGLE ROOFING TO PROVIDE SEAL W/ SAME CONNECTION'S. ALTERNATE EAVE CONNECTION NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS WITH A 10 psf MAXIMUM DESIGN LOAD. TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG COVER LUSL EXISTING FRAMING MEMBER AT ROOF OVERHANG MAXIMUM PROJECTION a = o m � (A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS (B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL WIND SPEED (MPH) AND EXPOSURE 110, B 110, C 120, B 120, C 130, B 130, C 10 2" x 4" FULL 26-0" 26'-0" 26'4" 25'-2" 264" 20'-7" 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 25'-7" 25'-4" 2V-2" WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 5' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) g' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 20 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 7. (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0 " 2"x6" FULL OR 2"x8" NOTCHED 26 -0" 26'-0" 26'-0" 26 -0' 26'-0 26'-0" 8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 2"x8" FULL OR 2"x10" NOTCHED 26'-0" 26-0" 26'4" 26'4" 26-0" 26'-0" 10' (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 264" 20'-7" 11' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 2" x 6" NOTCHED 26'-0" 26'4" 26'-0" 26'-0" 26'-0" 26'4- 12' (A) (A) (A) (A) (A) (A) (B) I (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 25 2"x6„ FULL OR 2"x8 NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER AND ROOF PANEL RAIL TO FASCIA OR LEDGER TO EXISTING WOOD STUD WALL FRAMING 2"x8" FULL OR 2"x10" NOTCHED 26-0" 26'-0" 26'-0" 26-0" 26-0" 26'-0" 30 2" x 4" FULL 16'4" 16-0" 16'-0" 16'-0" 16'-0" 16'-0" (C) - (2) Y4" DIAMETER LAG SCRWS (D) - 6/" DIAMETER LAG SCREW (E) - 3/4" DIAMETER LAG SCREW 2" x 6" NOTCHED 10'-10" 10'-10"110'-10- 9'-2" 9'-3" - 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. 2"x8" FULL ORa= 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" j o WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 40 2" x 4" FULL 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 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 2"x6" FULL OR 2"x8" NOTCHED 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) 6' (C) (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" 26'4" 26'-0" 26'-0" 26-0" 7' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 2"x 4" FULL 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) 50 2" x 6" NOTCHED 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 15'-3" 9' 10' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) 2"x6„ FULL OR 2"x8 NOTCHED 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 11' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 2"x8" FULL OR 2"x10" NOTCHED 20'-9" 20'-9" 20'-9" 20'-9" 20'-9" 20'-9" 12, (C) (C) (C) (D) (D) (D) (D) (D) I (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 'ABLE 4 a,b ANCHORS INSTALLED INTO CONCRETE WALLS WITH 6 -INCH MIN.THICKNESS COVER NUMBER AND TYPE LUSL OF FASTENERS 10 Y2 0 SIMPSON STRONG -BOLT 2 SS AT 48" O.C. (a,b) 20 I Y" 0 SIMPSON STRONG -BOLT 2 SS AT 48" O.C.