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BPAT2016-0091IN 78-495 CALLE TAMPICO ' aw. LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT Application Number: BPAT201&0091 Property Address: 55380 RIVIERA APN: 775241036 Application Description: PGA WEST / 630 SF PATIO COVER AT COMMUNITY POOL 36AA Property Zoning: Application Valuation: $9,000.00 Applicant: PGA WEST RESIDENTIAL ASSOCIATION 54320 SOUTHDERN HILLS . LA QUINTA, CA 92253 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 f r , Date: — — Contractor: OWNER -BUILDER DECLARATION 1 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 thq Applicant to a civil penalty of not more than five hundred dollars . ($500).: (_) I, as pwner of the property, or my employees with wages as their sole compensation, w11 do the work, and the structure is not intended or offered for sale: (Sec. 7044, gusinbSs 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 hgrself through his or her own employees, provided that the improvements are not intenged or offered for sale. If, however, the building or improvement is sold within one yeer of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). I ) 1, as own@r 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 whR contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempfunder Sec. . B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under, penalty of perjury that tfiere is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: SEP ( 61, St.NRISE-DESERT/PARTcl 300 EAGLE DANCE>CFRJ, PALM DESERT, CA 922! VOICE.(760) 777-7125 FAX (760)"777-7011 TIbNS47601777-7153 Date' 9/2/2016 Contractor: PGA WEST RESIDENTIAL ASSOCIATION 54320SOUTHDERN 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: Carrier: _, Polity Number: _ _ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant:�26� WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to.the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such.permit, or cessation of work for 180 days will subject permit to cancellation.. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above-mentioned �property for inspection purposes. Date: �p %-'�—Signature (Applicant or Agent): Date: 9/2/2016 -• Application Number: BPAT2016-0091 Owner: Property Address: 55380 RIVIERA SUNRISE DESERT PARTNERS APN: - 775241036 300 EAGLE DANCE CIR Application Description: PGA WEST / 630 SF PATIO COVER AT COMMUNITY POOL 36AA PALM DESERT, CA 92253 Property Zoning: Application Valuation: $9,000.00 Applicant: Contractor: PGA WEST RESIDENTIAL ASSOCIATION PGA WEST RESIDENTIAL ASSOCIATION 54320 SOUTHDERN HILLS 54320 SOUTHDERN HILLS LA QUINTA, CA 92253 LA QUINTA, CA 92253 (760)771-1234 --------------------------------------------------------------------7------------------------ Llc. No.: AEC488 •' "•Detail' DURALUM PATIO COVER SYSTEM - (1) 14'X45'(630 SQ FT.) -COMMUNITY POOL 36AA.'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). Total Paid for STRONG MOTION INSTRUMENTATION SMI: $1.17. FINANCIAL •R • DESCRIPTION ACCOUNT CITY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT CITY AMOUNT Credit'Card Fee 101-0000-43505 ' 0 $4.29 Total Paid for Credit Card Fee: $4.29 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER, STD, OPEN 101-0000-42404 • 0 $97.17 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER, STD, OPEN PC 101-0000-42600 0 $95.72 'Total Paid foe PATIO COVER J COVERED PORCH / LATTICE-.— $192.89• -' DESCRIPTION ACCOUNT CITY AMOUNT - SMI - RESIDENTIAL 101-0000-20308 0 $1.17 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $1.17. Bin # i + r Cray of La Quinta Building 8i Safety Division . A P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Nrmit"Application and Tracking Sheet Permit # ; Project Address:Owner's A. P. Number: , ', Name: Pg4 uJ,Fsr W>Ts�TML Address: X36 56 LLTN &sz, Legal Description: City, ST, Zip: VA 6 UI -,-79 0A 9o2._2S3 Contractor: P�>� -r D F /� _/ lS(LYJ Telephone: � ;2 r � .Address: ne 2 3;� W7 LL.S Project Des ription: t City, ST, Zip: a u //1JZA .141 J( Telephone: a/` U V ® U �v State Lic. # : t City Lic. #: r.. Arch., Engr., DesignerF6Me� k Address: -5331 4_/kaLUiq i C, -.,t City, ST, Zipg/AJ044� Otto, irttaNdA A 91761 hone: 9 0 ;Tele Construction ucti n TY P e: Occupancy: State i . #• � R. Project type (circle one): New Add'n Alter epair= Demo Name of Contact Person: , S'I' YF_ L Sq. Ft.: # Stories: #Units: Telephone # of Contact Person: 9 - fSlik0 Estimated Value of ProjectOT1000 APPLICANT: DO NOT. WRITE BELOW THIS LINE _ # Submittal Req'd Y Rec'd ' TRACKL\G f 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 Gradin Ian Grading P 2°d Review, ready for"corrections/issue i Electrical Subcontactor List Called ContactPer'son Plumbing Grant Deed Plans picked up i S.M.I. H.O.A. Approval s Plans resubmitted Grading IN IiOUSE:-, '"' Review, ready for corrections/issue' Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue R School Fees y Total Permit Fees . t a r � � t a P.O: BOX 1504 LA QUINTA, CALIFORNIA 92247-1504 BUILDING 8c SAFETY DEPARTMENT 78-495 CALLS TAMPICO LA QUINTA, CALIFORNIA 92253 (760) 777-7012 FAX (760) 777-7011 PROPERTY OVMFR'S PACKAGE Disclosures &Forms for Owner -Builders Applying for Construction Permits IMPORTAI1 T1 NOTICE TO PROPERTY OWNER Dear Property Owner An application for a building permit has been submitted in your name lug improvements.specifed at g Yourself as the builder of the property We are providing you with an Owner -Budder AckndviiI ' rrspoasi'br`lities and possible risk You may °t and Information Verification Form to make you aware of your Y il incur by havuig this permit issued in your nine as .the Owner -Builds. We will not issue a building permit antil you have read, initialed your.understanding of each.provision, signed, and returned this form to us at our official address indicated. An agent of.the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the pemiittirig authority. .�.-,j•i.h,..,., v�,rurit>A1'LONOF•IlVFORIVIATION CTIDNS: Read and initial each statement below:to signify yor' understknd or kr Air information. L I understand a frequent practice of unlicensed persons is to have We property d g Permit that erroneously implies that the pro p Perty owner obtainan ,owner -Builder" an Onmer-Builder, may be held liable and subject too Wrri us fi anc aol n� far -r her injuries° labor and material personally. I, as and his or her employees while working on my property, My homeowner's . Ysustained by an unlicensed person injuries. I am willfully acting as an Owner -Builder and am aware of the limits u Wince may not provide coverage for those In , property. y insurance coverage for injuries to workers 2. I understand building permits are not required to be signed b property ruction and are not hiring a licensed Contractor to assuthe Y . P. rty owners unless they are responsible for the this responsibility. 3. I understand as an "Owner -Builder" I am the responsible partyofret ord:ontheIf from potential financial risk by hiring a licensed Contractor and having permit I understand that I may protect permit filed in his or her name instead of my f . I understand Contractors are required bylaw to be licensed and bonded in California and to list their license numbers on ts and contracts. .. I understandif employ or otherwise engage anypersons, other than California licensed Contractors, and fhe total value construction is at least five hundred dollars ($500), including labor surd materials, I maybe considered an "employer" #6. r state and federal law, I understand if I am o erconsidered vemP y tinder state and federal law, I must registerwitli.tlie state and federal ent, withhold payroll taxes, provide Workets'-.compe ' i *on disability �risu auce, aria contribute to ate to 4compensation for each "employee." I also understand my failiue to abide by these laws inay .'subject me to serious financial mre mp yment I understand under California Contractors' State License Law, ans cannot legally build then, with the fntcnt io offer them, for sille.. unless elf work is who builds single-family residential subcontractors and the number of structures does not exceed fora within an cal 1 r Med by licensed under contract with a licensed general building Y ender T, tir all of the work is performed g ContFactoi 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 owrier(s) that result from any latent construction defects in the Aee manship or m: eria9. 