The URL can be used to link to this page

13-0356 (PAT)BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application description: Property Zoning: Application valuation: Applicant: 13-00000356 79499 HORIZON PALMS CIR 604-100-005-05 -19903 - PATIO COVER - RESIDENTIAL LOW DENSITY RESIDENTIAL 2274 / / j T -4`4t 4.4. " -- � BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Architect or Engineer: ------------------ LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000)ofDivision 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: B LicenseNo.: 683274 3-26-13 c Date: ontractor: 61OWNER-BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am, exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with contractor(s) licensed pursuant to the Contractors' State License Law.). ( )' I am exempt under Sec. , BAP.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.1. - Lender's Name: Lender's Address: LQPERMIT Owner: DAVID & DIANA OTIS 79-499 HORIZON PALMS CIR. LA QUINTA, CA 92253 ( VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 3/26/13 Contractor: tE. MELCO CONSTRUCTION PO BOX 141HAR 2 0 2013THOUSAND PALMS, CA 92t`,1(760)409-6703Lic. NO.: 683274CITyD$rLACgU�PITA FINANCF neer ------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby ° under penalty of perjury one of the following declarations: 7OI have and will maintain a certificate of consent to self -insure for workers' compensation, as provided Ir for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor F Code, for the performance of the work for which this permit is issued. My workers' compensation r insurance carrier and policy number are: Carrier EXEMPT Policy Number EXEMPT 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,,.�II shall forthwith comply with those provisions. Date: 3_�4 Applicant: WARNING: FAILURE TO'SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT- Application is hereby made to the Director of Building and Safety 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 county to enter upon the above-mentioned pro Darty for inspe tion purposes. Date: �1� Signature(Applicant.or Agent):_ V Application Number . . . . . 13-00000356 Permit PATIO COVER PERMIT Additional desc . Permit Fee . . . . 54.00 Plan Check Fee 35.10 Issue Date . . . . Valuation . . . . 2274 Expiration Date 9/22/13 Qty Unit Charge Per Extension BASE FEE 45.00 1.00 9.0000 THOU BLDG 2,001-25,000 9.00 ---------------------------------------------------------------------------- Special Notes and Comments PATIO COVER - DEMOLISH OLD WOOD PATIO COVER AND INSTALL NEW ATTACHED 171 SQ. FT. AMERIMAX ALUMAWOOD PATIO COVER PER APPROVED PLANS. 2010 CALIFORNIA BUILDING CODES: -------------- ------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN•(SB1473) 1.00 STRONG MOTION (SMI) - RES .50 Fee summary Charged Paid Credited ------------------------------ Due --------------------------- Permit Fee Total 54.00 .00 .00 , 54.00 Plan Check Total 35.10 .00 .00 35.10 Other Fee Total 1.50 .00 .00 1.50 Grand Total 90.60 .00 .00 90.60 LQPERMIT - s : . 4; t'J . , I iiin; :".:: `, City of La Quinta . Building 8t Safety Division P.O. Box 1509 . Perr,n t. #...::'.`'-::`'?, ' ` ..s ;,...5.. 78-495 Calle Tampico . La Quinta, CA 92253 :.` .. :,..;. ;:.:..: ;: <:; Building Permit Application and Tracking Sheet Project Address: Q 264AS Q , 0,mer's Name: Dxvi D 1)1 Rh) R A: P. Number: Address: *7q—qq PAwC 'Legal Description: City,ST, Zip: f p �iLrJ Contractor: �t 0 -� OSI C �-0 S D e — — Te]e Telephone: Address: P,o , &X (q - ' Project Description: ReMbUe NA -to & ut? IZ q4( 161 City.ST, Zip: 'r �i� 'h5 (,d1 . �ZZ11 S7r�u, N W l�(.0 1"/" Telephone: ne: % — P 66 b 6 . eu+ L State Lic. # : City Lic. #: w 1 v Arch.. Ener.. Designer: u Address: Ott , a,-<<-0Q 19 a f-- Cin . ST. Zip: ,6V,"_, }-�61 _ Awae, e"1 Telephone:P ': i e: O ccu anc Construction on T YP Y State Lic. # S e a' H Alt r Repair (circle one): e Add'n P ro'eci a ctr N J �P ( P e Demo Name of Contact Person: ds� Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: Estimated Value of Project. "F26 00 , ori . .,: -:.%' :.:.:,::::;:;:.:r<::>::::t:>:::;<:>:;: i;::isFiii:::':':�ii::;`�:ii`:ii:::i:•:::Y:;:::<::;:<':>:�i"z:»:?::;::;:i>:.<.:<<::i:::><::::.:::i :.;...:.:::::;::.:.:.:.::.;:<.::::•::<•>:;:;:::..;:.:::...:.;:;:.;:}�P.RLiCANT:c>:D.O:::t+iOT::' �>::::::t:':; ::: ti!r�il7:E<:$£L'O,%T..1.............:::...:.::.:::::.:.:::.:::.....................:................... .............. •'•w . :.. .....;..::: :;':•:;::::;.;::i::::::;:::::<:::;i::i:.iii:i:`:.: ::.:::::.. .:.::•. Sub."it :1. ,. ;i..:..:.:;...,;::;:e •.::• e9:t?;:;.::::.Rrx::A,:::: i<::i;::>::::i;::: :,•.: <:;:.;::>::::;<.:;:i':>:::ii::ii::i<:.R.i::::<:r::: :::::..:.::::::::.:::::::::::. :. .: G'::ii::i:i::i:z:i::::ii:.::;•;.:::.::.::::;::•::.::::::::.::::::::•::::::::.<• ...; .::::::::::::::::::.:...T , .. ..:.:...:::..:.....::. ........... p. Dttltli! •: •:.. •::: •::::::.: ::.::::.::::::::::::::.::: . ::.:::..::::.:::: :................:.:: ... ::,.... :.., ;. .:;...:::::::::.:i:>:; ::::<`: daa' eas . <;o; ;::::;.; .;: >;:::>'?i`:::iSs :;;...:: >' .::7;.:i;::; ;:• .%., ':'':•i.::: ':.>:: <? <:%'':is><:+:'%s :i3 :`•z `:::::i.: ::iii�.:.:.:;:; ,- laa`Claeclautatttled::«^;;":'i i«i: %y.;:;.: : ::.::.:. :.:: ''<:. A .::::.*i,:::.i;�•.::.:::::>::::::•::;::>:'::: cruralCalct..:.... ........ :.......:.....:.:....:.......:....R•evseare' . ..... i`:�i.f:::»::3d ... ':::::>:::i::::i;.::::.::i ii'::::'::%;i::i:::::;:::;:•.:;iii>::c:<:;;::4;.:'-:::;::::<:::': ..:::::•:: •;:... :.::.:;:.:.:...:::::: 'read. ior:eorrectiaas:<: ::..:::::.::.:.:..:.:..::. ;:<:::s:::?':,>`%<:i`:'L> :.::::.:.:;:; ;.,:.:.::, :> ...;:::::.....:. . ao; eckzbe' . .."' ....::.:::::::::::.::.: Pte.: •:::::•:N.:1'::.:.::..::.:..::::::::.:. ::<:::is:<::i:::•::: Truss:Caks :::::..:::..:.::::.: %i::`•.:;:iS, i:;<:>::« :•::. :•..;•.. :z::::::::::::::::::« ;:::::::.::::::.:. :: :. ::.: ...::.:::.......:...:.:i::>i:::ii::iii:::i:::::i::::::;:_:.:;.; •:.:.:.::::::.:::::::•::::.:._:::.:::::.:.::.. filled oatact.P.•ersen:.:.::: • ::.:...:::.:::.:::.::..: :.;:<•::<;.::::.: •: •:.:.:, ;i'iaa:Ct�'eck:8� stcY:::%z`<':`.::.<:;:i'::;:<:::<'»:<::::::<::::;:. .......:...:...... ...? . •.:::: •.:::::.:::.:. . . Tr�ie 2 Calcs...% :. , "'*s;' icicxd•:u.>i;is:>:::::::ii::s::>.>:<::::: :::::::i>:::;i: •::i:::.::•... it `.<:: . n ........::•:....:............:..::::..:........................ :•:::: ;.. ::.: ::.:•:.::::::::...... .., ;;.:; ;::` ::.:i.>:. .G -Dred .:::::::::::::. • :::::::::::.:.:.:.: ::: is.....::.: ::>::::;::::: .:::::.:.:::::::::.:::::.:.::::::::.: •:::::::::: ::.:.::.::::::::.:::. ::5:':?:$:`%:;: ;::: :.:::::::::::::::::.:•::::::.::..::::.:•.::.............::..:::::.::.:.:•.::.:.::.:::::::.:.:::::::::::::.::•::: ;;: ' ;i is is i:: i :i :<is:zs:::si •:::::>::<xii::i•:: i;:::x::::.:::.;:..::;:::::;::::::.:.; ": :.: .: ::..:.::. ....::::::: ..... :: 'S: ::; :,.:... .'•+ P:1aa6zr*, .b,mitted::.::::::::•.:::.. •..........::::.:.::..: :::.::::::::i:.::::::`•> :.: ::.: • :: •::. •.:•..:::•::::::::::•:::•::.:::..::.:..:............ :::::::::::::::::::::.::::::::::::::::::•::::::::.,. :.:::::.::::: ; .. .8.,.:,•:.:::.:.i;:.t .i;.:.::::.:::::: ie...... atcnl:.:::::::.::::::::::::.::.:::::::::::.:.::•.::.:: % .::::::.::::.::::.:::::. ,:......:::.::.::.::.:::::::::.:::::. ::::"c::: :::; ......:::%...::?::#;: 5: ....:: •:::::::::... ' ::: • ::: .... :' fb00C. t • '' S es.•;:::>::::;::>::::;::::;::<:'::<:i:.::;E£i>::: ....I ........ <:::::::<:::<:::zi:::; :>:.R. .............................. •..:�%!"'' .t e. c e..d ......! .......:....% . i..:1M1.. i i:`:Ci::'i Mil:': t;.;:';:.:?;: r's:iY:.. .,% :'G:<:':'":`'::;a:: :::::%3:.`( :. ........ » #:. .................... . :., ::': •:.. ": . .•...:.:::.::...:::::.::.::.::•;...;;.::.::.::.::.:;:.:.:::.::::.: ....................................... .....:....:..:•:..<.:::...:::.::::::.:,,, '•:$ub.con S it C10T; 13I `:;:'i:.`:::::.G: ;::;:;:; .:.::::: •:::a:;•::.::..; :::::::..:.:::...::.. ;:; :;i::`.': i::i.'•i:f::.;::;;; ...:<•:i:::;:•;::i::i::>:::::i::;<iiii<ii;is::`:5i;;i:•::::;.... "':::>:. :. :.::::::...::.: :::.::;::::;.::.:.::i.:::.::•:.::.; . is ;,8 d;; . : • �; ..:. •:. � ::.:::•:.:.:.::.:.:.:.::• k n t .Paso :::::::::;:ii;:::si::; •;:•::.:�: :;::.:. ..:.�:::: �.: :•:::::.;....:::::::•.. •::. -::::.::•.: ::::i::iii;:::i;%':::::::::::i:.. :.'PI ` 'uQ �' IL''' ! S E% Ej ?;<?'; ??... ? »> ` k :`<:i.:''iX...... Ez? i i i?[ .:. ;.: :''; ,:• ''. ,. :::::;.',<:.: X:.:::>.;., trAcror:3iiio:`::::::::>::•::«::::::::::::.:.:s>:•:E%%<:<::;?::: Con ......... .........:..:::: ::;:,:::':<::::. ••.::.:...:..:::•:::::.::..:.::::•�....: ii::;;S:::i:::;;:::: '::;:<: sii<::::x:;it>::::::i:::r•::: i:::a2:::r;: ;::-.i::>;: ` ate;.. .:...... t: "sae;::<;:::::::<i>::s;iii:. ai. erm37..IS................:.:...::::: :* ...:..... :::::::•::::::.:;•:.. :::::::•:::::.::::..,:::::.:.::::::::.:•:;:•::::::::.:::::::.:: :. •.::.•:•:.:::::::..:.:..:.::•....:......... ::: ::..:..:;:.:•:i :<:::::::i:::::i;i::i::i::iii::i>:'::i::i::>::i;:: C.i.8usmess•1ac...::::......:...:.::..:,..:.................. .. .%, •:::. :......: •.:::.::.::....,.:::. ::::::.....: •:::::::..::::.:: .:.::::;:.;:.:::;:.::.:::.::.:::..:.;;:.;:;,:.::.::;.:::.;:;:.;::::.;:.:;.:;:.; .........................:..::....:..%:::::::::::.::.:::::::..::.:::::::...:............:'•.:ra..... ::::.::::::::::.:::::•::.::..:.:•:::, ....:.,...::::. :..:::...:.::::.::..::....:• .:;:::::.:;.::.::.....::.:::.:;.:.;:.:: :::::::.::.:;:::.::::.:.::.:::..;::::::•:::::.:.:.,::_...:::•::••:::: :.::::::::::::�:::•::::.: ".....::::::::;::..:..:.,:..:•:.:•::.:.::..:,..:.:•.:..•.:,.;::..:. :. m .;;:::•;:::,: 11.orkers:.Ca...P.:::.:.:::::::::::::.::::::..:::::::::::::..: ::..:.,.::.:.:::.:::::::::::o:;<::: 11" ::::::r»>:; is i:;: i;: is:::ii::>i: iii:: i::i::i:: s:::i:si:: i::;:::ii: i .::::::::::::::::::::::•::•:::.•.:,::::::::..:::::::::::::::•:::::.:::.:.................................................:.::::. ", >:>s:.>::::::<::s>: »::»:: in r s rn ctnrc......................................... •......::.::::::.:•::::.::�:::..::::::::. .... .:. ...., :; F .-:..:.:;, ,,":::. �.;:: a" .: ..ro a :::::i %::::'i;i i<::... .•`. i i:':i: 3:: >itis::::; siii:::: ii :::::.:::::t;i$::...:. I. .'.... ::.:::::,XI::*:, •`::::':::'is. 2`:: ::#;:::<::;: :i.i.:i<:5:: :..............................:.::.:.:.................... :?iii.:::.:i:: i;:;::c.$' :•i:::::: i ........:..:: :::::::::::: :�) p. .:.:...... ...::V1!ks::`.:;#'j% <Eul�..::......::ApPr... ;; ?'>:<'?```:« ;'�j:?•': ?':''> ```:?'">:'a ':3?::?'`::'r`:i:<.... �1,1 2?«:'#E'•:%'•:::jj:'r:?:#'•:># : %?':j: •,`:<`s5% .'r''`>;:>>!?`:::`?j''(<'`.> : ::.: ::::.: ; :.::. •: ;,::f::: '�:� t1 Ox P. ....P...:.:...::: :•:. :•:.. X. :::::::.............................. :.::::.�::::::::.