(a,b) 25 I Y2"0 SIMPSON STRONG -BOLT 2 SS AT 48" O.C. (a,b) 30 I Y2"0 SIMPSON STRONG -BOLT 2 SS AT 36" O.C.(a,b) 40 I Yz 0 SIMPSON STRONG -BOLT 2 SS AT 36" D.C. (a,b) I Y2" 0 SIMPSON STRONG -BOLT 2 SS 50 AT 24" 0. C. (a,b) FOOTNOTES TO TABLES 3 & 4: a. EMBED ANCHOR 3" MINIMUM INTO CONCRETE WALL AND INSTALL IN ACCORDANCE WITH ESR -3037 b. USE 3" SQ.xY4" STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL. c. WHERE ROOF PANEL RAIL OCCURS, USE Y2' DIAMETER LAG SCREW IN LIEU OF (2) Y4" DIAMETER LAG SCREWS. z E w w z 0– z z W ,V w� U j m U) N U ¢Qa _ z z 0 w o co CL tea' U V z = 0Q r Ir w w f f U oQ ao W Z w0 J U U'Z z U E 8 E m IOL U (p �VOy Q?� wNG > In >aw Ouzo Uro. y O a a 2) 0.om� w a Z< ui 'o w mNZOm ZawW 3uiJy R Q U W Dorm: N CDLL O w °D i w a u) V Ito AS.I. •' E` CAIMPBELL ��0 Exp: 12 )T = m ��. �'• CIVIL "H0..184�R TNOh%S IRAY CA?4PSELL HANGER CHANNELS AND MOUNTING BRACKETS ASTENERS, T=.060" TYP. Z }� E TABLE 3, SHEET 4 Ir w w w FASTENERS, 078 1.50" ' TABLE 300"300" I z z w ry SEE 3 SHEET 8 T�'1 w ALUM. 3004-H36 .06 .25^R _-- OS' 0 p 3" 6" a o t= 004" .010"x90" 202 FASTENERS, _ (2) DIA. SEE SHEET 0 " �i C6 C° .5co (D63" .281" - ---- _j .200 5" - J741"I"I SEE TABL- O g" D c) N _j z o 7FASTENERS m Q CONTINUOUS A- RAIL Ul m N iD CD o co ROOF PANEL 3 (WHERE OCCURS) Q - a w � � U N CO °_ c+i SHEET 8 ----- ? U z SEE TABLE 3 cn 3" 3" 0 a ZSEE .060" I� 1 500^ FASTENERS, w SHEET4 AL663-T6. YI4— FASTENERS, SEE TABLE 3, SHEET 4 ~ z 1 75" 1.88 ALUM. ALLOY ALUM.ALLOY 6063 T6% AL 606.3 T6 Y 6063-T6 0 U O ROHANGERED O EXTRUDED HANGER / CONNECTION ] OC I.R. HANGER - "H" BRACKET III co_ NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf } as N� MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED ' N AT ROOF LOADS EXCEEDING 30 psf. cl (3) Y2"O LAG SCREWS 10# L.L.=(2)#14 SMS EA. SIDE 1 1/2" 20#,25#,30# L.L.=(3)#14 SMS EA. SIDE /BEAM SPLICE TO N . o #14 SDS, 40#,50# L.L.=(4)#14 SMS_EA. SIDE a/ OCCUR DIRECTLY OVER 5/8"0 PLASTIC o 3 y 3 PER SIDE _� I PERMITTED PLUG WHERE w 0 _ _ _ _ _ _ __— __— i @ 2 -POST UNITS @PERSIDE SCREWS I SCREW IS INSIDE > _ J 1" — 3/4" OR 1 1/2" " .5^ #14 SMS MAY J 3" < I 2" x 6 1/2" OR 5" MIN. 3" x 8" ALUM. , ---------- = - ---------- BE- USE AS ALTERNATE TO p \ - - RAFTER R 3.5" 3.5" 1/4"0 BOLTS 3.5" 3.5" u) "e z 3" 3"x8"ALUM. 3/4" OR 1 1/2" -- —--------'� --- - ---- - -- - --- — 8" BEAM .5" .5^ > W z a oa�co X HEADER U -BRACKET ) ❑1 OR �2 I a w m L1J 1" EXISTING WOOD STUD FRAMING SEE NOTES r> N 3"X8" ALUM. (E) STUCCO BELOW I I 6 1/2" SIDEPLATE EA. " 2Yz" (E) STUCCO RAFTER 2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L.=10 psf- I SIDE SEE POST SCHED. 2 EACH 1/2"0 x 3-1/2" LAG SCREWS L.L.