1 understand I may obtain more information regarding my'obligations as an"employer" from the Internal Revenuece, the United States Small.Business Administration, the Wiforiiia Department of Beaefit 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. I 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: \ 11. I agree that, as the party legally and frnancially,responstble for this proposed construction activity, I will abide by all licable laws, and requirements that govern Owner -Builders as.wefl as employers. P12. i agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I verovided_oit 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' Stdte License Board Arai be unable to assist you withany financial loss You may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that indrvidual or fur is injured while working on your property, you maybe held liable for damages If you obtain a permit as Owner Builder sad ivrsh to hire Contractors, you will be responsible for ve ' rrfying 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 by the property owner and returned to the agency responsible for issuing the perniit-11'ote: A copy of the propeV owner's driver's ficense, form notarization, or other verification accepta;Ze -agej rs required fo be presented •when the perytit is issued fo uer the property owner's signature. ^ / Signature of property owne Date; ) Note: The followingAulhorization Form is required to be completed by theproperty owner only when designating an agent of the property owner to applyfbr a construction permit for -the Owner -Builder. AU JUHURIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Properly Ow' er,'.the execution of which I understand is my personal responsibility, Ihereby authorize the following person(s) "to act as my agcnt(s) to apply for, sight and file the .d Permit for my project ocuments necessary to obtain an Owner -Builder Scope of Construction Project (or Description of Work): ka Mar Project Location or Address: Name of Authorized Agent: No 1,2077 � �C 22 1 (1"i� Address of Authorized Agent: _ S �jCjL� 6 l 11A0U N' �T I declare under penalty of perjury that.1 am the propertyowner for the address listed above and I personally filled out the above information and certify its accur���' ofthe:owtier's dnver_s Incense, form notanzdlion or other verification dcreptable to the agency u r icF r e presen " the permit ' issued..to .yeti "fy the " ro p perry owner s signature: Property Owner's Signa trir Date: ' r C t PGA WEST. RESIDENTIAL ASSOCIATION, INC. City of La Quinta Community Development Department 78495 Calle Tampico La Quinta, Ca. 92253 Re: Solar System Alumawood Structures May 20, 2016 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. TECHNICAL INFORMATION AND SPECIFICATIONS' le heloo.col ^ r' Y. r v'�4�"x,t I .'i' •rig•' .is it'"F ' c . it T �- THE FEATURE ; ' ° . Fj ' ' THE ADVANTAGE: Allows expansion and contraction, eliminating cracks''and leaks. ' Patented individual tube design Lets roof breathe, keeping it clean and dry. ' ' t Eliminates hoses, clamps and straps.,No gaps between panels for Patented mounting hardware smoother look; less than half the number of roof penetrations. One-piece overrnold_ ed. construction' Eliminates welds and weld leaks. Hurricane resistant Can withstand hurricane -force winds;' Heliocol panels are approved by most property and casualty'insurance carriers. k Lo .collector -head loss rate ' Reduces pump requirements. f ' Using the p®we� •of tive 'Certification Data svn to meat your p®®9' �=-- - ` � ISO 9001:2008 and ISO 14001:2004JL Using your existing pool Ortzch International Laboratories pump, pool water is directed .' .through a series of valves to *� Solar Rating & Certification Corporation'(SRCC) your solo, collectors i B♦•Foal water enters the - Solar Energy Analysis Laboretory (SEAL) � `'' - � ' solar collectors at the bo#om - DSET Laboratories, Inc. ' and rises to the top though the individual tubes of the - 4' - ; ..HRS, Florida (Required for commercial use) collector C. As the water a Florida Solar Energy Center (FSEC) f "' rises through the collector it _ is heated by the sun's radiant, 4`; m City of Los Angeles SRR -4508 - energy 1% The water is then -_44 returned to the pool to repeat ",y a ' ° British National Water Council (for potabiliij) , the cycle until your pool has Vit`rd� ` --.�� r German Federal Health Board d been warmed by the sun.« �' °' F`• s NSF 50 for Recreational Water Facilities - 1 •. S Y - r r. Z' :_ e, a 1"_ .. o w 4• ' •. _ � R o M. OV- O tfz- i�14+ U! r-1 1 e! f;=Yl iv Inu y HC -204J 0/201 1 s• HELIOCOL PANEL (COLLECTOR) ATTACHMENT METHOD STAINLESS STEEL DETAIL SHOWING HOW THIS SYSTEM IS ATTACHED BOLT DETAIL SHOWING UNISTRUT ATTACHED TO TOP OF 3 :s.1 1;z ENGINEERED PATIO COVER CX OATDR A::P H2• mm- PANEL GALVANIZED Lmgs-. JT-SPALL,Owl SPMG LESS NUT GALVANIZED STAINLESS STEEL BOLT 3I$ -a 1 1? FRONTAL VIEW OF ROOF CORRUGATION h''_ 1I9GWER SOLAR, M. 1452 POMONA ROAD CORONA, CA 92882 (951) 736-2000 OFFICE (951) 736.3180 FAX C461.1C.9661434 EXP.17l31/16 CORRUGATED SHEET METAL PERMITTING JURISDICTION TOP OF ENGINEERED PATIO COVER - s•sECTIONSTHAT INrERLOCN CITY OF LAQUINTA . WHEREOLR(60LTSWLL PASS-THROUGH _ 78-495Calle Tampico LA Quinta, CA (760) 777-7012 DETAIL OF INSTALLED SYSTEM REVISIONS AND NOTES ATOR CLAMP ATTACHMENT POINTS ROOF PLAN FOR PGA WEST POOL19BB - 1 ?ACED EVERY 4' 1 . . . . - CORRUGATED SPUN OF PATIO COVER RO( UNISTRUT RUNNING CONTINUOUS PERPENOICULAR TO ROOF SPLINES (SPLICED TOGETHER) ATTACHED TO PATIO COVER AS SHO WN ABDVE. PGA West -Pool 19BB 55215 Southem Hills La Cluinta, CA 92253 (760) 397-3520 PAGE SCALE PAGE TITLE NTS I PANEL ATTACHMENT IRAWN REVIEWED PAGE S BY: I BY: i MM 52,0 �— unix uesign mepon 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: PUA West Compressive Strength : 4500 psi at 28 days Aggregate size : 1" — 25 mm Air: 1.2±1.0% Water/Cement ratio : 0.45 slump: 14.00 ± 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 II/V 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 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 : / / C=; h LAJ -CC Lu 21 mz -t- A.-K-7 .ems u ��� T`iaa t .�`i r ,-'�'= � � j� n',A �.. lJ � r�-� .'ya'!� .ems u ��� T`iaa t .�`i r �. �' ,�,'_' s. ;h' -L K:��,. � �. � ��- '4 a � ���"' �- - ��1,� .` a CITY OF LA QUANTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY e p0� pit I � f d rau►e►�v�D s�euaua fa- ParR �leuoa�sls]IM POST SPACING DETERMINED BY - TABLE ON SHEET 23'of:49 . 25lbs./sq.ft. - 11Omph .wind load _-1-7--13'-4'— -6° RAIN GUTTER res ' 3'X8"DOUG „ , : HEADERS- IIlllll lJ IIII �a I t IIIIIII111111IIIIIIIII� �It PANELSPAN = 1r-s•.(2slbs: LIVE LOAD I i;llt;l'rll atl ll.11�s1 'F IIIIII'.......,,I................. REQUIRES .032 MIN GAUGE PER _ 1 1 1 1 111 1 1 1 1 1 1 KTV�(Qplq ifl� I l I 1 (iigg419Q$T 1001�4W111 H 111 1 1 1 1 1 1 l i I I I I I I I I I I I I I'I : ENGINEERING Pg. 3 of 49) III 11111111 I I I I I I I I I I I I I I I I I I I I 1111111111111 ITI I I I I I I I I I I I ISI I I I i l la ' 11111111 111111111111111111 11111 x11111111 i 111111111111111 x111 19��Ifl I I I I I � . . • 2'X6' SIDE FASCI „„. r• IIOW IIIIIIIIIIIIIII1IIiI II IIIIIIIIIIIIIIIIIIIII I�� IIIIILillllllllllllll �l� 11 . PGA WEST'SOLAR/ SHADE COVER -' POOL 36AA'- x ' ° WIDE X 14' LONG... .. RAFTER TAILS' ®24° O.C. n . (251bs live load, 11 Omph wind load) - INTERLOCKING PANS TYPE "C” FREESTANDING .. W/ CANTILEVER OPTION = (Pg. 1 of 49) Drawl ngs'prepared 'in accordance with. ® - Duralum Products,,16c. Engineering " +c" Padre. Drowings'are prepared'by Ben Haney s r DlYpatio 3"X3" STEEL IN 33" CUBED FOOTING SELF TAPPING 3"x8" HEADER • SHEET METAL SCRE 3"x3" STEEL POST AFTER TAILS © 2' O.C. TOP VIEW '-'7*U TTER m DRILL V ACCESS HOLE ® FOR SMS TO ATTAC 767 HEADER TO POST —vg- �I 3"x3" STEEL POST t � - ROUND COLUMNS ,--8" COLUMN 3"Xof 3" STEEL POST INSERT WALL NESS GRADE b •;��4'f 3"X3" STEEL POST INSERTED 16" MIN. INTO 33'x33" FOOTING 4-33' Pg. 10 of 49 POST/FOOTING DETAIL .'r t -�-c SECTION VIEW 33 D I' m c C7 O0b ca Z�� �0> � c m�m� z° ® z �> GRADE b •;��4'f 3"X3" STEEL POST INSERTED 16" MIN. INTO 33'x33" FOOTING 4-33' Pg. 10 of 49 POST/FOOTING DETAIL CORBEL` T RAFTER TAILS '2 " O.C. 2 FASTENERS PER FOOT FRONT FASCIA MINIMUM (#14 SMS) PER RAIN GUTTER TABLE #2 Pg. 4 of 49 2.5" TALL X 14' LONG X 6" WIDE INTERLOCKING PANS 3"x8" DOUBLE DRILL, %" ACCESS HOLE HEADERS ® FOR SMS TO ATTACH 3"x3" STEEL POST HEADER TO POST 8" COLUMNS HEADER/GUTTER DETAIL 6" FLAT PAN ROOF @ .032" MIN: 2 GUTTER PIECES COME TOGETHER OVER SPLICE. COSMETIC ONLY — WILL NOT AFFECT STRUCTURE'S RIGIDITY OR INTEGRITY . 