�::*11 I.: ........... :::::: •..::•::•:::: ::. �.: ::::..�::. ...... ::.......:....:.., % ...:::::::.:.::::::::•:.:::.:::. :•. •:::.. . :.::.• `aT;:' ire:iV1 P r :E%i ::: ?1 .I�. i' X. o-:>: ::•::•::;:•:•::•:;•:::.;: i:s. t roe.:; ..:.:;.... •:;;.:. . : v `'•: 4' r o at >: '[?< .:? Ag PP ,:.;..;•::.: ......i'` `< ..:.. ::::::: ?<'< ,< %>?`'C` ` •::::. •::.:::::.:, :::.:.::.::: ....;:..:....; ::::.:: •:::: .: ' "'i'""'': :.-'. -,.. De ca. . ., > nnat i... Gaon:.:.;; ...: I .. :. Pe .:. . ......... ....::: ........:.... . ......:............ (;;.:;;;:i . :;r• >:;:;'• :dot l.Pe t rail a s';E<` %>E>: <'::'''< 5': ?sr>. > »> :«.. i La Quints Palms C/O Merit Property Management - Palm Desert 43100 Cook Street Suite 103 Palm Desert, CA 92211 Ph: 866-529-7073 - Fax: 760-834-2495 Monday, March 25, 2013 Q DAVID A. OTIS / DIANE OTIS 8328 SW HILLCREEK Rd AUGUSTA KS 67010 . RE: La Quinta Palms Homeowners Association 79499 Horizon Palms Circle —Architectural_ Application, Approved Dear David A. Otis / Diane Otis: We are pleased to inform you that your Architectural Application to replace the casita door, replace the living room slider, replace the guest bedroom window, install an Alumawood patio cover, install three security doors and to install rope lights under the fascia was approved. Please be advised the Committee approves plans and specifications based on aesthetics and compliance with the community guidelines. They do not review for engineering design or structural integrity. Zoning and building permits are the responsibility of the homeowner. The Committee has the right to inspect improvements, constructed or being constructed, to determine that such improvements have been or are being built in compliance with the plans and specifications approved. Upon completion of work, please submit photographs of the completed improvements. The association will then schedule a final property inspection, for the purpose of ascertaining the completion of the project as submitted, and documenting any outstanding architectural guideline compliance or conditional plan approval issues. We will forward a final approval letter to you when completed. Thank you for your patience and cooperation. If you have any questions, please feel free to contact me at 760-834-2482 or at jmandic@meritpm.com. 1. Sincerely, Judith Mandic Associate Community Manager cc: Mel Rose via email Joan Swenson via email ' 11 DAm t ares 79-�yRq Nop- iz.o� PAIMS I� CQu��`i-4; Ca, gZZ- 53 Cade FeeN-r AiZL• X01 r1n��o P, i3LitJe- Amerimax Building Products Patio Cover, Carport and Commercial Structure Engineering 2009 IBC J PAGES DRAWING SECTION DESCRIPTION 2 PAGES GN01-2009 GENERAL NOTES GN02-2009 2 PAGES SC01-2009 SOLID PANEL STRUCTURAL CONFIGURATIONS CITY OF `' LA SCO2-2009 ALUMAWOOD STRUCTURAL CONFIGURATIONS QUANTA . BUILDING & SAFETY 1 PAGE LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES DEPT. {' APPS®VE® 4 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND -COMMERCIAL STRUCTURES 1N 90 MPH WIND AREAS FOPCONSTRUCTION 4 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS DATA ger 3 PAGES LT01-2009 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES LT02-2009 LT03-2009 2 PAGES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES 10 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS�•• t 10 PAGES SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS 9 4 PAGES NP01-2009 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS , NP02-2009 SSION N P03-2009 NP04-2009 9 PAGES CD01-2009 COMPONENT PARTS AND CONNECTION DETAILS6 • 1 I 9 CD02-2009 6/ o/ 01 CD03-2009 'f CD04-2009 ViVI' CD05-2009 FOFCAL`If CD06-2009 OCT 202011 CD07-2009 CD08-2009 CD09-2009 October'41, 2011 i; 7 PAGES M1-2009 MISCELLANEOUS DETAILS M2-2009 FAN BEAM DETAILS M3-2009 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES f M4-2009 7.0 FOOTING AND SLAB ATTACHMENT TABLES M5-2009 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS M6-2009 7.0 FORCES ON EXISTING STRUCTURES M7-2009 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS M8-2009 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS GENERAL NOTES: 1. DESIGNED IN ACCORDANCE WITH THE 2009 INTERNATIONAL BUILDING CODE. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2005 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. 3. DESIGN LOADINGS: Ct = 1.2, 1 = 1.0, Ce = 1.0 (ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT AMONG CONIFERS) GROUND SNOW LOAD DESIGN LOAD 10 PSF 10 PSF LIVE LOAD ONLY 20 PSF 20 PSF LIVE LOAD ONLY 25 PSF 21 PSF DESIGN ROOF SNOW LOAD 30 PSF 25.2 PSF DESIGN ROOF SNOW LOAD 40 PSF 33.6 PSF ' DESIGN ROOF SNOW LOAD 60 PSF 50.4 PSF DESIGN ROOF SNOW LOAD FOR 0.25/12 < SLOPE < 1/12 WIND SPEEDS IN THE 2009 IBC ARE "3 SECOND GUST WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "3 SECOND GUST WIND SPEEDS". FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE (ISOLATED HILLS, RIDGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS PER ASCE7-05 SECTION 6.5.7 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN W/ NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE AND OTHER) DO NOT. SEISMIC LOADING MAXIMUM Ss = 150% SHOWN IN 2009 IBC FIGURE 1613.5(1) Ss > 150% ARE NOT REQUIRED AS PER ASCE7-05 12.8.1.3 S1 NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTING SYSTEM POSTS EMBEDDED INTO FOOTINGS =ORDINARY STEEL MOMENT FRAME » R = 1.25 POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R= 1.25 ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A CONCENTRATED 300 LBF LOAD. THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD.COMBINATIONS DESCRIBED IN IBC SECTION 1605.3.