=20, 25 and 30 psf #14 SMS EA. SIDE PENETRATION BRACKET 2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf TOP, MID HEIGHT (2- MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES E NOTE: LENGTH OF LAG SCREW SHALL PROVIDE N E THREADED PORTION OF SHANK COMPLETE ` NOTE: USE LEDGER WHERE RAFTER SPACING d SEE LATERAL FORTE RESISTING SYSTEM, SHEET 11 m PENETRATION INTO EXISTING CORNER STUD. EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8. LL v @� .0. HEADER BRACKET 2 RAFTER TO STUD WALL CONNECTION 3 BEAM TO POST CONNECTION 8 a W; I U U o "i u) ` moo' 1 1/2" OR 2"LATTICE #8 S.M.S. 1/2"7 #8 S.M.S. EACH SIDE ALUMINUM MEMBER WITH EXISTING a w' a u- ) w a ALTERNATE DOUBLE RAFTER- BOLT CONNECTION PLAN 2 LATTICE 1 1/2" OR 2" SHEATHING WOOD FILL OR DBL. 3"x8"X0.042 BEAM OV z N NOMINAL LEDGER OR DBL. 2"x6.5"x0.032"/0.042" BEAM �O ALTERNATE: (NEW OR EXISTING) F m o 4 #14 S.M.S. EACH t! a SEE NOTE, DETAIL B, _ o a ' RAFTER TO COL. L SHEET 8 o CONNECT. (8 -TOT.) 2"x6.5" OR 3"x8" RAFTER w j r o o Gi ALTERNATE: 1/2" BOLT U) o r? ,. .w wow.. ALTERNATE: FASTNERS, SEE TABLE 3, ui of SHEET 8 z > m N z o #ALTERNATE: (2)- #14 S.M.S' EACH RAFTER5/8"ID ACCESS HOLESu11 TO COLUMN CONNECTION E #1EACH4 Xa"o o 3"x 3"STL.POST24"O(4-TOTAL)OG )INSERTATTACHED SDS 3" SQ. POST OR 5" OR - ALTERNATE: j HEADER TO COLUMN 3"x 3"STL.POST COLUMN (2}3"x8"HEADER (2} 2x6.5" OR'(2}3"x8" HEADER -; EXISTING (12 FASTENERS PER m v FOR FREESTANDING ALTERNATE: i� 1" STUCCO OR EQUAL CONNECTION) # LL (2}1/2"BOLT 3"x3"X0.024" (1) - 1/2" BOLT OR 2.5" PENE. INTO EACH WOOD STUD I W m 2"x 6.5" SIDEPLATE CONNECTOR (2} #14 S.M.S. EACH RAFTER q ' C w 2 w DBL. RAFTER /DBL. HEADER CONN. 4O ' STUB COLUMN TO DOUBLE HEADER CONN. O5 EXIST. STUCCO / LEDGER DOUBLE HEADER TO DETAIL O C—E)6UMN-DETAIL----ro-r'U a_ cn ,I ATTACHMENT - _ - ThinkPad\Duralum\IAPMO 0195\5-21-14 SubmittaRS-21-14 A 5.dwg, 8/27/201411:44:47 AM, CutePDF Writer, No. C37948 EXP. D3/31/% �•• HO'.�AS•I. ' � CAMP3ELL , O Exp: IZ }T m CIVIL c' THOMAS IRAY CAMPBELL ThinkPad\Duralum\IAPMO 0195\5-21-14 Submin 10 COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS z Z W w .Z zz� W ,y • C v W ^ Q N TABLE 1 TABLE 2 a N a ATTACHED ONLY ATTACHED AND J Z 0 w Z STEEL POST ONLY: wm N "T" BRACKET @ 3 -SQ. POST I FOOTING & ANCHOR BOLTS FREESTANDING USE POST TYPE W/ (a}#1a srns EA. SIDE OF POST OR 1/2" M.B. THROUGH POST ALUM. T"BRACKET USE WITH ALTERNATE FTG. I ; F, G, H, I, J OR K CL v Z 2: POST POST POST TYPE B,C,D, OR E. i I I 0 Z OF 1 SINGLE POSTS FOOTING SIZE EMBED. CUBE SIZE SQ. 16' DEEP •CUBE FTG. 18" 18" SQ. 12" STEEL."T' BRACKET OR 9" SQ. BOLTS 1/2 DEPTH OF I i w 17• -22 -CUBED (1) (2}3/8'0 1 7/8' BASE PLATE USE WITH POST TYPE B,C,D,E,F,G,H,J OR K. FOOTING OR I I i f 20" 21" SQ. 12" (2}3/8"O STRONG -BOLT 2 SS SEE TABLE 1 12" MIN. BID. I 0 22" 25" SQ. 16" EA. BRACKET' 1'U SLAB. 23 & 24CUBED (1) (2}112'0 31/4• \ • I m • 9 1/2" MINIMUM DISTANCE TO 24" 