2- _—_—_—J_ SCREW AT UPPER RIDGE PREVENTS CAULKING BETWEEN GUTTER ------ UTTER SLIDING AFTER INSTALL 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 FORM. HANGER SECTION VIEW AT SIDE FASCIA �• Hr3'ir'.S"Ivr�� 0 CANPF Bi;:LL T, Exp: •��i CIVIL O C• 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. • 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: 114 INCH PER FOOT. 12. MINIMUM COVER PROJECTION IS 10'. 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG. 14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SEI 7. 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7. 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES," IN ACCORDANCE WITH ASCE/SEI 7. 17. THE RATIO (HIP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH 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: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SHALL BE BASED ON 85 MPH = 110 MPH. 0.6 THOriA S RAY WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE CIZr`ir8>:LL = • CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL s;.••.. grr��CP'�` 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\DuralumllAPMO 0195\5-21-14 SubmittaW21-14 A 4.dwg, 8/25/20142:13:27 PM, CutePDF Writer, RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CH ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 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: S5= 1.50, S, = 0.6, S ps= 1.0, S o,= 0.50 RESPONSE MODIFICATION FACTOR, R:1.25 6. DESIGN ASSUMPTIONS: A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10' A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: A. TITLE SIIEET 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-T.HE- SITE-SPECIFIC DESIGN LOADS. E. APPROPRIA'T'E STRUCTURAL DETAILS. F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION. SHEET INDEX: SHEET # SHEET TITLE/ DESCRIPTION Ns-- J9iY OF LA QtjjNTA BUILDING & SAFETY DEPT.- APPROVED FOR CONS � SPEED &hY_�fIRd40N TABLE: WILD WIND SPEED 110 MPH 85 MPH 120 MPH 93 MPH 130 MPH 101 MPH SEE CONVERSION METHOD, THIS PAGE, FOR APPLICATION AND USE. SITE DESIGN PARAMETERS: SITE ADDRESS: WIND SPEED & XP( 40M ROOF / SNOW LOAD: z Rr- ® ILI :g g T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES ? 0 1 ............SOLID PANEL STRUCTURES > 2 ............OPEN LATTICE STRUCTURES V1 3-4 .........PANEL SPANS TRI -V, W -PANEL & FLAT PAN Lel cit g 5 ............MINIMUM FASTENERS v IL 6 ...........:RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS 0 ¢ : 1 7 ............HEADER BEAM TYPES, COLUMN / POST TYPES uu 0-4 8 ............EXISTING EAVE CONNECTION DETAILS rlt/ U 9 ............HANGER CHANNELS AND MOUNTING BRACKETS L--® VO 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 & FREESTANDING 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 ......LA'TT'ICE 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 0 z .M w w z Z -Z o W ,y uj O ¢¢ LL u) C a a ca 0 J Z 0 wog m rn CL w 2C0 U Z = J Z 0a4a w 0 0 U f ow r =oz X1 J J ~ h w Z r W D 0 E 8 } N J 0 LL U N V m a w a w ui UUA i�U) Lu CL g W o Z r U � FL oqa< IL a ru 0 w Z a wow.. m�Z Z wW Q�wJN C Q U M oowe_ 1-f MAS1.• CAMPBELL - 0 • ul Exp; M 0., 4V L-1 NO, 184A WRA THOMAS IRAY CROSELL jw 4' ThinkPackDu'r'aIuM­\IAP . M00195\5-21-146ubmittaP5-21-14A5.dwg,8/27/201411:35:45AM,CCA6PDFWdter, SOLID PANELSTRUCTURES' ROOF ROOF OVERHANG, ATTACHMENT OVERHANG, z ATTACHMENT SEE DETAIL A, B & C; OR WOOD OR •z SEE DETAIL A, B & C, ROOF PANEL SEE TABLES GN OR WOOD, OR w . ROOF PANEL SEE TABLES G7-CONCRETL A OF S7,Ru SHEET8 4 FOR ROOF A OF s S7,/?u CONCRETE SHEET 4 FOR ROOF SHEET SNC JAVIO-7,1 C WALL SEE SHEET . /VO7-13 Cl WALL SEE PANEL ATTACHMENT TO WALL 3 VA PRO t_ tess s SHEET PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT. SUPPORTING WALL Ntt V e PROJ" e s A&I,-s SHEET 8 UJ SUPPORTING 'HANGER JIE� C7-/ HANGER & BEAM. I✓- -/O� tv C7 L) =) & BEAM. 0 O.H. spr­ O.H.m a za "O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEED 25% _J Z 0 _j W OF ROOF PANEL i r OF ROOF PANEL ALLOWABLE SPAN "t ALLOWABLE SPAN CL cr 0 0 z SEE DETAIL 11, SHEET 12 --il/ 13SAAf SEE DETAIL 11, SHEET 12 Z41 Z FOR MANDATORY SPLICE. SP S,r Ivi BEAM SEE TABLES FOR MANDATORY SPLICE.SpA s 7"s BEAM - SEE TABLES 0 NO BEAM SPLICE AT :1 NOSFF EXTERIOR POSTS. 7AJ)L G FOR POST SPACING tu EXTERIOR POSTS. rAs. S 14 POSTS, SIZE VARIES 0 /V �s�—�, �0 A POSTS, SIZE VARIES 0 Ivor r c 0 0 SEE SHT. 11 FOR MINIMUM J��k gEv 4, SEE SHT. 11 FOR MINIMUM OF 2S% NUMBER OF REQUIRED COLUMNS Q0 NUMBER OF REQUIRED COLUMNS. Atto VVASL,� -- SpAw SPA U) x CL 3 1/2" SLAB ATTACHMENT MAY BE USED WHERE PERMITTED.. NOTE: NO SPLICE AT EXTEIqIOR POSTS 1/2" SLAB ATTAC HM ENT MAY BE USED WHERE PERMITTED. t cL SEE TABLES SEE TABLES NOTE: EACH COMPONENT IS INTER- NOTE: EACH COMPONENT IS INTER- 0 ow, FOOTING WHERE REQUIREDI CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN: FOOTING REQUIRED CHANGEABLE CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. � F, �, W 0 SEE TABLES SEE TABLES' 4 TYPE"'A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W1 CANTILEVER OPTION A ww zw 0A 0�- 9)v) ROOF PANEL SEE TABLES ROOF SHEET 4 FOR ROOF PANEL: G'rH G ATTACHMENT TO OF TU ROOF PANEL SEE TABLES MIN. 0.25" SLOPE PANEL s uc SUPPORTING BEAM. O.H. VA VAR/ES SHEET 4 FOR ROOF PER FT. O.H. VAR/es E ATTACHMENT TO SUPPORTING BEAM. E �m O.H. ITSPA14 O.H. LL -6.H." NOTT'O EXCEED 25% "O.H.j. ", NOT TO EXCEED 25% um 0 F ROOF PANEL' OF ROOF PANEL P2 ALLOWABLE SPAN 0 ALLOWABLE SPAN '08A a w 5 < � DETAIL il, SHEET 12 l'-AA4 -,SEE DETAIL 11, SHEET 12`_� SPLICE. sp V) 0 u- IX M u - FORSEE FOR MANDATORY SPLICE. p PO S, Alv) S7, L_�5_ lk TAB LES FOR MANDATORY Posr AT BEAM SEE TABLES (L ui 8 NOBEAM SPLICE AT�,__r. �7_8 A -BEAM-SEE FOR POST SPACING NO BEAM SPLICE - s -s FOR POST SPACING + 0 D CL EXTERIOR POSTS. ASL�C/A . • EXTERIOR POSTS. Es 0 S POSTS, SIZE VARIES � r A( -12 NOT POSTS, SIZE VARIES Or cJ (L 0 3 1/2" SLAB r6 OPSE4M ALLOW A 7 3 112" SLAB OF 8&44 0 Atto Lu MAY BE USED TO CONS" Ake sp1w, 6, ,AN "MAYBE USED TO CONSTRAIN WAStSS P Z� E; W.. FOOTING, FOOTING, SEE ui 0 03 Z .TABLES TABLES f3 z a w ui •FOOTINGS FOOTINGS ir SEE TABLES NOTE: EACH COMPONENT IS INTER- SEE TABLES NOTE: EACH COMPONENT IS INTER - CHANGEABLE WITH ANY OTHER 1. If. . - CHANGEABLE WITH'ANY OTHER I in 03 0) COMPONTENT UNLESS OTHERWISE SHOWN. COMPONTENT UNLESS OTHERWISE SHOWN. U- 0 ui 0 -TYPE*. "C" FREESTANDING W1 CANTILEVER OPTION TYPE "D" FREESTANDING MULTISPAN'W/ CANTILEVER OPTION 2 w IL U) ThinkPackDu'r'aIuM­\IAP . M00195\5-21-146ubmittaP5-21-14A5.dwg,8/27/201411:35:45AM,CCA6PDFWdter, *k' Na. C37948 1, \ EXP. 03.131f% C \Mt:!',ELL • .r, EAR: Iz ) , c CIVIL T ,Wblk$ IRAY `BELL ThinkPad\Duralum\IAPMO 0195\5-21-14 Submitta OPEN LATTICE STRUCTURES :c RAFTER, SEE TABLES WALL LEDGER OR z� w /ST/HG /STjH ROOF OVERHANG, z SEE A,B G@G/�0/iyG V ^ WALL LEDGER OR 8 C SHEET8. W N O/ ROOF OVERHANG, rZ 25% OF RAFTER O.H.\ SEE DETAIL A,8 8 C, SHEET B. F r a qi 2So.O�ALLOWABALNE �'0 QF FR \ RAFTER, SEE TABLES UO MAX. O.H. O•H GNU a Q ¢v `SOgy 25%OFRAFTER ?S �9I ALLOWABLE z o "Oc OV SPAN. w STSp WG V5 6 g w v i MANDATORY BEAM SPICE -SEE G z DETAIL 11, SHEET 12 NO BEAM SPLICE AT 0 :5 a4 ~ \ f� 060 �q _ w EXTERIOR POSTS M"� Cd OAF S � 2 LENGTH OF STRUCTURE VARIES Ry �G iv = MANDATORY BEAM SPICE -SEE DETAIL 11, SHEET \G� G LU x 0 POST WITH SIDE PLATES 12 NO BEAM SPLICE AT \A�OEi6O ?q p @ SEE SHT. 11 FOR MINIMUM EXTERIOR POSTS Gds o� Mq \ a OST Sp NUMBER OF REQUI SFFTq- COLUMNS RH LENGTH OF STRUCTURE VARIES CFS ILII III wa @F- 3 1/2' SLAB ATTACHMENT p 'M MAY BE USED WHEREOS OS p @ Sp POST WITH SIDE PLA E v � c 0 NOTE: EACH COMPONENT IS INTER- SF�cT °gCg1i SEE ITABL S ITTED.