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES. Y T J ICC ESR 1398 (2009 IBC) 10/11/2011 �y 4. THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE: a. GENERAL NOTES (2 PAGES) b. STRUCTURAL CONFIGURATIONS (1 OR 2 PAGES) { c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES FOR SOLID COVER STRUCTURES) OR BOTH (FOR COMBINATION STRUCTURES) d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVEISNOW AND WIND LOAD e. ALL APPROPRIATE DETAILS f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. 5. CONCRETE MIX: Fc=2500, 3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE, MODERATE, AND SEVERE CONDITIONS AS SHOWN IN FIGURE 1904.3 OF THE 2009 IBC. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750# OR LESS AND THE FROST DEPTH IS ZERO. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND NO CRACKS WITHIN 2'-6" OF POSTS. POSTS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OR EXPANSION JOINT OF A SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL AS PER TABLE 1806.2. ALLOWABLE FOUNDATION PRESSURE IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FT AND IS DOUBLED PER IBC SECTION 1806.3.4. THESE DESIGN VALUES DO NOT APPLY TO MUD, ORGANIC SILTS;., ORGANIC CLAYS, PEAT OR UNPREPARED FILLS AND MAY REQUIRE FURTHER SOIL INVESTIGATION. THE BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN SNOW/LIVE LOAD AREA OF 25 PSF OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM FOOTING DEPTH IS THE LOCAL FROST DEPTH. !( 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED;AS COVERS FOR PARKING OF MOTOR VEHICLES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT. I 1 8. AT LEAST ONE HORIZONTAL DIMENSION (PROJECTION OR WIDTH) OF COVER SHALL BE LESS THAN 30'. 9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED ASTM A755 OR USE AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. 10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 3004H2x ALU MAY BE SUBSTITUTED FOR 3004H3x. Page 2 of 60 0 �,�.�IVIL ��Q FOFCALiFO� OCT 20 2011 '� • 5208 TENNYSON PARKWAY AmerlYriaX SUITE 100 BUILDIlVG PRODUCTS, IlYC. PLANO, TEXAS 75024 CMP1 . NONE ENGINEERS STAMP I DATE- ITGENERAL NOTES GN01-2009 1 1 OF 2 7. 7 my 1 P wiu A Ao 'A A 7 v� w`. �`r L. _ !_ ' �? � 4 �, � -�'°Y �.-. .. .f - WGi4� y��j� � `'ti 17y'. ' s• '-.•y' �.:. i.All _.6, dAk F, t DES Its xk UV Tr '7a3T4 po '' 1 as 2W Aw 1W — t dik� t I 390'(20M 0 . A. GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) 11. STEEL FASTENERS SHALL BE EITHER STAINLESS (3000 SERIES), GALVANIZED OR DOUBLE CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED..GLAVANIZED, MECHANICALLY GALVANIZED, ZINC ELECTROPLATED, ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSI/ASME STANDARD B18.6.1 AHD AND AF&PA NDS -05 11.1.4. ALL LAG SCREWS MUST COMPLY WITH ANSI/ASME 1318.2.1 AND AF&PA NDS -05 11.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/ DIMENSIONS IN ACCORDANCE WITH ASME B18.22.1, TYPE A. ALL STEEL NUTS TO BE ASTM A563. THE MINIMUM WASHER DIAMETER SHALL BE 1" FOR BOLTED CONNECTIONS. SCREWS AND BOLTS WILL HAVE A MINIMUM EDGE DISTANCE OF 2X FASTENER DIAMETER. 12. EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 13. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR POST. (EXCEPT FOR FULL STRENGTH SPLICES) FULL STRENGTH SPLICES (DETAILS U, AND X) MAY BE LOCATED ANYWHERE. 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC- ESR 1730, 2196 OR EQUIVALENT AND USE HEADS W/ DIAMETERS EQUAL TO #8 is", #10 = 2" #12 = 32" AND #14 = 2" OR STEEL WASHERS OF SIMILAR DIAMETER AND AS PER GENERAL NOTE #11 15. STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL ENGINEERING ANALYSIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY. 16. ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION #2 IN IBC SECTION 1505.2. 17. STRUCTURES MAY BE ATTACHED TO EAVE OVERHANGS PER SCHEDULE. 18. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS (OTHER THAN STAINLESS, ALUMINIZED OR GALVANIZED STEEL) OR ABSORBENT BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FAYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I -A SECTION 6.7. 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK, THE MAXIMUM DEAD LOAD + LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB. THE MAXIMUM CONNECTION UPLIFT LOAD IS 1162 LBS FOR 90MPH EXP C WIND SPEED. CONNECTIONS ARE FOR MAXIMUM PATIO ROOF HEIGHTS OF 12 FT FROM GRADE. THE EXISTING DECK STRUCTURE MUST BE ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS. THE STRUCTURAL ADEQUACY OF THE DECK TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL L13, N12 ORAL. CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. ICC ESR 1398 (2009 IBC) 10/11/2011 20. All structures must comply with one of the following: a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category (SDC) A -D up to the maximum Ss noted in General Note #3. b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception #1 do not require additional seismic analysis.. , c. Structures not complying with (a) or (b) require ad,ditional_engineering seismic analysis. 21.. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS REPORT. s 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN. 23. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER AS PER IBC SECTION 1403.2 AND/OR 1503, WHICHEVER IS MORE STRINGENT. 24. AT LEAST ONE HORIZONTAL DIMENSION OF THE COVER (PROJECTION OR WIDTH) SHALL BE LESS THAN 30' GENERAL NOTES FOR LATTICE STRUCTURES: R (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2009 AND LT01-2009 THRU LT03-2009.) 1. SEE GENERAL NOTE #3 FOR LIVE AND SNOW LOADS. 2. NOTE INTENTIONALLY LEFT BLANK. 3. SINGLE SPAN ATTACHED LATTICE STRUCTURES THAT DO NOT USE DETAIL L29 MUST COMPLY WITH TABLE L1 AND L2 ON SHEET M5. Page 3 of 60 OCT 20 2011 LENGTH VARIES OF PROJECTION 'MIN. LENGTH 100% SGV & FOR MIN. SEE SCHEDUFINERS PANEL J NO. OF #10 SM FASCIA HEADER NSTALL COLUMN VERTICAL -PROVIDE 1 1/2" DRAIN PANEL MAY OVERHANG 257 OF CLEARSPAN MAXIMUM !mREQ'D FASCIAI`ATTACKKEMT TOIIIMIN 3,5' CONCRETE SLAB MAY BE USED WHERE PERMITTED SEE SCHEDULE as PROVIIDE I1NCRETE SLABONSTRAINED FOOTINGS SEE SCHEDULE FOR FOOTING SIZE. OGLE SPAN ATTACHED STRUCTURE PROVIDE 1 1/2" III DRAIN MIN 3,5' CONCRETE SLAB REQ' W/ CONSTRAINED FOOTINGS d" ' MUL11SPM ATTACHED CANTILEVERED STRUCTURE PATIO COVERS ARE LIMITED TO 12' HEIGHT. CARPORTS AND COMMERCIAL STRUCTURES ARE LIMITED TO 15' HEIGHT. ICC ESR 1398 (2009 IBC) 10/11/2011 ![v! f172-0 SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY A SC PROV DRAIN MIN 3.5' CONCRETE SLAB R. W/ CONSTRAINED FOOTINGS SEE SCHEDULE FOR FOOTING SIZE 'd' SINGE SPM ATTACHED CAM �� S!RUCRIRE 25% POST SPACING bgD SEE SCHEDULE FOR POSTS. ALL POSTS TO BE INSTALLED VERTICALLY. MAY HAVE MORE THAN 2 POSTS (PER INTERMEDIATE BEAM). MULTISPAN FREESTANDING tis STRUCTURE pQ� A ,too Cie) f4, f; ~E MIN 3.5' CONCRETE SLAB REQ'D o W/ CONSTRAINED FOOTINGS Sp MAX O'HANG 25% OF 1 POST SPACING SEE SCHEDULE FOR POST SPACING SEA C MIN 3.5' CONCRETE SLAB REQ'D 3/8.0 X 9- REBAR W/ CONSTRAINED FOOTINGS SEE SCHEDULE FOR SIZE d' DETAIL AQ OR N29 ONLY SINGLE SPAN FREESTANDING STRUCTURE FOR POST SIZE SEE POST SCHEDULES HEADER "AN DRAINDE 1 1/2 MIN 3.5' CONCRETE SLAB REQ'D •d• W/ CONSTRAINED FOOTINGS PLACE 3/8'0 STL(RE-TSAR) — -3/8'0 STEEL BAR (RE -BAR) SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY Page 4 of 60 SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY OCT 20 2011 5208 TENNYSON PARKWAY SUITE 100 B1IILDINGPRODUCTS,INC. 01 hKin TFYAC7s;ngA LDATME "tCAWIN' SOLID PANEL STRUCTURAL NONE °LME"� CONFIGURATIONS ENGINEERS STAMP DRAWING R PIA NUMB R SCO1-2009 OF 2 y_ 3'X8' ALUM HEADER 3'X8' STEEL C DOUBLE ALUM HEADER DOUBLE STEEL C BEAM LATTICE OVERHANG'36' MAX 24' MAX FOR 30 PSF SNOW LOAD OR HIGHER J MIN 3.5' CONCRETE SLAB I , I RED'D W/ CONSTRAINED ldl FOOTINGS SINGLE SPAN ATTACHED LATTICE STRUCTURE RAFTER LS PROVDRAIN MULTISPAN UNITS REFER TO GENERAL NOTE 22. r O'HANG— MULTISPAN FREESTANDING LATTICE STRUCTURE MAXIMUM RAFTER - OVERHANG IS 25Z OF ATTACHMENT TO MIN 3.5' CLEARSPAN 36' MAX 24' MAX FOR 3 SGS' 5`C 'PSF SNOW LOAD OR USEDWHERE ERMITTED SEE SCHEDULE FOR SIZ POSI mi. HIGHER SEESCHEDULE 4 DETAIL L29 ONLY W� II `�� ,• STEEL "C' BEAM GTN VARIES. 1009° OF PROJECTION FASCIA FOR BEAM WRAP DETAIL. 1 RAFTER SPAN 1R SPAN) OR MORE SPANS 1'x6.625', 3'x8' OR 3'x3' ALUM. RAFTERS 1 L s4esyc�FR�FTh c��OI k SEE SCHEDULE FOR FOOTING SIZE 'd' 'd' I I r SINGLE SPAN FREESTANDING I PLACE,3/8' 0X 9' LATTICE STRUCTURE y SEE SCHEDULE FOR SIZE rL DETAIL L29 ONLY VERHANG �.� FREESTANDING STRUCTURE ATTACHED STRUCTURE I' CC ESR 1398 (2009 IBC) 10/11/2011 TRIBUTARY WIDTH (TW) DIAGRAM TW Page 5 of 60 CLEAR SPAN A 610Pi OCT 20 2011 ATTACHMENT TO MIN 3.5' MIN 3.5' CONCRETE SLAB REO'/ W/ CONSTRAINED FOOTINGS CONCRETE SLAB MAY BE SGS' 5`C USEDWHERE ERMITTED SEE SCHEDULE FOR SIZ SEESCHEDULE 4 DETAIL L29 ONLY W� SEE SCHEDULES• PCU GTN VARIES. 1009° OF PROJECTION FASCIA MIN. �GTFI _ 2'x6.625', 3'x8' OR 3'x3' ALUM RAFTERS HEADERR MAX. COVER PANEL LATTICE: OVERHANG 5 SEE DETAIL L3 ACPOST 0 x 6�9��y ti66� MIN 3.5' CONCRETE SLAB RED'D W/CONCRETE CONSTRAINEDB 'd RED'D W/ CONSTRAINED FOOTINGS FOOTINGS 1 RAFTER SPAN 1R SPAN) OR MORE SPANS 1'x6.625', 3'x8' OR 3'x3' ALUM. RAFTERS 1 L s4esyc�FR�FTh c��OI k SEE SCHEDULE FOR FOOTING SIZE 'd' 'd' I I r SINGLE SPAN FREESTANDING I PLACE,3/8' 0X 9' LATTICE STRUCTURE y SEE SCHEDULE FOR SIZE rL DETAIL L29 ONLY VERHANG �.� FREESTANDING STRUCTURE ATTACHED STRUCTURE I' CC ESR 1398 (2009 IBC) 10/11/2011 TRIBUTARY WIDTH (TW) DIAGRAM TW Page 5 of 60 CLEAR SPAN A 610Pi OCT 20 2011 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES n MA".n"„a alr" D�Rer n ns9"Y9"YR R95" Rnftpr /Mldtisnanl Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C ps in 90 100 105 110 10 24" 7'-4" T-4" 6'-10" 6'-4" LIVE 20" 8'-5" 8'-4" 7'-9" 7'-3" 20 16" 9'-9" 9'-8" 9'4" 8'-5" LIVE 12" 11,_9„ 11'_6" 10'-9" 10,_1„ 20 24" 4'4" 4'-4" 4'4" 4'-4" LIVE 20" 5'-0" 5'-0" 5'-0" 5'-0" 30 16" 5'-11" 5'-11" 5'-11" 5'-11" 12" 1 7'4" 7'4" 1 7'-4" 7'A" 25 24" 4'-2" 4'-2" 4'-2" 4'-2" 20" 4'-10" 4'-10" 4'-10" 4'-10" 60 16" 5._9,. 5._g,. 5._9.. 5,_9,. 12" T-1" 7'-1" 7'-1" T-1,. 