28" SQ. 20" —I 25• - 30• CUBED (2) (4}1/2•0 3114• 26" 32" SQ. 23" EDGE OF SLAB. Q 33" MINIMUM DISTANCE FROM IIIiI u_ ~ y = 28" 35" SQ. 25" SLAB CRACK TO COLUMN. _ d 31- - cueeD (2) (a}sls 0 4• of 30" 39" SQ. 28" (1Y8 MIN. EMBEDMENT) _ uwi a •3fQ o 35• - 39• CUBED 2 (4}314.0 4 3/4' 32" DE TH v o 34" 47" SQ. 32" SLAB SHALL BE IN a POURED CONCRETE x9" LONG, 1" < . Nbo:: • '. • W W FROM END ° .y • ' �; p m N o 36" 51" SQ. 34" GOOD CONDITION FOOTING SEE TABLES 40' - 42' CUBED (2) (4}3/4.0 4 314• : • : OF POST o 0 FOR SIZE NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS 38" 55" SQ. 37" , Z POURED „ z Q 3 3 1/2" MIN. SEE FOOTING SQU ARE (ICC -ES ESR - 3037) 40" 60" SQ. 39" SQUARE, SEE FTG. CONCRETE o F, w IN BEAM SPAN TABLE 1) MAY USE EITHER STEEL T BRACKET OR SCHEDULE IN BEAM FOOTING 0 2t _ ALTERNATE FREESTANDING BASE PLATE. 42" 64" SQ. 41" SPAN TABLES EXISTING SLAB 7 ATTACHED COVERS ONLY O POSTS TO CONC. FOOTING ATTACHED COVERS ONLY 2) REQUIRES USE OF ALTERNATE FREESTANDING BASE PLATE. 44" 69" SQ. 43' SQUARE POST EMBED. O INTO FOOTING w z Z cueEFooTINcw/S,rrsLAB <0 2 —c'o , Z D O D a V OzIt a. < (3)-3/4"0 BOLTS FOR POST TYPE F, G, H, I, J & Ko o m W. 3" OR 4" SQ. U Z w 4 5" INSERT 16" x 0.188" ASTM A500 8 45 GRADE BEm STEEL .a LL 0ai T.O.C. 1, v o Qz�m (4)- SS316 3/4"0 STRONG -BOLT 2 SS w STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) r $ ALUM. ALLOY 3.00" OR u; 6063-T6 2.40" 2.0" o 2 Z `s U�9. 1.375" 7/16"0 HOLE INSERT TO� FOR 3/8" MB .56" 2 FLANGES BASE PLATE 3/16" a o m o o m W 0 2 1/8" APART w 75" ASTM A500 GRADE B POST 0 1.125" INSTALL 1Y2" x 1Y2" x Ya" HDG 2.5" -_ o WASHER PLATE AT ANCHORS w .75" .75" BASE FLARES INSERT Z v ul'o w .. 1.60 " .157" I TYP. TO 3"WIDE EA. SIDE OF FLANGES �_� 9" SQ. X 5/8" THK. - m N z m Z � �� W w THK. BASE PLATE 3 w N 1.50 „ TYP. USE FOR 3" OR 4" 1.75" FOR 3" POST, +-+ (ASTM A500 GRADE B STEEL) a W �'n w .090 INSTALL 1Yz" x 1Y" x Ys" HDG STEEL POSTS 1 4" WIDE FOR 4" POST 5.50"1 Ya" 6Yz" 1 Ya" WASHER PLATE AT ANCHORSil\ q 1-7/16"0 HOLE ,,, FOR 130 MPH q 2- 5/16"0 HOLES & 2-3/8" HOLES NOTE: CONCRETE SLAB ANCHORS SHALL BE TYP. EA. SIDE WELDED STEEL BASE PLATE ,� 0 0 NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. w %e" DIAMETER SIMPSON STRONG -BOLT 2 SS (ICC -ES (ICC -ES ESR -3037) 1, - W ALTERNATE FREESTANDING a ALUM "T" BRACKET C STEEL "T" BRACKET D BASE PLATE ANCHOR g 9, au 14 1 rim, %,uterur vv"ter, • HOPiAS I. .� CAMPBELL ,O Z. Exp: 12 n m c: �,•, CIVIL `�►„'�0 18a1� THOMAS IRAY ; CAMPBELL _ ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 B 4.dwg, 826/20146:22:b3 AM, UUteNUF writer, ATTACHED & FREESTANDING SOLID COVERS - 25 PSF SNOW LOAD - 110,120,130 MPH - EXP. B & C 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM L DBL. 3"x8"0.042" BEAM M W/ 14 GA. STL. INSERT gML12 GA. STL. INSERT O W/ DBL. 14 GA. STL. INSERT P W/ DBL. 12 GA. STL. INSERT W Z ATTACHED SOLID 1FREESTAND/NG SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID ATTACHED SOL/D FREESTAND/NG SOLID, ATTACHED SOL/D FREESTAND/NG SOL/D r _ a W N U T .L MAX.COL. = ~ MAX.POST FTG. MIN. FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. j 12SPACINGm B 3 SPACING (IN.) POSTI �MMAX.POST PACING (IN.) POST PACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m o �O(2)S(3 (SPAN) (1) TYPE (SEAN�,!