�FT9 S TSp qy 9C/N� SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED m a o 0 CHANGEABLE WITH ANY OTHER COLUMNS ell COMPONTENT UNLESS OTHERWISE SHOWN. S FOOTING WHERE REQUIRED, NOTE: EACH COMPONENT IS INTER- pp " z NOTE: LATTICE-TYPESTRUCTURE SEE TABLES CHANGEABLE WITH ANY OTHER ST Sp SFF Spyc�V, i 3 1/2' SLAB ATTACHMENT MAY BE USED WHERE ❑ 3 O a MAY NOT 8 = COMPONTENT UNLESS OTHERWISE SHOWN.T99 YG CFS f PERMITTED. w it NOTE: THIS OPEN LATTICE -TYPE STRUCTURE Y"J SEE TABLES \\ 2:s - MAY NOT BE COVERED. FOOTING WHERE REQUIRED, SEE TABLES TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE U W 5� Wir aN O RAFTER, SEE TABLE FOR SIZE AND SPACING MAX. O.H. OF RAFTER O.H. ILE SSIZE E E °OF 41 ALLOWABLE AN SPACING } p0 OVR SPANMAX. Sr F O.H. 25% OF RAFTER 0 • m rn SpgC/ LL G z y/ ALLOWABLE 9I SPAN u_ m U a O 0 Fp VF °sT N Z a <Z w� p'�syG �C/\G w F U) = w \G60G JOEL N W a. 02z� c9 �4 � w N °C OFRx Q LENGTH OF STRUCTURE VARIES \GSC G 0 m MANDATORY BEAM SPICE - SEE --/p ANG ?q M� a o m m w DETAIL 11, SHEET 12 NO BEAM SPLICE AT POST CROSS EXTERIOR POSTS pOS SEE POST DETAI LENGTH OF STRUCTURE VARIES G Ci `SEPT SpgC @C�cS/RG MANDATORY BEAM SPICE - SEE w 3 1/2 SLAB MAY BE USED DETAIL 11, SHEET 12 p NO BEAM SPLICE AT O POST CR SS -SECTION, SEE POST DETAIL, w G w Y NOTE: EACH COMPONENT IS INTER- A TO CONSTRAIN EXTERIOR POSTS `BEET Spy A@QRS �G z Z4 z w CHANGEABLE WITH ANY OTHER SFF TSp I FOOTING, SEE 3.1/2' SLAB �' J¢ N COMPONTENT UNLESS OTHERWISE SHOWN. Tge�go/NG ! l TABLES FS ° MAY BE USED o o ai NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH O ST SFFt SOq� TO CONSTRAIN SEE NOT BE COVERED. FOOTING SEE TABLES ANY OTHER TABLESFOOTING, COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES CD u MAY NOT BE COVERED. O W N TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE O W a x ,n9L91-1d A S A— RnWMIA 11 •97.M — n.—Mif ui.:.... No. C37948 EXP. 03131 / f • i (O.:fr�S I. 1 C,eiai= LsELL - Exp:m Z . CIVIL No •184 16 - TJ40MAS IRAY " SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C 24" TRI='V" PAN12" x 3 1/2"W PANEL 6"/ B" x 2Y2" FLAT PAN c� 282' 50•.09R (I.S.) g J. -7r R=.117" ���'''jjj 67^ W .25" 40° .35" .40• 1 5' 180" I 77' I F--• Z I--67' .40" .75•F-45" LI I (ALL UNMARKED RADII .06R) j I Z z I T= (SEE TABLE 3 50.43" T= (SEE TABLE ,7p• 25" vi W BELOW) 65' 1.125" BELOW) 282" 2,5" 38" T= (SEE TABLE BELOW) 2.4T F 2.46" 1,48• 1.70" .25" ` ¢ .40' ' 1 P 1 UO °y .40" "� .40' 4 T x•40" I I 1.92' 1 .7 1.92"�I .75' 1.92" ¢ a ZO 3.00 ,} . _4.50-L4.50' ---L4.50"- 4.50" --444_--- 3 3 ".433--T2.0'1.3" 1.3"�2.0'--I 433" 5.25" z o 24.00" 12.0" , 6.00'/8.00" w o CL w ALUM. ALLOY 3004-H36 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE10 ROOF LIVEISNOW LOAD, pd 20 25 30 40 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 -r 110 MPH SPAN H SPAN 130 MPH SPAN LUSL (IN.) EXP.B EXP.0 EXP.0 EXP.B EXP.0 10'-3" 10'-3" 10'-3" 10'-3" 10'-3".018 VEXP.B 8'-6" 8'-1" 8'-2" 7'-5"12'3" 12'-3" 12'-3" 12'-3" 12'3" 10 .024 99" 9'-2" 14'-3" 14'-3" 14'-3" 14'-3" 14'�14`13'03212'$"12'-1" 12'-1" 11'2" 8'-4" 8'4" 8'-4" 8'-4" 8'-4" 8'-4" .018 7'-9" T-5" T-5" 7'-2" 7'-2" 6'-10" 10'-1" 10'-1" 10'-1" 10'-1" 10'-1" 20 .024 8'$" 8' 4" 8'-5" 8'-1" 8'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 07%3" 032 10'-9" 10'-3" 10'x" 9'$" 9'-9" 7'-3" T-3" 7'-3" T-3" 7'-3" .018 8' 9" 8' 9" 8' 9" 8, 9" 8, 9" 8,_9" 25 .024 8'$" 8'4" 8'-5" 8'-1" 8'-1" 7'-9" 9'-8" 9'$" 9'-8" 9'$" 9'$" 9' 8" .032 10'-6" 10'-2" 10'-2" 9'-7" 9'$" 9'-2" 6'-�7%3"7"-O- 6'-7" 6'-7" 6'-7" 6'-7" 018 7'-0" 6'-9" 6'-10" 6'-7" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 30 .024 8'-3" 8'-0" 8'-0" 7'-9" T-9" T-5" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1" .032 9'-10" 9'-6" 9'-6" 9'-1" 9'-2" 8'-10" TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE10 ROOF LIVEISNOW LOAD, pd 20 25 30 40 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"x2Y"0.032" 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 Submittaw21-14 A 5.dwg, 8/27/201411:39:36 AM, CutePUF Water, ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL } m s o <00 12" x 3 1/2" W PANEL 8" x 2 Y2" FLAT PAN 6" x 2 Y" FLAT PAN g < z PANEL -r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN PANEL -r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN PANEL -r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN OF v 4a LUSL (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 LUSL (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 LUSL (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 w 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 020 12'$" 12'$" 12'-6" 12' 6• 12'-6" 12'-6" 020 14'-7" 14'-T" 14'-7" 14'-7" 14'-T' 14'-7" o .020(l) 12'-0" 11'-1" 11'-2" 10'-i 10'-7" 9'-11" 10'-10" 10'-1" 10'-3" 9'$" 9'-7" 9'-0" 12'$" 12'-0" 12'-0" 11'-0" 11' 6" 10'-9" 024 15'-3" 15'-3" 15'-3" 15'3" 15'3" 15'-3" 024 13-T" 13'-7" 13'-7" 13'-7° 'ITT' 13'-7" 024 5'-10" 5'-10" 5'-10" 5'-10" 5'-10" 5'-10" 13'-2" 12'-7" 12'$" 11'-10" 12'-0" 11'-1" 10 12'-1" 11' 4" 10'-9" 10'-10" 10'-1" 10 14'-2" IT -4" 13'-4" 12'$" 12'-9" 12'-1" 10 1T-7" 1T -T" 1T-7" 1T-7" 1T-7" IT 7' 15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 032 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" a.a 032 .032 15' 6" 14'-9" 14'-9" 14'-0" 14'-1" 13'-3" 14'-1" 13'-1" 13' 4" 12'x" 12'$" 12'-0" 16'-2" 15$" 15'-9" 15'-0" -3" o m 19'-7" 19'-7" 19'-T 19'-7" 19'-7" 19'-T 1 T-7" 1 T-7" 1 T-7" 1 T-7" 1 T-7" IT -7" 19'.4" 19'-0" 19'-4" 19'-j" 19'-4" 19'-4" N pap .040 .040 17'-7" 16'$" 16'-9" 15'-9" 16'-0" 15'-0" 15'-7" 14'-10" 14'-10" 14'-1" 14'-2" 13'-0" 1 T$" 16'-10" 1 T-0" 16' 4" 16' 6" 16'-0" N o N ; 020 1 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" o 0 () 10'-1" 9'-6" 9'$" 9'-0" 9'-1" 8'$" 9'-1" 8'-9" 8'-9" 8'-4" 8'-6" T-11" 10'-10" 10'-4" 10'-3" 9'-9" 9'-10" 9'-5" a 3 12'-6" 12'-6" 12'-6" 12'-6 12'-6" 12'$° 024 11'-0" 11'-4" t14' -6'l4'-6- 11'-4" 11'-4" 024 13'-3" 13'-3" 13'-3" 13'-3" 13'3" 13'-3" w 024 10'-9" 10'-3" 10'-0" 9'-10" 20 10 1° 9$" 9 5" &-1 1" 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" .032 15'$" 15'-6" 15'$" 15'-6" 15'$" 15'$" .032 13' 3" 12'-9" 12'-9" 12'x" 12'x" 11'-7" 11'-10" 11'x" 11'-0" 10'$" 14'-2" 13'-9" 13'-7° 13'-0" 13'-1" 12'-8" 16'-3" 16'3" 16'-3" 16'-3" 16'-3" 16'3" 14'$" 14'-0" 14'-0" 14'-0" 16'$" 16'$" 16'$" 16'$" 16'$" 16'$" 040 040 .040 > Q 14'-7" 14'-7" 13'$° 14'-1" 13'-2" 13'$" 12'-10" 13'-0" 12'-0° 12'-0" 11-10 15'$" 15'-2" 15'-2" 14'-10" 14'-10" 14'3" 8 F 11'-1"11'-1" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 10'-0" 10'x" 10'-0" 10' 4" 10' 4" 10'x" 020(1) .020 .020 a g_10^ g'_3^ g'_5" 8'_11^ 9'-0" 8'$" 8'-11" 8'$" 8'$" 8'-3" 8'-3" 7'-10" _ 10'$" 10'-1" 10'-3" 9'$' 9'-9" 9' 4" y w J 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 024 10'-4" 10'4" 10'-4" 10'-4" 10'-4" p24 1" 11'-1" MI" " 11'-1" 11'-1" a a .024 0, 3 11'-0" 10'-7" 10'$" 10'-2" 10'-3" 9'-9" 25 9'-11" 9'-7" 9'-7" 9'-2" 9'-3" 8'-10" 25 I 12'-0" 11' 6"'-10" 11'-0" 10'-0" 25 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" 11'4 11'-4" 11'14" 11'4" 11'4" IVA" 12' 1" 12'-1" " 12'-1" 12'_1" .032 .032 .03214'-1 13'-7"3'-1" 13'-2" 12' 4"13'-1" 12'-7" 12'$" 12'-2" 12'-3" 11'$" 11'-10" 11'-3" 11'-3" 10'-9" 10'-10" 10'x"14'-2" 14-2" 14'-2" 14'-2" 14'-2" 14'-2" 040 12-3" 12'-3" 12'-3" 12'-3" 12' 3" 12'-3" 1 .040 13'-1" 13'-1' " 13'-1" 13'-1" 8, .04015'-0" 14'4" 14'-2" 13'-7" 13'$" 13'-0" 13'-3 12'-9" 12'-9" 12'-3" 12' 4" 11'-9" t` 15'x" 15'-1"'$" 14'-9" 14'-1" m E N 020;1 10' 6" 10'$" 10' 6" C12' -6"l2'-6' 10'-6" 020 9 -3" 9'-3" 9'-3" 9'-3" 9'3" 9'-3" 020 9 -9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" to a 9'-2" 8'-9" 8'-11" 8'-2" 8'-5" 8'-1" 8'-1" 7'-9" T-10" 7'$" 9'-11" 9'-7" 9'-7" 9'-2" 9'14" 8'-11" a � oat 11'3" 11'-3" 11'-3" 11'-3" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 10'-4" 10'-4" 10'-4" 10'-4" 10'-4" 1014" U) Z F- H oza .024 .024 ¢ - w 10' 6" 10'-1" 10'-2" 9'-2" 30 9 6" 9 1" 9 2" 8 10" 8 11" 8 4" 30 11'-0" 10'-9" 11'-0" 10'14" 10' 6" 9'-11" w r u, 30 12'$" 12'-6" 12'$" 12'$" 032 10-9" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 032 11'-0" 11'-4" 11'-0" 11'-a" 11'-4" 11'-4" } w 032 12' 6" 12'-1" 11'-10" 11' 6" 11'$" 11'-1" 11'-1" 1010 10'-9" 10'x" 10'1!" 10'-0" 13'-2" 12'$" 13'-0" 12' 6" 12'-7" 11'-10 ; 13'-4" 13'14" 13'-4" 13'14" 13'4" 13'-0" 040 11'-T" 11'-7" 11'-7" 11'-7" 11'-7" 11'-T' 040 12'-3" 12'3" 12'-3" 12'-3" 12'3" 12'-3" j CL z r 040 13'$" 13' 6" 13'-0" 13'-3" 12' 6" 12'-7" 12'-2" 12'-2" 11'$" 11'-9" 11'-3" 14'-9" 14'$" 14'-7" 14'-1" 14'-1" 13'-7" L) a _ _ _ _ g_1^ 9.1^ 9_1" g_1^ 9 1" 9 1" 020 8-0" B 4" 8 4" 8-0" 8 4" 8-0" 020 9 9-0" 9 9 9 9 0" ¢? N m 020 (1) 8' 3" 8' 1" 8'-1" 7'-10" 7'-10" 7'$" 7'$" 7'$" T$" 7'-3° 7'-2" 6'-11" 9'-1" 8'-10" 8'-10" 8'-T" 8'$" 8'-1" a o m 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3' 024 9 0" 91-0" 9 0" 9 9-0" 9 024 V2'_l 9.