30 24" 3'-7" 3'-7" 3'-7" 3'-7" 20" 4'-2" 4'-2" 4'-2" 4'-2" 16" 5'-0" 5'-0" 5'-0" 5'-0" 12" 6'-3" 6'-3" 6'-3" 6'-3" 40 24" 2'-9" 2'-9" 2'-9" 2'-9" 20" 3'-3" 3'-3" 3'-3" T-3" 16" 3'-11" 3'-11" 3'-11" 3'-11" 12" 5'-0" 5'-0" 5'-0" 5'-0" 60 24" V-11" V-11" 1'-11" V-11" 20" 2'-3" 2'-3" 2'-3" 2'-3" 16" 2'-9" 2'-9" 2'-9" 2'-9" 12" 3'-7" 3'-7" 3'-7" 3'-7" Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C ps in 90 100 105 110 10 24" 10'-11" 10'-11" 10'-11" 10'-8" LIVE 20" 12,_3" 12,_3„ 12'_3„ 11,_10„ 20 16" 14,_1" 14'_1„ 14,_1„ 13,-4" LIVE 12" 16,_8" 16•_8,• 16,_3„ 15,_5' 20 24" 6'-8" 6'-8" 6'-8" 6-8" LIVE 20" T-8" 7'-8" T-8" T-8" 30 16" 9'-0" 9'-0" 9'-0" 9'-0" 12" 10'_11„ 10,_11„ 10,_11„ 10'_11„ 25 24" 6'-5" 6'-5" 6'-5" 6'-5" 20" T-5" 7'-51 7'-5" 7'-5" 60 16" 8'-8" 8'-8" 8'-8" 8'-8" 12" 10,_7' 10'_7' 10,_7' 10,_7, 30 24" 5'-7" 5'-7" 5'-7" 5'-7" 20" 6'-5" 6'-5" 6'-5" 6'-5" 16" 7'-8" 7'-8" 7'-8" 7'-8., 12„ 9.4.. 9._4., 9._4., 9'-4" 40 24" 4'75" 4'-5" 4'-5" 4'-5" 20" 5'-2" 5'-2" 5'-2" 5'-2" 16" 6'-2" 6'-2" 6'-2" 6'-2" 12" T-8" T-8" T-8" 7'-8" 60 24" 3'-1" 3,-1" T-1" 3'-1" 20" T-8" 3'-8" 3'-8" 3'-8" 16" 4'-5" 4'-5" 4'-5" 4'-5" 12" 5'-7" 5'-7" 5'-7" 5'-7" IADLC I.1 SINGLE SPAN TABLES n nrJA^v9"aR R94" RoRur Minnia Smmnl n n39"Y9" Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C s in 90 100 105 110 10 24" 8'-8" 7'-5" 6'-10" 6'-4" LIVE 20" 9'-9" 8'-4" T-9" T-3.. 20 16" 11,_2„ 9'-8" 9'-0" 8'-5" LIVE 12" 13,_2" 11'_6„ 10,_9" 10,_1„ 20 24" 5'-2" 5'-2" 5'-2" 5'-2" LIVE 20" 6'-2" 6'-2" 6'-2" 6'-2" 30 16" 7'-8" 7'-8" 7'-8" 7'-8" 17, 10'_7, 10,_7, 10,_7' 10,_1„ 25 24" 4'-11" 4'-11" 4'-11" 4'-11" 20" 5'-10" 5'-10" 5'-10" 5'-10" 60 16" 7'-4" 7'-4" 7'-4" T-4.. 12.. 9._91. 9._9.1 91_9.. 9._9.. 30 24" 4'-1" 4'-1" 4'-1" 4'-1" 20" 4'-11" 4'-11" 4'-11" 4'-11" 16" 6'-1" 6'-1" 6-1" 6'-1" 12" 8'-1" 8'-1" 8'-1" 8'-1" 40 24" 3'-1" 3'-1" 3'-1" 3'-1" 20" 3'-8" 3'-8" 3'-8" 3'-8" 16" 4'-7" 4'-7" 4'-7" 1 4'-7" 12" 6'-1" 6'-1" 6'-1" 6'-1" 60 24" 2'-0" 2'-0" 2'-0" 2'-0" 20'• 2'-5" 2'-5" 2'-5" 2'-5" 16" 3'-1" 3'-1" 3'-1" T-1" 12" 1 4'-1" 4'-1" 4'-1" 4'-1" L J IADLC I.L (Single Span Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C ps in 90 100 105 110 10 24" 13,_7' 12,_0„ 11,4" 10,_8„ LIVE 20" 15'-0" 13'-3" 12'-6" 11'-10" 20 16" 16'-10" 14'-11" 14'-1" 13'-4" LIVE 17, 19,_5" 17'-3„ 16,_3" 15'_5, 20 24" 8'-10" V-10" V-10" V-10" LIVE 20" 10'-6" 10'-6" 10'-6" 10'-6" 30 16" 12'_3" 12'_3„ 12,_3" 12'_3" 12" 14,_1" 14,_1„ 14,_1„ 14'_1" 25 24" 8'-5" 8'-5" 8'-5" 8'-5" 20" 10,_1„ 10,_1„ 10,_1" 10'_1" 60 16" 11'-11" 11,_11„ 11,_11„ 11'_11„ 12" 13'-9" 13'_9„ 13'-9" 13'_9" 30 24" 7'-0" 7'-0" 7'-0" 7'-0" 20" 8'-5" 8'-5" 8'-5" 8'-5" 16" 10'-6" 10'-6" 10'-6" 10'-6" 12" 12•_7•, 12•_7,• 12,_7•, 12•_7" 40 24" 5'-3" 5'-3" 5'-3" 5'-3" 20" 6'-4" 6'-4" 6'-4" 6'-4" 16" 7'-10" T-10" 7'-10" 7'-10" 12" 10'-6" 10'-6" 10'-6" 10'-6" 60 24" 3'-6" 3'-6" 3'-6" 3'-6" 20" 4'-2" 4'-2" 4'4" 4'-2" 16" 5'-3" 5'-3" 5'-3" 5'-3" 12" 7'-0" 7'-0" 7'-0" 7'-0" MULL l.b ICC ESR 1398 (2009 IBC)10/11/2011 IADLC I./ n nAn"vI-vr Wr- D�Rnr /M..I}ien�nl Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C ps in 90 100 105 110 10 24" 14'-6" 14'-6" 14'-6" 14'-5" LIVE 20" 16'-2" 16'-2" 16'-2" 15'-10" 20 16" 18,_5, 18,_5" 18.5„ 17,_8" LIVE 12" 21,_7, 21'_2" 20'-5" 19'-10" 20 24" 9'-2" 9'-2" 9'-2" 9'-2" LIVE 20" 10'-5" 10'-5" 10'-5" 10'-5" 30 16" 12'-1" 12'-1" 12'-1" 12'-1" 12" 14'_6" 14'-6" 14,_6" 14,_6„ 25 24" 8'-11" V-11" 8'-11" 8'-11" 20" 10'-1" 10'-1" 10'-1" 10'-1" 60 16" 11,_9" 11,_9" 11,_9" 11,_9„ 12" 14'_1„ 14,_1" 14,_1" 14,_1„ 30 24" 7'-9" 7'-9" 7'-9" 7'-9" 20" 8'-11" 8'-11" V-11" 8'-11" 16" 10'-4" 10'-4„ 10,_4" 10,-4„ 12" 12,_6" 12'_6„ 12,_6„ 12,_6" 40 24" 6'-3" 6'-3" 6'-3" 6'-3" 20" 7'-2" 7'-2" 7'-2" T-2., 16" 8'-6" 8'-6" 8'-6" 8'-6" 12" 10'4" 10,_4" 10,_4" 10'-4,• 60 24" 4'-6" 4'-6" 4'-6" 4'-6" 20" 5'-3" 5'-3" 5'-3" 5'-3" 16" 6'-3" 6'-3" 6'-3" 6'-3" 12" 7'-9" 7'-9" 7'-9" 7'-9., 625" Rafter (Single Span n nA7"vZ"vR^ D.R., INA.d i-nl Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C ps in 90 100 105 110 10 36" 12'-6„ 12'-6" 12'_6„ 12,_6„ LIVE 32" 13'-6" 13'-6" 13'-6" 13'-6" 20 24" 16•_2„ 16,_2„ 16'_2" 15.10" LIVE 16" 20,_7, 20,_7, 20,_5, 19'-4„ 20 36" 7'-7" 7'-7" 7'-7" 7'-7" LIVE 32" 8'-4" 8'-4" 8'-4" 8'-4" 30 24" 10'-3" 10'-3" 10'-3" 10'-3" 16" 13'-6" 13'-6" 13'-6" 13'-6" 25 36" 7'-4" 7'-4" 7'-4" 7'-4" 32" 8'-0" 8'-0" 8'-0" 8'-0" 60 24" 9'-11" 9'-11" 9'-11" 9'-11" 16" 13'_1„ 13,_1" 13'_1„ 13'_1„ 30 36" 6'-4" 6'-4" 6'-4" 6'-4" 32" V-11" 6-11" 6'-11" V-11" 24" 8'-8" 8'-8" 8'-8" 8'-8" 16" 11,_7' 11,_7, 11,_7, 11,_7' 40 36" 5'-0" 5'-0" 5'-0" 5'-0" 32" 5'-6" 5'-6" 5'-6" 5'-6" 24 6'-11" V-11" 6'-11" 6'-11" 16" 9'-5" 9'-5" 9'-5" 9'-5" 60 36" 3'-6"3'-6" 5'-4" 3'-6" 3'-6" 32" 3'-11" 3'-11" 3'-11" 3'-11" 24" 5'-0" 5'-0" 5'-0" 5'-0" 16" 6'-11" 6'-11" 6'-11" 6-11" 0.,4- l:.1R" n/r /nAnni-- nr Ri-1.1 Ground Rafter Wind Speed and Exposure Snow Load Gauge Exposure C (ps in 100 110 120 130 10 0.024„ 12,_7' 12,_3" 11,_2" 10,_3" LIVE 0.040" 16'-6" 16-6" 16'-3" 15'-4" 20 0.024" 8'-7" 8'-7" 8'-7"8'-7" 17'-8" LIVE 0.040" 13'-1" 13'-1" 13'-1" 13'-1" 25 0.024" 8'-5" 8'-5" 8'-5" 8'-5" LIVE 0.040" 12'-10" 12'-10" 12'-10" 17-10" 30 0.024" 7'-6" 7'-6" 7'-6" 7'-6" 0.040„ 12,_0„ 12,_0" 12'_0„ 12'4• 40 0.024" 6'-4" 6'-4" 6' 4" 6' 4" 0.040" 10'-3" 10'-3" 10'-3" 10'-3" 60 0.024" 4'-11" 4'-11" 4'-11" 4'-11" 0.040" 8'-1" 8'-1" 8'-1" 8'-1" IADLC 1..7 Amerimax Building Products 5208 Tennyson Parkway Plano, Texas 75024 FABLE 1.3 TABLE 1.4 NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN Carl Putnam, P. E. 0.042"x3"x8" Rafter (Single Span) 3441 Ivylink Place Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C s in 90 100 105 110 10 24" 17,_9„ 16'_0" 15,_2" 14'-5" LIVE 20" 19'-1" 17'-7" 16'-8" 15'-10" 16" 20.6„ 19'_5, 18,_7' 17'-8" 12" 22,_7, 21'_7, 20,_5" 19,_10" 20 24" 12,_8„ 12'_8" 12,_8" 12,_8„ LIVE 20" 13'-10" 