(1)� E (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) 1 TYPE ISPANI 4+����T`�o�� 0 w Q 5� L O 1'-2" 21'-2" 22 24 E 21'-2" 20'-8" 34 33 NSU ¢ a � z 10-4 " 5 14'-1" 14'-1" 19 21 G. �- 15'-9" 15'-4" 31 31 G 14'-3" 14'-3" 19 21 C 15'-1" 14'-8" 31 31 G 16'-6" 16'-6" 20 22 E 16'-6" 16'-1" 32 31 G r 9'-4" 22 E 19'-4" 35 -, m N a 9'-0" 6' 12'-10" 19 E 14'-4" 32 G 13'-1" 20 E 13'-9" 32 G 15'-1" 21 E 15'-1" 32 G r 12'-10 22 , `14-1 _32_ y 13'-1" 22 13'-6" 31 15'-1" 23 14'-8" 32 19'-4" 25 18'-10" 34 m s' -o° �' 11'-3" 20 E� 3'-4" ! 33— G 12'-1" 20 E 12'-9" 32 G 14'-0" 21 E 14'-0" 13'-8" 33 33 -H 8'-0" 18'-0" 22 26 E 18'-0" 1T-7" 35 35 () z m < Z 11'-3" 22 13'-1" 32 12'-1" 22 12'-6" 32 14'-0" 23 6'-10" 23 16'-116° 336 � 0 a Z ~ 21 33 H 13'-1" 21 13'-1" 34 7'-6" 8' 10'-7" 20 E 12'=7°— 33— H 11'-4" E 12'-0" E H 26 E 4" w .J 10'-7" 22 12'-2" 33 11'-4" 23 11'-8" 33 G 13'-1 24 12'-9" 33 16'-10 5' 227 E 15'-10" 36 0 9' 9'-5" 20 E 11'-10" 34 H 10'-8" 21 E 11'-3" 33 H 12' 412' 224 E 12'12'-1" 334 H 7'-0" 9'-5" 23 11'-7" 34 10'-8" 23 11'-1" 33 4" 15'-10 15'-6" 36 ILL 5'-1" 24 E 15'-1" 37 N.P. 10 8'-11" 20 E 11'-3" 34 H 0'-2" 21 E 10'-9" 34 H 11'-9" 22 E 11'-9" 35 8'-11" 23 11'-0" 34 10'-2" 24 10'-6" 34 11'-9" 25 11'-6" 34 15'-1" 27 14'-8" 37 4'-4" 24 E 14'-4'4'-1" 337 -5am_" 21 10'-8" 35 9'-8" 22 E 10'-3" 34 H 11'-2" 22 E 11'-2" 35 I a N P 11' 8'-5" 23 E 10'-6" 34 9'-8" 24 10'-0" 34 11'-2" 25 11'-0" 35 14'-4" 28 I' 13'-93 228 E 13'-93'-6" 38 CL N.P. 8'-0"8'-0" 224 E 10'-29 335 9' 4"9 225 E 9'-109 334 I 10'-910'-9" 226 E 10'-9:10'-6" 335 I 12, 8" 4" 7" H 9" 38 l 1 oil ATTACHED SOLID I FREESTANDING S' 3z 03 � ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID MAX.COL. o MAx.POST FTG. MIN. MAx.POST FTG. - - t rvrfVc r 0a MIN. pl = MAX .POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. ^= SPACING ON SLAB °D § SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m TYPE Cr 1.L (SPAN) TYPE (SPAN) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) C (2).(3) (1) (1) C 14'-1" 20 15'-9" 31 G 14'-3" 20 C 15'-1" 31 G 16'-6" 21 E 16'-6" 32 G 1'-2" 23 E 21'-2�'-1" 334 H 23'22'-10" 226 E 23'-22'-0" 335 5, C 10,-4" 5, 13'-10 21 C 15'-0" 32 14'-1" 23 14'-3" 31 1',6'-3" 24 15'-7" 32 19'-10 25 �w8o z z tV „ 12'-10" 20 E 14' 4" 32 13'-1" 20 E 13'-9" 32 G 15'-1 "1 21 E 15'-1" 32 G 9'-4" 23 E 19'-4" 35 I 21'-2" 24 E 21'-2" 35 I 6, o = z Qa a r 9 -0 6 12'-1" 22 C 13'-8" 31 G 12'-10" 23 13'-1" 31 14'-10" 24 14'-3" 32 H 18'-2" 26 18'-4" 34 H 20'-10" 