-6 9'$" 9'$" 9' 6" 9'$" oza 9'-5" 9'-1" 9'-1" 8'-10" 8'-10" 8'-7" 40 8'$" 8'-3" 8'-3" 8'-0" 8'-1" 7'-10" a0 9'-10" 9'-10" 9'-7" 9'$" 40 11'-0" 114" 11'4" 11'-0" 11'•4" 1 V-4" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 13'-9" 12'-9" 174" 12'-S" 12'-1" w e .032 .032 .032 ui 'o W .. 11'3" 11'-1" 11'-0° 10'-7" 10' 8" 10'-3" 10'-2" 9'-10" 9'-10" 9'-7" 9'-7" 9'-3" 10'-1" 10'-1" 9'-10° 9'-10" 9 $" m N z m 12'-2" 12'-2" 12'-2" 12'-2" 12'-2" 12'-2" 040 10'-7" 10'-7" 10'-T" 10'-T 10'-7" 10'-T 040 11'-2" 11'-2" 11'-2" 11'-2" 11'-2" iB 3 iii J W .040 �' 12'$" 12'-0" 12'14" 12'-1" 12'-1° 11'$" 11' 6" 11'-2" 10'$" 10'-10" 10'$" 13'-9" 13'-0" 13'$" 13'-0" 13'-1" 12'-7" O O N C 020 (1) 8'-2" 8'2". 8 2" 8'2" 8' -2" 020 T 5" T-5" 7 5" T 5" T 5" 7 5" 020 8 -3" 8'-3" 8'-3" 8'-3' B'-3" 8'-3" T-1" T-1" 7'-1" 6'-11" 6'-5" 6'-5" 6'-5" 6'-3" 6'-3" 6'-1" T$" T-7" 7'$" 7'-5" T 6" T-2" In g _2^ 9-2. g _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" c v U. .02a 8-0" T-10" 7-10" 7$" 7$" 7 6" 50 T-4" T-3' 7'-3" 7'-1" T-0" 6'-11" 8'-9" 8'-7" 8'-7" 8'-5" 8' 4" 8'-1" Ir O 50 50 10'-7" 10'-7" 10'-7" 10'-T' 10'-T 10'-T 032 9'-1" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1" 032 T-13" 9$" 9$" 9$" 9$" 9$" Lu C W 032 9'-7" 9'-7" 9'-T 9'-3" 9'-5" 8'-11" 8'-9" 8'-7" 8'$" 8'-5° 8''" 8'-3" 10' 4" 10'-3" 10'-3" 10'-1" 10'-1" 9'-9" a = 11'-3" �1%311'3" 11'-3" 11'3" 040 9-9" 9'-9" 9'-9' 9'-9" 9'-9" 9'-9' 10' 4" 10' 4" 10' 4" 10'x" 10'14" 10'x° Q.040.040 11'-0" 10'-7" 10'$" 10'-4" 9'-10" 9'-9" 9'-9" 9'-5" 9'-7" 9'-2" 11'-10" 11'-7" 11'-9" 11'$" 11'-6" 11'-2" No. C3 7948 EXP. 0-4131/% F!C'��,SIvr9� Cftiair'�cLi • -n m Exp. 12 }4 GIVIL c' �; • .tea' THC VIAS TRAY ThinkPad\Duralum\IAPMO 0195\5.21-14 SubmittaNS-21-14 A 5.dwg, 8/27/201411:38:52 AM, CutePDF Writer, FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED —a FIGURE INDICATES FREESTANDING U Z I w Z zz� w /y � � o W ^ o�� N N U aQa �Zz J w W O Q a w j � � U V z = J ZZQ U K w LLIf 0 0 U w am LL Z j LL Z E 8 N E m m� LL v@� h U z y Q Z w Wc Y0Qp > a W (L LD a��� aom� 0 w w za w .. 1"003 z�Zw w ,A Q U Ir OOV1Ir 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 } Of NUMBER OF N0.14 TEK OR SMS SCREWS NUMBER OF NO.14 TEK OR SMS SCREWS NUMBER OF NO.14 TEK OR SMS SCREWS j o PER FOOT OF BEAM LENGTH PER FOOT OF WALL HANGER AND BEAM LENGTH < 1: PER FOOT OF BEAM LENGTH co 3 F 3 D 0 D§ 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.13 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 ~ f- ~ 51 1 1 1 2 1 2 1 2 1 2 2 2 51 1 1 1 1 1 1 1 2 1 2 1 2 5, 1 1 1 1 1 1 1 1 1 1 1 1 61 2 1 �22 2 2 2 2 2 3 6' 1 1 1 2 1 2 1 2 1 2 2 2 6' 1 1 1 1 1 1 1 1 1 1 1 1 71 2 1 2 1 2 2 3 2 3 2 3 7' 1 2 1 2 1 2 2 2 2 2 7' 1 1 1 1 1 1 2 2 1 1 1 1 1 2 8' 1 2 2 2 2 2 81 1 1 2 2 2 2 8' 1 1 1 1 1 1 2 2 2 3 3 3 2 2 2 2 3 3 1 1 1 2 1 2 gl 2 2 2 2 2 2 9' 1 2 2 2 2 2 g 1 1 1 1 1 1 2 3 3 3 3 4 2 2 2 3 3 3 1 1 1 2 2 2 101 2 2 3 2 3 2 3 2 3 3---- 410' 1 2 2 2 2 2 2 10' 1 1 1 1 1 1 2 2 3 3 3 1 2 2 2 2 2 111 3 2 3 2 3 2 4 2 4 3 4 11' 2 2 2 2 3 11' 1 1 1 1 1 2 2 a2 3 3 3 3 3 1 2 2 2 2 2 1 122 2 3 2 3 3 3 3 4 3 4 3 5 121 2 2 2 3 2 2 2 3 12' 1 1 1 .1 1 2 3 3 2 4 2 2" 2 2 2 13' 2 3 2 4 2 4 3 4 3 4 3 5 13' 2 2 2 3 2 3 3 3 3 3 3 4 13' 1 2 1 2 1 2 1 2 1 2 2 2 ThinkPad\Duralum\IAPMO 0195\5.21-14 SubmittaNS-21-14 A 5.dwg, 8/27/201411:38:52 AM, CutePDF Writer, FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED —a FIGURE INDICATES FREESTANDING U Z I w Z zz� w /y � � o W ^ o�� N N U aQa �Zz J w W O Q a w j � � U V z = J ZZQ U K w LLIf 0 0 U w am LL Z j LL Z E 8 N E m m� LL v@� h U z y Q Z w Wc Y0Qp > a W (L LD a��� aom� 0 w w za w .. 1"003 z�Zw w ,A Q U Ir OOV1Ir AS I CAVPISE LL Exp: '• GIVIL .E THEktAa *I RAY CAMPSELL • 6.5" ROLLFORM A GUTTER FASCIA ALUM. ALLOY 3004-H36 SPLICE WHERE ICCURS 0.075" TYR B MAG BEAM ALUM.ALLOY 6063-T6 DBL.2"x6.5"x0.042" IQ)ALUM. ALLOY 3004-H36 OR EQUAL J DBL.2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL Z� T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 8.0" .042" TYP. _J DBL. 3"x8"x0.042" BEAM O W/ DBL. 14 GA..STL. INSERT ALUM. ALLOY 3004-H36 OR EQUAL DBL. 3"x8"x0.042" BEAM P W/ DBL. 12 GA. STL. INSERT ALUM. ALLOY 3004-H36 OR EQUAL NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 827/201411:41:38 AM, CutePDF Wrfter, SPLIC WHEF OCCUF II II 3I I T1 HEADER BEAM TYPES C 4" I -BEAM ALUM. ALLOY 6063-T6 KAM.X 0.042" BEAM ALLOY 3004-H36 OR EQUAL .032" ALUM. c D 4.5" MAG GUTTER ALUM. ALLOY 6063-T6 C7 T=12 GA. ASTM A653 SS GRADE 50 G60 I l A-LULU M. I r I- -3.0"--moi 3"'SQ.x0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 G60 7 T=12 OR 14 GA. ASTM A653 SS GRADE: G60 0.625" 3"x8"x0.042" BEAM M W/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 D�LT.'x8"x0.042" BEAM 3x8"x0.042" BEAM L ALLOY 3004-H36 N W/ 12 GA. STL. INSERT OR EQUAL ASTM A653 GRADE 50 G60 aI 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 .-1 1.00" I_ .040" ALUM. Ind .048" STEEL 3.0" F�-3.0"-moi UM POST B OY 3004 H36 �ALUA 3" SQ. ALUM. POST C' ALUM. ALLOY 3004-H36 HEIGHT LIMITED TO 3" SQ. STEEL POST r . ASTM A653 GRADE 50 CP60 6063-T6 AS I CAVPISE LL Exp: '• GIVIL .E THEktAa *I RAY CAMPSELL • 6.5" ROLLFORM A GUTTER FASCIA ALUM. ALLOY 3004-H36 SPLICE WHERE ICCURS 0.075" TYR B MAG BEAM ALUM.ALLOY 6063-T6 DBL.2"x6.5"x0.042" IQ)ALUM. ALLOY 3004-H36 OR EQUAL J DBL.2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL Z� T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 8.0" .042" TYP. _J DBL. 3"x8"x0.042" BEAM O W/ DBL. 14 GA..STL. INSERT ALUM. ALLOY 3004-H36 OR EQUAL DBL. 3"x8"x0.042" BEAM P W/ DBL. 12 GA. STL. INSERT ALUM. ALLOY 3004-H36 OR EQUAL NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 827/201411:41:38 AM, CutePDF Wrfter, SPLIC WHEF OCCUF II II 3I I T1 HEADER BEAM TYPES C 4" I -BEAM ALUM. ALLOY 6063-T6 KAM.X 0.042" BEAM ALLOY 3004-H36 OR EQUAL .032" ALUM. c D 4.5" MAG GUTTER ALUM. ALLOY 6063-T6 C7 T=12 GA. ASTM A653 SS GRADE 50 G60 I l A-LULU M. I r I- -3.0"--moi 3"'SQ.x0.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 G60 7 T=12 OR 14 GA. ASTM A653 SS GRADE: G60 0.625" 3"x8"x0.042" BEAM M W/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 D�LT.'x8"x0.042" BEAM 3x8"x0.042" BEAM L ALLOY 3004-H36 N W/ 12 GA. STL. INSERT OR EQUAL ASTM A653 GRADE 50 G60 aI 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 .-1 1.00" I_ .040" ALUM. Ind .048" STEEL 3.0" F�-3.0"-moi UM POST B OY 3004 H36 �ALUA 3" SQ. ALUM. POST C' ALUM. ALLOY 3004-H36 HEIGHT LIMITED TO 3" SQ. STEEL POST 10'-0" MAXIMUM. . ASTM A653 GRADE 50 CP60 0.024" 0.032" PLASTIC PLUGS #10 SMS @24'0.( EA_ SIDE 3" SQ. ALUM. POST D WITH SID EPLATES ALUM. ALLOY 3004-H36 OR EQUAL INSERT T=0.125' WHERE ALUM. OCCURS ALLOY 6063-T6 i" 7 0.110" TYR G=3"SQ.xt=0.188" I 0.37 7" I -BEAM F ALUM. ALLOY 6063-T6 G W/ 1 "C" INSERT ALUM. ALLOY 6063-T6 HW/ 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" T,P . i 3.0" �__3.0" I E 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. 0 Z w W W . Z z zo W N C6 a W A QF.-. 0 U) N U Q _j z W o co U3 CL w 2 I v U Z = O J Z H U w w 0 0 U 8 m E m m@m, D LL C.) Ud 0)VO� azWz } o G=3"SQ.xt=0.188" I U)00 H' =3"SQ.zt=0.250" j a w N a N IU_j =3"SQ.xt=0.313" O J =4"SQ.xt=0.188" aom�' K =4"SQ.xt=0.250" z� wz m N z m 3.0" Z Z .. W 2ujwT 4a ¢ o`�+i OR 4.0" oawo _ c O CD LL o 3.0" OR 4.0" o W SQ. STEEL POST CL x ASTM A500 GRADE B No. C37948 EXP. Q31310 n Exp: 12 0 m CIVIL c �ko."X841 TF! --VA.^ IC,AY ThinkPad\Duralum\IAPMO 0195\5-21-14 Submitt EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS S� A34 FRAMING ANGLE SEE TABLE 2 FASTENERS, SEE TABLE 3 — R.F. OR EXT. HANGER--\ CHANNEL, 2X OR 3X RAFTER BRACKET ALUM. PANEL R—/ 16'-0" DESIGN EXIST. RAFTERS AT 3x ALUM. RAFTER LOADS OPENING 24" O.C. AT ROOF EXIST. FASCIA BOARD > 8' > 18' OVERHANG ALLOWABLE PROJ. EXISTING EAV 2X FULL DEPTH 11'-7" 11'-7" 15'-6" 15'-6" WOOD SCAB, TO BEAM OVERHANG (C) (C) WHERE OCCURS, SEE TABLE 1 (24" MAX.) (CY 5' SEE TABLE 2 r 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 EXISTING FRAMING MEMBER COVER AT ROOF LUSL OVERHANG 2" x 4" FULL 2" x 6" NOTCHED 10 2"x6" FULL OR 2"x8" NOTCHED 2"x8" FULL OR 26'-0" 2"x10" NOTCHED 2"x 4" FULL 26-0" 2" x 6" NOTCHED 26'-0" 20 2"x6" FULL OR 26'-0" 2"x8" NOTCHED 2"x8" FULL OR 26'-0" 2"x10" NOTCHED 2" x 4" FULL 26'-0" 2" x 6" NOTCHED 26'-0" 25 2"x6" FULL OR 26'-0" 2"x8" NOTCHED 2"x8" FULL OR 26'-0" 2"x10" NOTCHED 2" x 4" FULL 16'-0" 2" x 6" NOTCHED 10'-10" 30 2"x6" FULL OR 26'-0" 2"x8" NOTCHED 2"x8" FULL OR 26'-0" 2"x10" NOTCHED 2" x 4" FULL 11'-7" 2" x 6" NOTCHED 15'-6" 40 2"x6" FULL OR 19'-6" 2"x8" NOTCHED 2"x8" FULL OR 26,-0" 2"x10" NOTCHED 2" x 4" FULL 2" x 6" NOTCHED 12'-1" 50 2"x6" FULL OR 15'-3" 2"x8" NOTCHED 2"x8" FULL OR 20'-9" 2"x10" NOTCHED iW21-14 A 5.dwg, 8/27/201411:45:12 AM. CutePDF Writer. 