13'-10" 13'-10" 13'-10" 16" 15'-5" 15'-5" 15'-5" 15'-5" 12" 17,_9„ 17,_9" 17,_9„ 17,_9" 25 24"12'-4" 9'-3" 12'-4" 12'-4" 12'-4" 20" 13'-6" 13'-6" 13'-6" 13'-6" 16"15_1„ 13,_9„ 15.1" 15,_1" 15.1„ 12" 17'-4„ 17,_4„ 17,_4„ 17,,4" 30 24" 10•_7" 10•_7" 10,_71• 10,_7•• 20" 12'-4" 12,-4" 12 -4" 12'-4" 16" 13,_9" 13•_9,• 13•_9„ 13•_9" 12" 16-10" 16-10"116-10" 15'-7" 15_10" 40 24" T-11" 7'-11" 7'-11" 711" 20" 9'-6" 9'-6" 9'-6" 9'-6" 16" 11'-10" 11'-10" 11'-10" 8'-8" 12" 13,_9•, 13 _9 13.9 60 24" 5'�" 5'-4" 5'-4" 20" 6' 4" 6'-4" 6'-4" JT 16" 7'-11" 7'-11" 7'-11" -11 12" 10•_7" 10•_7" 10,_7" IADLC 1.0 Page 6 of 60 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C ps in 90 100 105 110 10 36" 16'-2" 14'-4" 13'-6" 12'-9" LIVE 32" 17'-2" 15'-3" 14'-5" 13'-7" 24" 19'-11" 17'-8" 16'-9" 16'-10" 16" 24,_2" 21,_7, 20,_5' 19,_4„ 20 36" 9'-8" 9'-8" 9'-8" 9'-8" LIVE 32" 10'-10" 10'-10" 10'-10" 10'-10" 24" 14,_4" 14'_4" 14'-4„ 14,_4„ 16" 17'-5" 17,_5' 17,_5, 17'_5, 25 36" 9'-3" 9'-3" 9'-3" 9'-3" 32" 10'-4" 10'-4" 10'-4" 10'-4" 24" 13,_9„ 13,_9" 13,_9" 13'-9" 16" 17,_0" 17'-0" 17_0" 17'-0" 30 36 7'-8" 7'-8" 7'-8" 7'-8" 32" 8'-8" 8'-8" 8'-8" 8'-8" 24" 11,_6•, 11•_6" 11,_6" 11•_6" 16" 15'-7" 15'-7" 15'-7" 15'-7" 40 36" 5'-9" 5'-9" 5'-9" 5'-9" 32" 6'-6" 6'-6" 6'-6" 6'-6" 24" 8'-8" 8'-8" 8'-8" 8'-8" 16" 12'-11" 12'-11" 12'-11" 12'-11" 60 36" 3'-10" 3'-10" T-10" 3'-10" 32" 4'-4" 4'-4" 4'-4" 4'-1" 24" 5'-9" 5'-9" 5'-9" 5'-9" 16.. 8,_8.. 8,_8„ 8'-8" 8'-8- I ADLC I.a ILynchburg, VA 24503 cart outnam(a,)comcast. net RAFTERS O/C SPACING MAY BE DOUBLED IF THE RAFTERS ARE DOUBLED UP TO 48" O/C R " V11 - OCT 11 -OCT 20 2011 LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS 90 MPH WIND AREA: 0.042 SCb"x8" Box Beam Detail L1 Double 0.042"x3"x8" I Detail L12 Double 0.040"x2"x6.625° Detail L12 0.042x3"x8" Box Beam Detail Lt TABLE 2.1 Attach Single Freestanding or Attached Single Freestanding or Attached Freestanding or TABLE 2.1 lAttachad single Freestanding or Double 0.042 3"x8" Detail L12 Double 0.040"x2"x6.625' Detail L12 B Attached Single Freestanding or 17'-3" All. ad Singlel Freestanding or Sp. n swmra Multis an Units Units Structure MulBs an Units span saaw,re Mullis an Units 25 span swaure Mullis ari Unils A span Sinlclure Multis an Units GROUND TRIB MAX POST MAX MAX POST LENGTH MAXMAX POST LENGTH MAX MAX POST LENGTH GROUND TRIB MAX POST MAX MAX POST LENGTH MAX 22'-8' MAX POST LENGTH MAX A ST LENGTH SNOW WIDTH POST REO'D POST MIN FOOTER B' I 10' I 1Y POST 8' I 10' I 17 POST MINFOOTER B' I10'I12' SNOW WIDTH POST REO' POST MIN FOOTER 8' ' 10' ) 17 POST MIN FOOTER B' I 10' I 17 POST MIN FOOTER10' I 17 TpnMultispan LOAD (I SPACING FOR SPACIN POST SIZE CONSTRAINED FOOT SPACIN CONSTRAINED FOOTS SPACING POS SIZE CONSTRAINED FOOTS LOAD (FT) SPACING FORSPACIN PO SIZE CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOO SPACING POS SIZE INED FOOTS(PSF) LC ON SLAB SLAB (FT)' TWE •d' "d' •d' "d" (FT) •d". "d• 'd" (FT) TYPE 'd' 'd' 'd' 'd' (PSF) ON SLAB SLAB (FT) TVP 'd• •d" 'd' "d" (F7) TYPE •d" •d'. •d" •d" (FT) TYP 'd'•d• "d"( On m On On) On) On) Or On ON Com) On) (� (inI n) On) On) 25 On M m) On 11'-11" 6nlin) rn 181-W 90 MPH EXPOSURE B 25 27 17'-3" A 20 23 25 26 16'-1" A 21 23 '10 3 22'-8' A 13'-6" A 18 23 25 26 20'-10" A 21 25 27 28 LIVE 3.5 191-5" A 174" A 18 23 24 25 19'3" A 21 25 26 28 11'-11" 4 17'-V A _.11'4" A 18 22 24 25 18'-0" B 22 25 26 27 23 -4.5 15'-1" A .10'-T A _ 19 22 23 25 16'-11' B 22 24 26 27 24 5 13'-T A 91-11, A 19 22 23 24 16'-0" B 22 24 25 27 8'-9" 5.5 12'4" A 9'4" A 19 21 23 24 15-2" B 23 24 25 26 12'4" 61 9'4" A 8'-9" A 19 21 22 24 14'-5' B 23 23 25 26 24 6.5 10'•5" A 8'4" A 20 21 22 24 13'-10" B 23 23 25 26 25 7 91-8" A 7'-11" A 20 21 22 23 13'•3" C 23 23 24 26 22 7.5 9'-1" A T-7" A 20 20 22 23 17-9" C 24 24 24 26 8 81-6' A T-3" A 20 20 22 23 17-3" C 24 24 24 25 11'-T' 8.5 8'-0" A 6'-11" A 20 20 22 23 11'-10" C 24 24 24 25 174" 9 7-6* A 6'3" A 20 20 21 23 111-5" C 24 24 24 25 T-3" 9.5 T -Z" A 5.5" A 20 20 21 22 11'-1" C 24 24 24 25 26 10 6'-9" A 5-2" A 20 20 21 22 10'-9" C 25 25 25 25 27 11 6'-2' A S -V A 21 21 21 22 101•1" C 25 25 25 25 23 12 5'-8" A S -S A 21 21 22 23 9'-7" G 25 25 25 25 T•2" 13 5'•2" A S-1" A 21 21 22 23 9'-1^ C 25 25 25 25 181-W A 20 24 25 27 17'-3" A 20 23 25 26 16'-1" A 21 23 24 26 15.2" B 21 23 24 25 14'4" B 21 22 24 25 13'3' B 22 22 24 25 13'-0" B 22 22 23 25 12'-S" B 22 22 23 24 11'-11" B 23 23 23 24 111-v B 23 23 23 24 11'•1" B 23 23 23 24 10'-9" B 23 23 23 24 10'-5" C 23 23 23 24 10'-1" C 24 24 24 24 9'-9" C 24 24 24 24 9'-3" C 24 2424 21 24 8'-9" C 24 24 24 24 8'.4 C 25 25 25 25 10 3 2Y3" A 13'-6" A 20 25 27 28 20'4" A 23 28 29 31 18'-2" A 22 26 27 29 LIVE 3.5 19'-5" A 12'4" A 20 25 26 28 18'-9' A 23 27 29 30 16'-10" A 23 25 27 28 4 17'-0" A 11'4" A 21 24 26 27 1T -W B 24 27 28 30 151-8" A 23 25 27 28 4.5 15'-1" A 10'-7" A 21 24 25 27 15-5" B 24 26 28 29 14'-9" A 24 25 26 28 5 13'-7" A 9'-11" A 21 24 25 26 15'-6" B 25 26 28 29 13'-11" B 24 24 26 27 5.5 12'4" A 9'4" A 22 23 25 26 14'-9" B 25 26 27 29 13'3" B 24 24 26 27 6 1114" A 8'-9" A 22 23 25 26 14'-0" B 25 25 27 28 12'-8" B 25 25 25 27 6.5 10'-5" A 8'4" A 22 23 24 26 13'S 8 26 26 27 28 12'-1" 8 25 25 25 27 7 91$" A T-11" A 22 23 24 25 12'-10' 8 26 26 26 28 11'-T' B 25 25 25 26 7.5 9'-1' A 7'•7" A 22 22 24 25 174" C 26 26 26 28 11'-2" B 25 25 25 26 88'-0" 3'-2' A T-3" A 23 23 24 25 11'-11" C 27 27 27 27 10'-9" B 