27 20'-1" 35 o a N 11'-3" 20 0- 13'-4" 33 12'-1" 21 12'-9 2 332 G 14'-013,-9" 225 E 14'-013'-3" 333 H 8'-06 227 E 18'-0 335 19'-819 228 E 19'-8"8,-7" 336 K y7' N a w in 8,_0„ 7, 11'-1" E 12'-8" 32_ G 11'-10" 24 E 1" H _g 7'-1" �" I 222 12'- 3 11'-4"1 224 E 12'-0"1 332 H 1312'-10" 226 E 13'-12 333 H 16'-15,-8" 227 E 16'-16'-0" 335 K 18,18'-2 229 E 18'-4'7 336 K "8, J T-6" 8' E 1'-10" 33 H -2" 4" �" I �" 9' 21 11'-1 34 10'-8" 22 E 11'-3" 33 H 12'-411'-7" 226 E 12' 334 H 5' 228 E 15'-15'-1" 336 K 17' 417'-2" 229 E 1 T-4"6'-6" 337 K 9' T-0„ 23 E 11'-2": 33 H 10'-7" 25 10'-8" 33 11'-8" 14'-10 8 p'-5 21 11'-3" 34 10'-2" 22 10'-9"0 333 H 11 =911'-0" 226 E 11'-9 334 I 5 228 E 15'-1" 37 K 16-6" 26 E 16'-6" 38 10 m E N.P. 10'ILL 23 E 10'-8" 34 H 10'-0" 25 E 2" 1'-2" H 14'-1" 14'-3" 36 16'-3" 30 15'-7" 37K FN.P. 22 10'-8" 35 9'-8" 23 E 10'-3" 34 H 11' 2" 23 E 11'-2" 35 I 4'-4" 25 E 14'-43-8" 337 K 15'-915'-6" 230 E 15'-14'-10" 9. 338 K 11' 11'3. 23 E 10'-0" 34 9'-6" 26 9'-8" 34 10'-6" 27 10'-7" 35 13' 4" 2922 oN 10'-2" 35 9' 4" 23 E 9'-10" 35 1 10'-9", 24 E 10'-9" 36 13'-9" 26 E 13'-9" 38 K 15'-1" 27 E 15'-1" 39 K 12 azWN.P. 127-10 24 E 9'-2" 34 9'-1" 26 9'-3" 34 H 1,0'-0" 27 10'-2" 35 12'-10" 29 13'-1" 37 14'-10" 31 14'-3" 38 W >;0 O U 1 LL UJ CLi UJ ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDINGSOLID ATTACHED SOL/D FREESTANDING SOLID ATTACHED SOLID FREESTANDINGSOLID ATTACHED SOL/D FREESTANDING SOL/D Q g Z o U L N = MAX.COL. C= 9 o MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX -POST FTG. MIN. 9 F SPACING ON SLAB m § SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST TYPE m ¢ N TYPE (SPAN) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) F- a o m (SPAN) (1) (1) C 14'-1" 21 15'-7" 32 G 14'-3" 21 C 14'-1 31 G 16'-6" 22 E 16'-3" 32 G 1'-2" 24 E 20'-119'-6" 336 H 23 228 E 22'-21fl-3" 337 1 5' uj 10'-4" 5' 13'-6" 23 C 14'-6" 33 H 13'-8" 24 13'-10" 33 H 15'-10" 25 15'-2" 33 H 20'-4" 27. J 22'-4" K uj `O 224 14'-1"3 332 13'-112'-7" 224 13'-12'-8" 332 G 15 -114,-6" 226 E 14'-13-10 333 H 9' 227 E 19'-17 335 H 21'- 20-4" 229 E 20'-119'-6" 336 I 6' uj w 9,_0„ 6, -8" E -3" H E 7 -8" -9" 1 J 9 w 11'-3" 22 13'-2" 32 12'-1" 22 12'-1"1 332 H 14'-012 226 E 13'-92'-10" 332 H 8'-16 228 E 17'-8 6 3 34 I 19'-88'-10" 229 E 1g'-4'8, 335 K 7' to Z m W a 8,_0„ 7, 10'-9" 24 E 12'-3" 32 H 11' 8" 25 E 9" -9" 4" -6" 1" 1 3 za a „ 10'-7" 22 12'-4" 33 11'-4" 23 11'-9" 33 H 13'-1" 23 E 12'-1 33 H 6'-10" 25 E 16'-7" 36 J 18' 4" 27 E6 K .8' 0 0 N m .J 7 -6 8 10'-1" 25 E 11'-6" 32 H 11'-0" 26 E 11'-0" 32 12'-7 27 12'-1" 33 15'-3" 29 15'-6" 35 I 17'-10" 30 ii% 9' 3'-5" 22 11'-8" 34 10'-8" 23 E 11'-2" 33 H 12'-411-3" 227 E 12'-211.x" 333 H 5'-1�°�" 229 E 15'-8" ' 336 K�17"-4;6' 231 E K 9' 7,_0„ 9'-0" 25 E 10'-10" 33 H 10'-3" 26 10' 4" 33 7" MK 7 0 't -11"8'-6" 225 11'-10'-3" 333 0'-29 227 10'-9'-10" 333 H 11'-910-8" 227 E 11'- 334 I 5--l'13'-8" 