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 & Bi 3 1 2x WOOD STUD OR CONCRETE WALL r,-\ WALL CONNECTION �, NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x6 y" MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS) OR KILN -DRY WOOD -FILLED 2"x6 Yz" OR 3"x8" ALUMINUM SECTIONS. '[ 3/16" STEEL NOTE: BRACKET CAN BE LOCATED 8" 0 1/4"0 HOLES,TYP. ANYWHERE ON EAVE. 0 NOTE: PROVIDE WATER 0 TYR BRACKET PROTECTION, METAL FLASHING AT EVERY 2x CAUCK JOINTS AND SLOPE 8 O TO DRAIN (OPTIONAL) O EXISTING EAVE ALLOWABLE PROJ. TO BEAM A, nx:31 SEE TABLE 1 1 1/4" • 2x6 OR 2x8 LEDGER '��6 ir NOTE: PLACE "SIKA FLEX" OR SIMILAR J " NOTE: BRACKET MAY BE MATERIAL BETWEEN BRACKET AND COMP. SHINGLE ROOFING TO PROVIDE SEAL MOUNTED BELOW RAFTER 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 MAXIMUM PROJECTION WIND SPEED (MPH) AND EXPOSURE 110, B 110, C 120, B 120, C 130, B 130, C 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" a = 26'-0" 26'-0" 26'-0" 25'-7" 25'-4" 21'-2" _o 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" (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 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 110 120 130 110 1 120 1130 110 1 120 130 110 120 130 110 1 120 130 110 1120 130 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) 6' 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 26'-0" 26-0" 26-0" 26'-0" 26'-0" 7' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 9, (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) I (B) (B) (B) (B) (B) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 10' (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 11' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 12' (A) (A) (A) I (A) (A) (A) (B) (B) (B) (B) (B) I (B) (B) (B) (B) (B) (B) (B) 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 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" OR LEDGER TO EXISTING WOOD STUD WALL FRAMING 16'-0" 16'-0" DESIGN (E) WALL COVER LOADS OPENING PROJECTION 10, 20 psf > 8' > 18' 30, 40 & 50 psf > 6' > 14' 2x WOOD STUD OR CONCRETE WALL r,-\ WALL CONNECTION �, NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x6 y" MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS) OR KILN -DRY WOOD -FILLED 2"x6 Yz" OR 3"x8" ALUMINUM SECTIONS. '[ 3/16" STEEL NOTE: BRACKET CAN BE LOCATED 8" 0 1/4"0 HOLES,TYP. ANYWHERE ON EAVE. 0 NOTE: PROVIDE WATER 0 TYR BRACKET PROTECTION, METAL FLASHING AT EVERY 2x CAUCK JOINTS AND SLOPE 8 O TO DRAIN (OPTIONAL) O EXISTING EAVE ALLOWABLE PROJ. TO BEAM A, nx:31 SEE TABLE 1 1 1/4" • 2x6 OR 2x8 LEDGER '��6 ir NOTE: PLACE "SIKA FLEX" OR SIMILAR J " NOTE: BRACKET MAY BE MATERIAL BETWEEN BRACKET AND COMP. SHINGLE ROOFING TO PROVIDE SEAL MOUNTED BELOW RAFTER 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 MAXIMUM PROJECTION WIND SPEED (MPH) AND EXPOSURE 110, B 110, C 120, B 120, C 130, B 130, C 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" a = 26'-0" 26'-0" 26'-0" 25'-7" 25'-4" 21'-2" _o 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" (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 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 110 120 130 110 1 120 1130 110 1 120 130 110 120 130 110 1 120 130 110 1120 130 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) 6' 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 26'-0" 26-0" 26-0" 26'-0" 26'-0" 7' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 9, (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) I (B) (B) (B) (B) (B) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 10' (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 11' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 12' (A) (A) (A) I (A) (A) (A) (B) (B) (B) (B) (B) I (B) (B) (B) (B) (B) (B) (B) 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 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" OR LEDGER TO EXISTING WOOD STUD WALL FRAMING 16'-0" 16'-0" 1 16'-0" 1 16-0" 1 16'-0" 10'-10" 10'-10" 9'-2" 9'-3" F - 26'-0" 26'-0" 1 26-0" 1 26'-0" 26'-0" 26'-0" 1 26'-0" 1 26'-0" 126'-0" 1 26'-0" 8'-11" 8'-11" 8'-11" 16-3-1 16-3-1 16-3-1 15'-3-1 15'-3- 20'-9--1 5'-3" 20'-9"l 20'-9" 1 20'-9" 1 20'-9" 1 20'-9" (C) - (2) Y4" DIAMETER LAG SCEWS (D) - %" DIAMETER LAG SCREW (E) - 3/4" DIAMETER LAG SCREW 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" a �o C0 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" (C) (C) (C) (C) (C) (C) (CY 5' 19'-6" 1 19'-6" 19'-6" 1 19'-6" 1 19'-6" (D) 26'-0" 1 26'-0" 1 26'-0" 126'-0" 1 26'-0" 8'-11" 8'-11" 8'-11" 16-3-1 16-3-1 16-3-1 15'-3-1 15'-3- 20'-9--1 5'-3" 20'-9"l 20'-9" 1 20'-9" 1 20'-9" 1 20'-9" (C) - (2) Y4" DIAMETER LAG SCEWS (D) - %" DIAMETER LAG SCREW (E) - 3/4" DIAMETER LAG SCREW 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) WIND SPEED (EXP. B & C) 110 120 130 110 1 120 130 110 120 130 110 120 130 (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (CY (C) (C) (C) (C) '(C) (C) (D) (D) (D) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (C) (C) I (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (C) (C) (C) (C) (C) (C) (D) (D) (D) I (D) (D) (D) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 40 PSF S.L. WIND SPEED (EXP. B & C) 110 120 130 (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) (E) (E) (E) 50 PSF S.L. WIND SPEED (EXP. B & C) 110 120 130 (D) (D) (D) (D)' (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) (E) (E) (E) (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 Yz" O SIMPSON STRONG -BOLT 2 SS AT 48" O.C. (a,b) 20 I Y2' a SIMPSON STRONG -BOLT 2 SS AT 48" O.C. (a,b) 25 I Yz" 0 SIMPSON STRONG -BOLT 2 SS J AT 48" O.C. (a,b) 30 I YF 0 SIMPSON STRONG -BOLT 2 SS AT 36" O.C.(a,b) 40 I Yz 0 SIMPSON STRONG -BOLT 2 SS AT 36" O.C. (a,b) 5 Y2" O SIMPSON STRONG -BOLT 2 SS 0 I AT 24" O.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. 0 w w z Z Z o W N w n O� � w U < �ZZ J W 0 We Q U aoo U < x ~ U w w i U �s W 2; wow., Y N m inz z� w W N 3 ui Q U m ooU) m La m S LLv # 0 o W co o W a vi Exp: (2 )4 - m bnca CIVIL No�1841R. THOMAS !RAY CAMPSEU 2 ' HANGER CHANNELS AND MOUNTING BRACKETS FASTENERS, T=.060" TYP. Z ' 2.740' SEE TABLE 3, SHEET 4 cr w w w FASTENERS, 078 1.50" SEE TABLE 3 SHEET 8 300"300" T=.060" W z 2 z „r N w ALUM. 3004-H36 .0601' 25"R .63 OS FASTENERS TABLE N) 3" e" U j.50^ 01 202" FASTENERS, " SEE 3 SHEET 8 o `co 0 �" DIA. SEE SHEET 0 02,90" O v J co 563" 281" _ ------ 200 / 5" 3" z a cy)_ Q CONTINUOUS A- RAIL C�71 ul N o FASTENERS °' ri SHEET 8 ROOF PANEL 3 (WHERE OCCURS) o ------- F - a w v Z = SEE TABLE 3 3" 3" 0 a .060" FASTENERS, w SEE SHEET 4 ALUM.ALLOY 1.880" FASTENERS, SEE TABLE 3, SHEET 4 ~ 1.75" 6063-T6. }— ALUM. ALLOY w ALUM.ALLOY 6063-T6 AL6 63-T6 Y 6063-T6 0 A U ROLL FORMED @)HANGER EXTRUDED HANGER /CONNECTION � I.R. HANGER "H" BRACKET LL U)x CL a NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED o� m r AT ROOF LOADS EXCEEDING 30 psf. (3) %2"f21 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 F o e #14 SDS, 40#,50# L.L.=(4)#14 SMS EA. SIDE V OCCUR DIRECTLY OVER 5/8" 0 PLASTIC o . 3 PER SIDE I POST. NOT PERMITTED PLUG WHERE o` w — —_--______-- @2 -POST UNITS @ 6 SCREWS I SCREW IS INSIDE Lu cc > _ J 1" 1 _ 3/4" OR 1 1/2" PER SIDE I J " 5^ #14 SMS MAY 2" x 61/2" OR =- - --- - BE'USEAS 3" 9 I _ 5" MIN. 3" x 8"ALUM. " 3.5" ALTERNATE TO RAFTER 1/4"0 BOLTS 5" 3.5"ZZ 3/4" OR 1 1/2" 5„ - -- - — 8" BEAM o=a<3" 8.2- 3"x8"ALUM. -- —-------- I 5"- U -BRACKET IHEADER [IW INOTES, EXISTING WOOD STUD FRAMING S rn am3"x8" ALUM. (E) STUCCO 6 I I 6112"SIDEPLATE EA.(E) STUCCO RAFTER2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L=10 psf v I SIDE SEE POST SCHED. 2 EACH 1/2"0 x 3-1/2" LAG SCREWS L.L.=20, 25 and 30 psf #14 SMPENETRATION BRACKET 2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf TOP, M (2" MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES 8 NOTE: LENGTH OF LAG SCREW SHALL PROVIDE THREADED PORTION OF SHANK COMPLETE NOTE: USE LEDGER WHERE RAFTER SPACING SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11 mm L. PENETRATION INTO EXISTING CORNER STUD. EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8. LL v b � O m HEADER BRACKET O2 RAFTER TO STUD WALL CONNECTION 3 BEAM TO POST CONNECTION (:8) a Wto �� romp 1 1/2" OR 2"LATTICE #8 S.M.S. w co a a ALTERNATE 1/2"7 RAFTER -#8 S.M.S. EACH SIDE LATTICE 1 1/2" OR 2" EXISTING ALUMINUM MEMBER WITH SHEATHING WOOD FILL OR IF I DBL. 3"x8"x0.042 BEAM W 0. z a BOLT CONNECTION PLAN 2E „ NOMINAL LEDGER OR DBL. 2"x6.5"x0.032"/0.042" BEAM O J a ALTERNATE: J (NEW OR EXISTING) r m 4414 S.M.S. EACH I- a SEE NOTE, DETAIL B, a o o �, RAFTER TO COL. � 3 SHEET 8 0 CONNECT. (8 TOT.) 2"X6.5" OR 3"x8" RAFTER w 0 0 ALTERNATE: 1/2" BOLT 0 1' 4.5 "0 6• FINSTALL ALTERNATE: �? , FASTNERS, SEE TABLE 3, SHEET 8 w Z e wow.. o m (2} #14 S.M.S. EACH RAFTER " Z w w TO COLUMN CONNECTION 5/8"0 ACCESS HOLES 3 � (4 -TOTAL) . 6- #14 X 3/a" Doom 3"x 3"STL.POST (24") 0 ALTERNATE: `` LONG SDS a0 EACH 3" SQ. POST INSERTATTACHED OR (2}2x6.5" OR _ ALTERNATE: �, 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 UI FOR FREESTANDING -BOLT ALTERNATE: 1" STUCCO OR EQUAL CONNECTION) LLO (2) -1/2 3"x3"X0.024" (1) - 1/2" BOLT OR 2.5" PENE. INTO EACH WOOD STUD ft i 2"x 6.5" SIDEPLATE CONNECTOR (2} #14 S.M.S. EACH RAFTER w DBL. RAFTER /DBL. HEADER CONN. 4O STUB COLUMN TO DOUBLE HEADER CONN. O5 EXIST. AO �� ITTACHM NOT DETAIL DOUBLE HEADER O COLUMN DETAIL a En ---` _O_ y ThinkPad\DuralumUAPMO 0195\5-21-14 SubmittaiN5-21-14 A 5.dwg, 827/201411:44:47 AM, CutePDF Writer, *f N0. C37948 '. EXP. D3l31/% Ti ;Q'•Aa I. ' �� 0• 'tt Exp: IZ I¢ m CIVIL c. MH0. 184 THOS AS ]RAY ThinkPadlDuralumUAPMO 0195\5-21-14 Submi COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. ttaK5-21-14 NUMBER OF REQ. COLUMNS 0 Z w W .Z Zzo W ,y Lu r W a r Q � � U j o O T" BRACKET @ 3 -SQ. POST W/ (4}#14 SMS EA. SIDE OF POST OR 1/2" M.B. TI IROUGH POST POST (2)-3/8"Td STRONG -BOLT 2 SS EA. BRACKET TO SLAB. 9 1/2"MINIMUM DISTANCE TO EDGE OF SLAB. 33" MINIMUM DISTANCE FROM SLAB CRACK TO COLUMN. (1%8"MIN. EMBEDMENT) SLAB SHALL BE IN ` GOOD CONDITION FOR SIZE 31/2" MIN. SEE FOOTING IN BEAM SPAN TABLE I ALUM."T"BRACKET USE WITH POST POST TYPE B,C,D, OR E. STEEL."T" BRACKET OR 9" SQ. BASE PLATE USE WITH POST TYPE B,C,D,E,F,G,H,J OR K. SEE TABLE 1 I d v DEPTH / a v POURED CONCRETE FOOTING SEE TABLES I I I ��-- QU --' TABLE 1 ATTACHED ONLY FOOTING &ANCHOR BOLTS TABLE 2 ATTACHED AND FREESTANDING ALTERNATE FTG. -- ! STEEL POST ONLY: USE POST TYPE j F, G, H, I, J OR K % I / 1 I I I 1/2 DEPTH OF I i I 1 E FOOTING OR I I 12" MIN. EMBD. I I ° • ^ I iii I I -� I — i �: ; i I `: C7 m / I ° u f- Ir W Z Q 0 / •, ..• _ U) (1}1/2.0M.B. : ', x9" LONG, 1" Nb°; :" ' ;' a Q , '.. O m `( FROM END X. OF POST 1 ° z I. POURED SQUARE, SEE FTG. 1 CONCRETE SCHEDULE INSEAM I I FOOTING SPAN TABLES ( a W 2 w o a a w U Z z 0 a z w O U SINGLE POSTS FOOTING SIZE BOLTS EMBED. CUBE SIZE SQ. 18' DEEP 'CUBE FTG. 18" 18" SQ. 12" 17•-22" CUBED (1) (2}3/8.0 1 7/8• 20" 21" SQ. 12" 23' & 24• CUBED 1 O (2}12°0 3 1/4• 22" 25" SQ. 16" 24" 28" SQ. 20" 25' - 30' CUBED (2) (4}12.0 31/4" 26" 32" SQ. 23" m x a a R o o M o0 0 0 0 o 0 a 0 w 0 � o _ 31 - 34' CUBED (2) (4}5/8 0 4 28" 35" SQ. 25" 30" 28" 39" SQ. 35' - 39" CUBED (2) (4}3/4'0 4 3/4' 32" 43" SQ. 30" 40• -42" CUBED (2) (4}3/4.0 43/4' 34" 47" SQ. 32" 38" 51" SQ. 34" NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS (ICC -ES ESR - 3037 ) 1) MAY USE EITHER STEELY BRACKET OR ALTERNATE FREESTANDING BASE PLATE. 38" 55" SQ. 37" 40" 39" 60" SQ. I 42" 64" SQ. 41' I' 44" 69" SQ. 43 EXISTING SLAB O ATTACHED COVERS ONLY O POSTS TO CONC. FOOTING ATTACHED COVERS ONLY 2) REQUIRES USE OF ALTERNATE FREESTANDING BASEPLATE. l SQUARE POST EMBED. O INTO FOOTING zZ CUBE FOOTING W/3IZSLAB ,LLZ�J +i yt�0�0 (3)-3/4"0 BOLTS FOR POST TYPE F, G, H, I, J & K 3"OR4"SQ. o a 0 F LL F O In w O Z K 1 <!i LL z z � 0 w m 0 " wZ 4 5" INSERT 16" x 0.188" ASTM A500 8 4 5" GRADE B STEEL T.O.C. m C7 a � IL U U) (4Y 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 - - - , w F } N LL W W a LL 'O Z 0 M a a o m ALUM. ALLOY 3.00" OR 6063-T6 �� 2.40' 1.375" 0 75" 2.0" 7/16"0 HOLE FOR 3/8" MB 56" 2 FLANGES 2 1/8" APART ASTM A500 GRADE B 1.125" 2.5" INSTALL 1Y2" x 1Y2" x Y" HDGru w o WASHER PLATE AT ANCHORS W 0 �� 1.60 1.50 � �� � 090 TYP. INSTALL 1Y2" x % x Ye HDG WASHER PLATE AT ANCHORS FOR 130 MPH 75" —BASE FLARES 157" TO 3"WIDE EA. TYP. SIDE OF FLANGES USE FOR WOR 4" 1.75 � FOR 3" POST, � STEEL POSTS �� 4" WIDE FOR 4" POST 5.50" (j 1-7/16"0 HOLE q 2- 5/16"0 HOLES & 2-3/8" HOLES INSERT ( �_. �_� 9" SQ. X 5/8" THK. THK. BASE PLATE (ASTM A500 GRADE B STEEL) 1 Y4" 6Y2" 1 Y4" Wow •, m N Z m Z iB.. W 3 w co � ¢o Mw y v NOTE: CONCRETE SLAB ANCHORS SHALL BE DIAMETER SIMPSON STRONG -BOLT 2 SS NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. TYP. EA. SIDE WELDED STEEL BASE PLATE Q p LL w 00 (ICC -ES ESR -3037 O 0. i g cn ALTERNATE FREESTANDING BASE PLATE ANCHOR ALUM "T" BRACKET C STEEL "T" BRACKET D A 5.dwg, 827/201411:45:56 AM. CutePDF Writer. �fTHOt* AS•I'O'�i CAMPBELL •%d Exp - CIVIL No.•1��A TFiWAS RAY CA.krir I -ELL ATTACHED & FREESTANDING SOLID COVERS -25 PSF•SNOW LOAD - 110,120,130 MPH - EXP. B & C 3"x8"x0.042" BEAM 3"x8"4.042" BEAM DBL. 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM DBL. 3"x8"4.042" BEAMM W/ 14 GA. STL. INSERT GA. STL. INSERT OGA. STL. INSERT P W/ DBL. 12 GA. STL. INSERT W L N Z } ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID IL W �9^ o MAxC'OST 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. j p r ^= SPACING ON SLAB m 3 SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m-3 Li. TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE I 0 D Q C (2), (3) w (SPAN) (1) U3 < G 14'-1" 19 15'-9" 31 14'-3" 19 G+ 15'-14'-8" 31 G 16'-616-6" 222 E 16'-616'-1" 331 G 1 224 E 21'-20'-8" 333 H 23'-23'-2" 225 E 23'-22'-8" 334 I 5� O 10'-4" 5, 14'-1" 21 C 15'-4" 31 G 14'-3" 21 21'-2" H °�° o �� 12'-10" 19 14'-4" 32 G 13'-1" 20 E 13'-9" 32 G 15'-1" 21 E 15'-1" 32 G 9'-4" 22 E 19'-4" 35 1 21'-2" 23 E 21'-2" 35 I 6' J "' < W o r 9'-0" s 12'-10 E 14'-1" 32 13'-1" 22 13'-6" 31 15'-1" 23 14'-8" 32 19'-4" 25 18'-10" 34 H 21'-2" 26 20'-8" 35 2 it 0 11'-311-3" 222 E' 13'-4 3 332 G� 12'-112'-1" 222 E 12'-9 332 G 14'-014 223 E 14'-0" 333 H18'0" 226 E 18'-0? 335 I 19'-819,-8" 226 E 19'-8"9,-2" 336 K 7' x 8,_0„ �, 1" 2 -6" -0" 13'-8" a O" -7" a a 10'-710'-7" 222 12'7"12'-2" 3 H� 11'� 223 E 12'-01 333 H 13'-113,-1 21 E 13 - 333 H 6 - 6,-10 226 E 16'-16'-4" 336 K 18,18' 227 E 18'-4 8,-0„ 337 K 8' w J 7'-6" 8, E 33 1'-4" 8" G 2,-9" I 4 9' 9'-5" 20 11'-10" 34 H 10'-8" 21 E 11'-1"1' 333 H 12'-412 224 E 12'-412.1" 334 H 5, 227 E 15'-15'-6" 336 K 17'-417 228 E 17'-4-7,-0" 337 K 9� 7'-0" 9'-5" 23 E 11'-7" 34 10'-8" 23 1" �" 15'-10 -4" LL 20 11'-3" 34 0'-2" 21 E 10'-9" 34 H 11'-9" 22 E 11'-9" 35 I 5'-1" 24 E 15'-1" 37 K 16'-6" 25 E 16'-6" ; 38 K 10' N.P. 10' 8'-11" 23 E 11'-0" 34 H 10'-2" 24 10'-6" 34 11'-9" 25 11'-6" 34 15'-1" 27 14'-8" 37 16'-6" 28 16'-1" 38 S" 223 10'-8"6 334 9'-8"9'-8" 224 E 10'-10'-0" 334 H 11'-211'-2" 225 E 11'-211 335 I14'-4"4'-4" 228 E 14'-4",-1" 337 K 15'-915'-9" 229 E 15-9"5 338 K 11' NLf).P. 11' g'-5" E 6" I -0" -4" N 8'-0" 21 E 10'-2" 35 I 9'-4" 22 E 9'-10" 35 I 10'-9" 23 E 10'-9" 36 I 13'-9" 25 E 13'-9" 38 K 15'-1" 26 E 15'-1" 39 K 12'CL N P 12, 8'-0" 24 9'-8" 35 9' 4" 25 9'-7" 34 H 10'-9" 26 10'-6" 35 13'-9" 28 13'-6" 38 15'-1" 29 :14'-8" 39 „ a o� o" O ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID ATTACHEDSOLID FREESTANDING SOLID ATTACHEDSOLID FREESTANDING SOLID ATTACHEDSOLID FREESTANDING SOLID z N = MAX.COL. 