230 E 14'-13' 336 K 16'-65'-10" 231 E K 10' Ix o (/� N.P. 10' E H 9" E 0�-9" H 10" 7 10- '-5" 23 10'-7" 35 I 9'-8" 24 E 10'-1" '9 34 H 11'-2° 25 E 11'-1" 35 4'-4" 27 E 14'-2" 37 K 15'-9" 28 E8 K 11 w N.P. 11 8�_1" 26 E 9'-4" 33 H 9' 4" 27 6" 34 10'-2" 28 10'-3" 34 13'-2" 30 13'-3" 37 15'-2" 32 a N 0" 23 9'-10" 35 I 9'-4" 24 E 9'-8" 334 I 10'-9 9 228 E 10'- 335 I 13'-9 2 231 E 13'-12-8" 337 K 15'-114,-6" 232 E 14'-13,,,10" 338 K 12' N.P. 12' 7'-5" 26 E 8'-7" 33 H 8'-7" 27 9,-1" H -9" 9'-10" -7" ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 B 4.dwg, 826/20146:22:b3 AM, UUteNUF writer, No.C37948 EXP. 03131 / i �r9 CAMPBELL ": o Exp: Ig -1+: m CIVIL '�„�TO.•i e4ti T6" TRAY :. Ck-78EU. ThinkPad\Duralum\IAPMO 0195\5-21-14 Subrr r, BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS ATTACHED & FREESTANDING SOLID COVERS 30 PSF SNOW LOAD - 110,120,130 MPH - EXP. B & C z 1.52" 6.5" ROLLFORM 0.61" „ w 1.79" GUTTER z EXT. CLIP UOo Z MAX.COL. SPACING ¢ _ �- 0 ATTACHED SOLID FREESTANDING SOLID > ¢ _ o SPLICE SPLICE I WHERE I u c MAX.POST FTG. MIN. MAX.POST FTG. MIN. 6.5" 2.57" WHERE OCCURS T=12 GA. ^^ 1 - ON SLAB m SPACING (IN.) POST SPACING (IN.) POST m § ¢ v 0.73" SPLICE WHERE OCCURS I ASTM A653SS 3.0" (2),(3) (SPAN) (1) TYPE (SPAN) (1) TYPE ~ U � N U occuRs I I I II a.o" 0.070" I a's^ 0.065^ GRADE 50 G60 .032" 0 9'-0" 5' 8'-8" 16 $'-$" 18 B 9'-2" 28 9'-0" 28 G 5, N¢ a °18 r= z 0.075" 3.0" TYP. ALUM. 8,„ 6, 7'-11" 17 B 8'-4" 29 .038' 2.08" TYP. TYP. i 2.qr- r , 6 w o ¢ 7'-11" 19 8'-2" 29 Mcn m - - - - ---3.o•-I I a o O 7'-4" 17 7'-9" 29 t73.0"� 7,_6„ 7, 7'-4" 19 7'-7" 29 G 7' U z m Z 2.93^ 3.0" a.00" 3" SQ.x0.032" ALUM. BEAM J o a � Z 7'-0" $' 6'-10" 17 C 7'-3" 30 G 8, 6.5" ROLLFORM ~ ALUM. ALLOY �o� MAG BEAM B �„� 4" I -BEAM �' ALUM. ALLOY 4.5" MAG GUTTER v S W� �2 GA. STL. "U" CHANNEL C ''AA V / 6'-10" 20 7'-2" 30 w 6'-6" 18 6'-10" 3O ALUM. ALLOY ALUM. ALLOY ASTM A653 SS NP 9' G 9, 2 6063-T6 6063-T6 6063-T6 6063-T6 GRADE 50 G60 � (n 6'-6" 20 6'-9" 30 N P 10' 6'-2" 18 C 6'-7" 31 G , 10 6'-2" 20 6'-4" 31 NP 11' 5'-11" 18 C 6'-3" 31 G o.37s^ SPLICE T�.125^ WHERE ALUM. OCCURS 6061T6 M 5'-11" 21 6'-2" 31 LL o a N NP 12 5'-8" 19 E 6'-0" 32 G 12 T-8" 21 5'-10" 31 0 6.656" 7.0" 8.0" o� 0 .5' 6.5" 0.110" 6TYP. 0.042" 0.032" 0.042" � o = ATTACHED SOLID FREESTANDING SOLID > TMP• TYP. TYP. uz MAX.POST FTG• MAXPOST MAX.COL. SPACING F _ ¢ 0.375" ^= 1..� ON SLAB m SPACING IN. POST SPACING NG (NN. G OST m 1.75" 4.0" 4.0" I 2.0" 2.0^ z.o^ (2), (3) (SPAN) (1) TYPE (SPAN) (1) TYPE 8'-8" 17 9'-2" 28 MAx. z.o" l--3.0"� O 9'-0" 5' 19 B G 5, a.o^ " „ " " " „ " 7" I -BEAM ��DBL. 2"x6.5 x0.042 J DBL. 2 x6.5 x0.032" K 3x8 x0.042 BEAM F ALUM. ALLOY 3004-H36 N r 8'-7" 8'-9" 28 �.eZN > W s Q ° _ z N o a N 8'-4" 6 7'-11" 17 7'-10" 20 B 8' 4" 29 8'-0" 28 G 6 „ 7 -6 7 7'-4" 18 p B 7'-9" 29 G 7 ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004 H36 ALUM. ALLOY 6063-T6 OR EQUAL OR EQUAL OR EQUAL 8___ T-3" 20 7'-4" 29 V W! (1) "C" INSERT J T-0„ 8, 6'-10" 18 C 7'-3" 30 G 8 ALUM. ALLOY 25. ■ 6'-9" 21 7'-0" 30 6063-T6 "C" NP 9, 6'-6" 19 C 6'-10" 30 G 9, W/ (2) INSERTS 6'-5" 21 6'-7" 30 H T=1208 IL 3 N P 10, 6'-2" 19 C 6'-7" 31 G 10' ALUM.ALLOY 6063-T6 T=12 OR 14 GA. N = 14 GA. ASTM 6'-1" 22 6'-3" 30 m NP 11 19 C 6'-3" 31 G 11' NOTE: A653 SS 8.0" 7.875" ASTM GRADE 8.0" WHERE'C' SPLICE OCCURS AS SHOWN IN A653 SS ¢ C SPAN TABLES, IT SHALL BE INSTALLED THE 0.042" GRADE 50 G60 5'-10" 22 6'-0" 31 ' O N P 12' 5'-8" 19 E 6'-0" 32 G , 12 FULL LENGTH OF THE T I -BEAM. TYP. 50 G60 042" M ¢ z „ TYP 5'-8" 22 5'-9" 31 F C'n 0.625" }oma I I 4'0" - 3.0^� 2.875^ I X3.0"--1� 4'0" �3.0"� Ir 'o > LL > . Z n ATTACHED SOLID FREESTANDING SOLID MAX. MAX. = MAX.COL. 9 F F F U J MAX.POST FTG. MAX.POST " x0 " „ " „x0 „ 3LD;;: DBL. x8".042" BEAM 3x8 x0.042 BEAM DBL. 3"x8 .042 BEAM SPACING ON SLAB =)Z)o m SPACING (IN.) MIN. POST FTG. SPACING (IN.) MIN. POST o m 3 O ¢ e H rn M W/ 14 GA. STL. INSERT O W/ DBL. 14 GA. STL. INSERT (2), (3) F (SPAN) (1) TYPE (SPAN) (1) TYPE a o m „ 9'-0" 5 8'-8" 18 B 9'-1" 28 G 5' ALUM. ALLOY 3004-H36 ASTM A653 SS GRADE 50 G60 ASTM A653 SS GRADE 50 G60 OR EQUAL 8'-4" 20 8'-6" 29 ru 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM FOOTNOTE: "SAMPLE' /�� / 12 STL. INSERT W! DBL. 12 GA. STL. INSERT M r W W o W „ 8'-4" 6 7'-11" 18 7'-7" 21 B 8'-3" 29 7'-9" 28 G 6 MGA. FIGURE INDICATES Iv ASTM A653 SS GRADE 50 G60 N Z } 7 -6" 7 7'-4" 19 B 7'-8" 29 G 7 ASTM A653 SS GRADE 50 G60 EXPOSURE B m OZ o FIGURE INDICATES NOTE: WHERE 12 AND 14 GA. STEEL INSERTS 7'-2" 21 C T_2" 29 z "' .. W 7,-O„ 8, 6'=10" 19 c 7'-2" 30 G 8, EXPOSURE C OCCUR AS SHOWN IN THE SPAN TABLES, NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS THEY SHALL BE INSTALLED THE FULL LENGTH J � < U o o N Ix SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. ■ 6'-$" 22 l� 6'_9^ 29 OF THE 3"x8" BEAM. THE FULL LENGTH OF THE 3"x8' BEAM. y FOOTNOTES TO ALL SPAN TABLES: NP 9, 6'-6" 20 6'-9" 30 G 9, Ina' 1. FOOTING SHOWN REPRESENTS LENGTH OF 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB 3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE LL0 6'-3" 22 6'-4" 30 0 NP 1 o' 6'-2" 20 6'-6" 31 G 10 EACH SIDE AND DEPTH OF CUBED FOOTING, SEE SHEET 10. SHALL BE THE SMALLER OF THE MAXIMUM SPACING MAXIMUM COLUMN SPACING MEASURED AT THE UJ u WHERE SLAB OCCURS, CUBED FOOTING SIZE SHOWN IN THIS COLUMN OR THE MAXIMUM POST COLUMN AND SHALL NOT CONTAIN ANY CRACKING. 6'-0" 23 6'-1" 30 Ix N NP 11' 5'-11" 20 C 6'-2" 31 G 11, MAY BE REDUCED BY 6" FOR FREESTANDING ONLY. SPACING SHOWN FOR THE SELECTED BEAM. THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE 2 W SEE ALTERNATE FOOTING TABLES 9 1/4" MINIMUM. 0 5'-9" 23 5'-9" 31 Q NP 12' 5'_8" 221 C 6'-0" 331 G 12' SHT. 10 FOR ATTACHED COVERS M 5'-5" E 5'-7" I a- g, u e n er,