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.W23'-2"23 MIN. MAX.POST FTG. MIN. m SPACING ON SLAB 0° 3 SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POSTPOST SPACING (IN) POST TYPE w (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPETYPE (SPAN) (1) C (2), (3) G 224 332 1 225 21'-20'-1" 334 23'-22'-0" 3355'O 10,x" 5, 14'-1" 20 C 15'-9" 31 G 14'-3" 20 C 15'-14'-3" 331 G 16'-616'-3" E 16'-615'-7" G E H E '-10 15'-0" 32 14'-1" 23 19'-10 °° z E 14'4" 32 G 13'-1" 20 E 13'-9" 32 G 15'-1" 21 E 15'-1" 32 G 9' 4" 23 E 19'-4" 35 I E 21'-2" 35 I s' � w o 0 z20 o=< a 9'-0" s' 12'-1" 22 C 13'-8" 31 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 N 11'-3" 20 13' 4" 33 G 12'-1" 21 E 12'-9" 32 G 14'-0" 22 E 14'-0" 33 H 8'-0" 23 E 18'-0" 35 I 19'-8" 25 E 9'-8" 36 K 7' Q L wa y a LL m 8'_0„ 7' 11'-1" 22 E 12'=8" 32_ 11'-10" 24 12'-1" 32 H 13'-9" 25 13'-3" 33 16'-9" 27 17'-1" 35 19'-4" 28 18'-7" 36 [18'4" I R 10'-710,-6" 222 12'- 333 H 11'-4"1 224 E 12'-0"1 332 H 1312'-10" 226 E 13'-12' 333 H 6 227 E 16'-16'-0" 335 K 18 -418'-2' 229 E 336 K '8' J 7'-6" 8, E 1'-10" 2" 4" 4" 15'-8" 1 ,-6" C6 9' '-5" 21 11'-1 34 10'-8" 22 E 11'-3" 33 H 12'-4" 23 E 12'-4" 34 H 15'-10" 24 E 15'-1 36 K 17'-4" 26 E 17' 4" 37 K 9' 7,_0„ 9'-3" 23 E 11'-2", 33 H 10'-7" 25 10'-8" 33 11'-7" 26 11'-8" 34 14'-10 28 15'-1" 36 17'-2" 29 16'-6" 37 E ILL - -11"8,-9" 223 11'-1"0-8" 334 10'- 225 E 10'-9 0-2" 333 H 11'-911-0" 226 E 11'-9"1-2" 334 I 15 238 E 15'-;4-3" 336 K 16'-616,-3" 230 E 16'-6"5 337 K 10 N.P. 10' E H 10,-0" H 14'-1" 7" m -5" 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' 4" 37 K 15'-9" 26 E 15'-9" 38 K 11' LL N.P. 11 8' 4" 23 E 10'-0" 34 I 9'-6" 26 9'-8" 34 10'-6" 27 10'-7" 35 13'-4" 29 13'-8" 37 15'-6" 30 14'-10" 38 , o m N -0" 22 10'-2" 35 9'-4" 23 E 9'-10" 35 I 10'-9" 24 E 10'-9" 36 I 13'-9" 26 E 13'-9" 38 K 15'-1" 27 E 15'-1" 39 K 12' W N.P. 12' T_10" 24 E 9'-2" 34 I 9'-1" 26 9'-3" 34 H 10'-0" 27 10'-2" 35 12'-10" 29 13'-1" 37 14'-10" 31 14'-3" 38 F F o to LL W(L> ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTAND/NG SOL/D ATTACHED SOL/D FREESTAND/NG SOLID ATTACHED SOL/D FREESTAND/NG SOL/D M = 82z, =^ MAX.COL. ¢ _ � !2 MAX POST FTG. MIN. MAX.POST FTG. MIN. MAKPOST 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. ¢ FLO m U a O a_ SPACING ON SLAB 0° 3 SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST TYPE SPACING (IN.) POST TYPE SPACING (IN.) POST TYPE SPACING (IN.) POST TYPE SPACING (IN.) POST TYPE a o m (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) (SPAN) (1) (SPAN) (1) (SPAN) (1) (SPAN) (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'-1 34 H 23'-2" 25 E 22'-1 " 35 1 5 w 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 . 19'-6" 36 J 22' 4" 28 21'-3" 37 K cc M10-4 12'-111 224 14'- 332 13'-112,-7" 224 E 13'- 332 G 15'-114,-6" 226 E 14'-13-10 333 H 9,1 227 E 19'-17'-9" 345 H 21'- 20,4" 229 E 20'-119,-6" 336 I 6� 9,_0„ 6, 8" E 3'-3" H 2,-8" 7 -8" 1 J w N Z 11'-3" 22 E 13'-2" 32 H 12'-1" 22 E 12'-7" 32 H 14'-0" 23 E 13'-9" 33 H 8'-0" 25 E 17'-8" 35 I 19'-8" 26 E 19'-4" 36 K 7 m ,:i z m Z W s' -o" 7' 10'-9" 24 12'-3" 32 11' 8" 25 11'-9" 32 12'-9" 26 12'-10" 32 16'-4" 28 16'-6" 34 18'-10" 29 18'-1" 35 I 3 i�; J 10'-7" 22 12' 4" 33 H 11'x" 23 E _ 11'-9" 33 H 13'-1" 23 E 12'-1 33 H 6'-10" 25 E 16'-7" 36 J 18'-4" 27 E 18'-1" 37 K 8 a o oorn¢ 7'-6" $' 10'-1" 25 E 11'-6" 32 11'-0" 26 11'-0" 32 12'-7 27 12'-1" 33 15'-3" 29 15'-6" 35 I 17'-10" 30 16'-10 36 (/% '-5" 22 11'-8" 34 10'-8" 23 E 11'-2" 33 H 12'-4" 24 E 12'-2" 34 H 5'-10" 26 E 15'-8" 36 K 17'-4" 27 E 17'-1" 37 K 9' 7,_0„ 9' 9'-0" 25 E 10'-10" 33 H 10'-3" 26 10'-4" 33 11'-3" 27 11'-4" 33 14'-6" 29 14'-7" 36 J 16'-8" 31 16'-0" 37 v -11" 225 11'- 333 0'-29.9" 227 E 0' 333 H 11'-910 227 E 11'-10'-9" 34 I 5 230 E 14'-13" 336 K 16'-6"5'-10" 231 E 16' 337 K 10' CD LL W o (!� N.P. 10' 8'-6" E 0'-3" H 9'-10" -S" H 13'-8" 10" 15'-2" d '-5" 23 10'-7" 35 1 9'-8" 24 E 10'-1" 34 H 11'-2" 25 E 35 I 4'-4" 27 E 14'-2" 37 K 15'-9" 28 E 15'-6" 38 K 11 0 w Lu N.P. 11 8.1" 26 E 9'-4" 33 H 9' 4" 27 9'-6" 34 10'-2" 28 34 13'-2" 30 13'-3" 37 15'-2" 32 14' 6" 38 a N ,-0" 226 9'-108 333 I 9'-4"8 227 E 9'-8" 334 I 10'-9 9 228 E L7�.o 335 I 13'-12 231 E -12'-8" 337 K 15'-114,-6" 232 E 14'-13 ^ 338 K 12' N.P. 12' 7'-5" E -7" H -7" 9 -1" H -9" -7" - 10" ThinkPad\Duralum\IAPMO 0195\5-21-14 Submttta 21-1 4. g, 8%26/20146:22:53 AM, CutePDF Wmer, "T " NO`,IAS IST. � CAMP"B=LL �. Z Exp: IZ I+ m CIVIL -a THOMAS IRAY CAM BELL ThinkPad\Duralum\IAPMO 0195\5-21-14 Subm BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS ATTACHED & FREESTANDING SOLID COVERS 30 PSF SNOW LOAD - 110,120,130 MPH - EXP. B & C 1.52" 0.61" A 6.5" ROLLFORM z z 1.79" 6.5" 2.57 0.73" 038' 2.08^ 2.93" 6.5" ROLLFORM ~ ALUM. ALLOY 6063-T6 SPLICE WHERE OCCURS I I 0.075" I II 3.0' TYP. I I 3.0" �� MAG BEAM ALUM. ALLOY 6063-T6 SPLICE OCCURS 4.0" 0.070".032^ TYP. 3.0" -moi �r� 4" I -BEAM �' ALUM. ALLOY 6063-T6 GUTTER EXT. CLIP WHERE I OCCURS I I 4.6" I qO.065" I 2.TYP. I - - -' 4.00" 4.5" MAG GUTTER \U@ ALUM. ALLOY 6063-T6 T-12 GA. ASTMA653SS GRADE 50 G60 3.0" ALUM. tF �- - 3.0• .I 3" SQ.xO.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 G60 w Z 6 0 0 z w ry N e F p 1 ¢ L) UO a N to p a J a °a p z WoaI7'-11" a wD o Z z o Q Z �- 0 2 _ ^^ 1..1. 0 ■ J //�• v+ U) 0- `5'-11" MAX.COL. SPACING ON SLAB (2),(3) O _ 3 F ATTACHED SOL/D FREESTAND/NG SOL/D �- Q = j p m MAX.POST FTG. SPACING (IN.) (SPAN) (1) MIN. POST TYPE MAx.POST FTG. SPACING (IN.) (SPAN) (1) MIN. POST TYPE 9 -0 �� 5 8'-8" 16 8'-8" 18 9'-2" 28 9'-0" 28 G 5 6 8._4.. 6' 7'-11" 17 19 B 8'-4" 29 8'-2" 29 7._6.. 17 7'-4" 19 C T-9" 29 7'-7" 29 G 7'_0" 8' 6'-10" 17 6'-10" 20 C 7'-3" 30 T-2" 30 G 8, NP 9' 6'-6" 18 6'-6" 20 C 6'-10" 30 6'-9" 30 G 9' 10.375" 7�., 606376 6.656" 7.0" 0.110" 6.5" 6.5" TMP 8.0" 0.042" 0.032" 0.042" TMP• TMP Trp• 0.375" NP 10' 6'-2" 18 6'-2" 20 C 6'-7" 31 6' 4" 31 G 10 NP 11' 5''11" 18 21 C 6'-3" 31EL 6'-2" 31 G 11ALUM.ALLOY a Qo p o 3: Z N N N NP 12' 5'-8" 19 5'-8" 21 E 6'-0" 32 5'-10" 31 G , 12 MAX.COL.¢ SPACING ON SLAB (2),(3) _ m 3 FX ATTACHED SOL/D FREESTANDING SOLID > j SP NG FTG. (IN.) (SPAN) (1) MIN. POST TYPE MAX.POST FTG. SPACING (IN.) (SPAN) (1) MIN. POST TYPE 91_0" 5�8 '8" 17 19 '228 8'-9" 28G 5, I-2.0" --- z.o" -I . �.MAX. ao " 7" i -BEAM DBL. 2"x6.5"x0.042" DBL. 2"x6.5"x0.032" 3 x8'x0.042" BEAM r ALUM. ALLOY ALUM. ALLOY 3004-H36 `� ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR EQUAL OR EQUAL OR EQUAL 6063-T6 G W/ (1) "C" INSERT ALUM. ALLOY P5" 6063-T6 W/ (2) M. INSERTS T=120R AL6063-T6 Y 14 GA. 14 GA. R ASTM NOTE: A653 SS WHERE'C' SPLICE OCCURS AS SHOWN IN 8.0" 7.875" ASTM GRADE 8.0" A653 SS SPAN TABLES, IT SHALL BE INSTALLED THE 0.047' GRADE 50 G60 FULL LENGTH OF THE T I -BEAM. TMP. 50 G60 042" Trp. r ■ LL O ai w o z N o= Q p p 0 ¢ ;n ° aLU N a �� 8 -4 6 7'-11" 17 7'-10" 26 B 8'-4" 29 8'-0" 28 G 6' T-6" 7' 7' 4" ]'-3" 18 B 7'-9" 7'-4" 229 G 7' 7 _0 8 6'-10" 18 6'-9" 21 (� v 7'-3" 30 T-0" $0 G 8' NP � 9 6'-6" 19 6'-5" 21 C 6'-10" 30 6'-7" 30 G 9� E E m , } w m w <' LL g o m a z W ; W 2 Y, NP 10' 6'-2" 19 6'-1" 22 C 6'-7" 31 6'-3" 30 G 10 NP , 11 5'-11" 19 5' 10" 22 C 6'-3" 31 6'-0" 31 G 11' NP 12 5'-8" 19 5'-8" 22 E 6'-0" 32 5'-9" 31 G 12 o.szs• 7 3.0"--I-- 4'0^ �3.0•--I 2.875" .__ 3 p•_ 4.0" �_3 0"� MAX. MAX. „ DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3 x8"x0.042" BEAM W/ 14 GA. STL. INSERT ��W/ DBL. 14 GA. STL. INSERT rvl Y LU 0, 1 LL > W a o O Z n U a N O a o m = MAX.COL. SPACING ON SLAB (2),(3) C= Z) O m � ATTACHED SOLID FREESTANDING SOLID } 0= ¢ m o z ~ MAX.POST FTG. SPACING (IN.) (SPAN) (1) MIN. POST TYPE MAX.POST FTG. SPACING (IN.) (SPAN) (1) MIN, POST TYPE ALUM.OAR Qum -H36 ASTM A653 SS GRADE 50 G60 v ASTM A653 SS GRADE 50 G60 3"x8"x0.042" BEAM FOOTNOTE: "SAMPLE" DBL. 3"x8"X0.042" BEAM W/ 12 GA. STL. INSERT roZW/ DBL. 12 GA. STL. INSERT FIGURE INDICATES AS A653 SS GRADE 50 G60 ASTM A653 SS GRADE 50 G60 EXPOSURE B • FIGURE INDICATES NOTE: WHERE 12 AND 14 GA. STEEL INSERTS 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 SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. OF THE 3"X8' BEAM. THE FULL LENGTH OF THE 3•X8• BEAM. FOOTNOTES TO ALL SPAN TABLES: 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 THELJL EACH SIDE AND DEPTH OF CUBED FOOTING, SEE SHEET 10. SHALL BE THE SMALLER OF THE MAXIMUM SPACING MAXIMUM COLUMN SPACING MEASURED AT THE WHERE SLAB OCCURS, CUBED FOOTING SIZE SHOWN IN THIS COLUMN OR THE MAXIMUM POST COLUMN AND SHALL NOT CONTAIN ANY CRACKING. MAYBE REDUCED BY 6" FOR FREESTANDING ONLY. SPACING SHOWN FOR THE SELECTED BEAM. THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE SEE ALTERNATE FOOTING TABLES 9 1/4" MINIMUM. SHT. 10 FOR ATTACHED COVERS 9, e r er, M r' i J ui V) M 9'_0■ 5' 8'-8" 18 8' 4" 20 B 9'-1" 28 8'-6" 29 G 5' w uj w W s W .• m z m Z " W 3 w J U) o N 8'-4" 6' 7'-11" 18 7'-7" 21 B 8'-3" 29 7'-9" 28 G 6, T-6" 7' 7 -4" 19 7'-2" 21 B C 7'-8" 29 7'-2" 29 G 7, , „ 7 -O , 8 6'-10" 19 6'-8" 22 C 7'-2" 3O 6'-9" 29 G , 8 NP 9' 6'-6" 20 6'-3" 22 C 6'-9" 30 6'-4" 30 G 9 ori LL # O w N O W a Lu NP , 10. 6'-2" 20 6'-0" 23 C 6'-6" 31 6'-1" 30 G 1 ' FNP11' 5'-11" 20 5'-9" 23 `� 6'-2" 31 5'-9" 31 G , 11 12, 5'-8" 21 5'-5" 21 C E 6'-0" 32 5'-7" 31 G 12'