26 26 26 28 8.5 8'-0" A 6'-11" A 23 23 23 25 11'-6" C 27 27 27 27 10'-5" B 26 26 26 26 9 T-6' A 53" A 23 23 23 25 11'-1" C 27 27 27 27 10'-1" B 26 26 26 26 9.5 T•2" A 5-5" A 23 23 23 24 10'-9" C 27 27 27 27 9'-9" C 26 26 26 26 10 6'-V A 5.2" A 23 23 23 24 101-5 C 27 27 27 27 9'1" C 27 27 27 27 14 11 6'-2' A 5'-9" A 23 23 23 24 9'-10" C 28 28 28 28 9'1" C 27 27 27 27 22 12 5'3• A 51-5" A 23 23 23 25 9'-3" C 28 28 28 28 8'-0" C 27 27 27 27 A 13 5'-2' A 5'-1" A 24 24 24 25 8'-10" I C 1 28 1 28 1 28 1 28 11 8'-1' 1 C 1 27 27 1 27 1 27 20 3 11'•10" A 9'-1" A 16 21 23 24 14'-10" B 18 24 25 26 13'4" B 18 22 24 25 LIVE 3.5 10'-2" A 8'-2" A 16 21 22 23 13'-7' B 19 23 25 26 173" B 18 22 23 24 4 8'-11" A T-6* A 16 20 22 23 17-7" C 19 23 24 25 11'-5" B 18 21 23 24 4.5 T-11" A 6'-11" A 16 20 21 23 111-9" C 19 22 24 25 10'-8" B 19 21 23 24 5 T-1" A 6'-5" A 16 20 21 22 11'-0" C 20 22 24 25 10141" C 19 21 22 23 5.5 6'S A 5'-11" A 17 20 21 22 10'-5' C 20 22 23 25 9'-0" C 19 21 22 23 6 5.11' A 5'-7" A 17 19 21 22 9'-10" C 20 Z2 23 24 9'-0' C 20 20 22 23 6.5 5'-5" A 5'-3" A 17 19 20 22 9'-5" C 20 21 23 24 8'-71 C 20 20 22 23 7 51•1" A 5'4T A 17 19 20 22 8'-11" C 21 21 23 24 8'3• C 20 20 21 23 7.5 4'-9" A 4'3" A 17 19 20 21 8'-T C 21 21 22 24 TAW C 20 20 21 23 84'-5" 3'-2' A 4'-5" A 17 19 20 21 e' -Y' C 21 21 22 23 T-7' C 20 20 21 22 8.5 4'-2' A 4'-2' A 17 19 20 21 T-10" C 21 21 22 23 T3' C 20 20 21 22 9 3'-11' A 3'-11" A 17 19 20 22 T -T' C 21 21 22 23 7'-0" C 21 21 21 22 9.5 T-9' A T-9" A 17 19 21 22 T3" C 21 21 22 23 6'-9" C 21 21 21 22 10 3'1" A 3'S A 17 19 21 22 T-0" C 21 21 22 23 6'-7" C 21 21 21 22 14 11 3'-2" A 3'-2" A 17 20 21 22 6'-T' C 22 22 22 23 6'-2" C 21 21 21 22 22 12 2'-11" A 2'-11" A 17 20 22 23 6-2• C 22 22 22 23 5-10" C 21 21 22 23 A 13 73' A 2'3" A 17 20 22 23 5-10" C 22 22 22 23 5'-6' C 21 21 22 23 30 90 MPH EXPOSURE B T-10" A 17 22 24 25 13'-1' C 20 25 27 28 11'-10" C 19 23 25 26 30 3 81-0^ A T-10" A 15 21 22 23 13'-1' C 18 23 24 26 11'-10" C 17 22 23 24 3.5 6'-10" A T-0" 8 15 20 22 23 12'-0' C 18 22 24 25 10'-10" C 17 21 23 24 4 6'-0" A 6'-5" 8 15 20 21 22 11'-1" C 18 22 24 25 10'-11" C 18 21 22 24 4.5 5'4• A 5.10' B 15 19 21 22 10'3" C 19 22 23 24 91S C 1B 21 22 23 5 4'-10' A 5S B 16. 19 21 22 91-8" C 19 21 23 24 8'-10" C 18 20 22 23 5.5 4'4" A 51-0" B 16 19 20 22 9'-1' C 19 21 23 24 8'4" C 19 20 21 23 6 4'-0" A 4'-9" B 16 19 20 21 8'-7' C 19 21 22 24 T-11" C 19 20 21 23 6.5 3'3" A 4'4" B 18 18 20 21 8'-1" C 19 21 22 23 TS C 19 20 21 22 7.5 3'-2" A T-9' B 16 18 20 23 T4" C 20 21 2223 25 T-2" C 19 20 21 22 7.5 3'-2' A 3'-9' B 16 18 20 23 7'4" C 20 20 22 23 6'-10" C 19 19 21 22 8 3'-0" A 3'-6" B 16 19 20 23 T-0" C 20 20 22 23 6-T C 19 19 2122 24 8.5 Y-10" A 3'4" B 16 19 20 J21T-9" 6'-9" D 20 20 21 23 54"C C 20 20 20 229 9.5 2'-8' A 3'-2' 8 16 19 20 1 24 11 6-0" D 20 20 21 22 B-1" C 20 20 20 22 9.5 2'-0' A 3'-0' 8 18 19 21 6'-3" D 20 20 21 22 5-10" C 20 20 1 21 22 30 3 8'-0' A T-10" A 17 22 24 25 13'-1' C 20 25 27 28 11'-10" C 19 23 25 26 40 3.5 6'-10" A T-0" B 17 22 23 25 17-0" C 20 25 26 27 10'-10" C 20 23 25 26 4 6'-0' A 6'-5' B 17 22 23 24 11'-1" C 21 24 26 27 10'-1' C 20 23 24 26 4.5 514" A 5.10' B 17 21 23 24 10'-3" C 21 24 25 27 9'-61 C 20 22 24 25 5 4'-10" A 5'-5" B 17 21 22 24 91S C 21 23 25 26 8'-10" c 21 22 24 25 5.5 4'4' A S-0" B 18 21 22 23 9'-1' C 21 23 25 26 8'4" C 21 22 23 25 6 4'-0" A 4'-9" B 18 20 22 23 8'-7' C 22 23 24 26 7' -it" C 21 . 22 23 25 6.5 1$' A 4'4" B 18 20 22 23 8'-1" C 22 23 24 26 T8" C 21 21 23 24 7 Y-5" A 4'-0" B 18 20 21 23 7'-9' C 22 22 24 25 T-2" C 21 21 23 24 7.5 3'-2" A T-9' B 18 20 22 23 T4" C 22 22 24 25 6'-10" C 22 22 23 24 8 3'-0' A 3'-5" B 18 20 22 23 T.O. C 22 22 23 25 5-7" C 22 22 22 24 8.5 7-10" A 3'4" B 18 21 22 23 6'-9' D 22 22 23 25 14" C 22 22 22 24 9 2'-W A 3'-2" B 18 21 22 24 6'S D 23 23 23 24 5-1" C 22 22 22 24 9.5 Y-0' A T -W B 18 1 21 1 22 1 24 11 6'3" 1 D 1 23 1 23 1 23 1 24 1, V-10" j C 1 22 1 22 1 22 1 24 OCT 20 2011 ICC ESR 1398 (2009 IBC) 10/11/2011 Page 7 of 60 90 MPH EXPOSURE C 40 3 6'-1" A 6'-5" B 16 22 23 24 11'-1" C 19 24 28 27 10'-1" C 18 23 2426 3.5 5'-2" A 5'-9" B 16 21 23 24 10'-1" C 19 24 25 27 9'-3" C 19 22 24 25 4 4'-0" A 5'-2" B 16 21 22 24 914" C 19 23 25 26 8'S C 19 22 24 25 4.5 4'-0" A 4'-9" B 16 20 22 23 8'-T' C 20 23 24 26 T-11" C 19 22 23 25 5 T -T A 4'-3" B 16 20 22 23 81-0" C 20 23 24 25 T-5"' C 19 21 23 24 5.5 T-3" A 3'-11" B 16 20 21 23 TS C 20 22 24 25 T-0" C 20 21 23 24 6 3'-0" A 3'•T B 16 19 21 22 T-1" C 20 22 24 25 6'-T' C 20 21 22 24 6.5 7-9" A 3'-3" B 16 20 21 22 6'3" D 20 22 23 25 13" C 20 21 22 24 7 2'-7' A 3'-1" B 16 20 21 23 6'4" D 21 22 23 24 5'-11" C 20 21 22 23 7.5 7.5" A 7.10" B 16 20 22 23 5-0' D 21 21 23 24 S$" C 20 20 22 23 8 Y-3' A Y3" B 16 20 22 23 51-9" D 21 21 23 24 S -S" D 20 20 22 23 8.5 2'-11' A 7-5" B 16 21 22 23 5'-6" D 21 21 22 24 5'-2" 0 21 21 22 23 9 1 7-0' I A 74' B 1 16 1 21 1 22 1 24 11 53" D 1 21 21 22 24 51-0" D 21 21 22 24 90 MPH EXPOSURE B 25 40 3 6'-1" A 6'-S" B 14 20 21 22 11'-1' C 17 22 24 3.5 514" A 5-9' B 14 19 21 22 10'-1" C 17 22 23 24 ` A- 4 4'-6" A 5'-2' B 14 19 20 22 9'4" C 17 21 23 24 4.5 4'-0" A 4'-9• 8 14 19 20 21 8'-7" C 16 21 22 24 5 T-7' A 4'3" B 14 18 20 21 B'-0" C 18 21 22 23 6 5.5 3'3' A T-11" B 14 18 19 21 7'-0' c 18 20 22 23 6 3'-0" A Y-7" B 14 18 19 20 T-1" C 18 20 22 23 6.5 2'-9' A 3'-3' 8 14 18 19 21 6'-8" D 18 20 21 23 . (j/ IN 7 21•7' A 3'-1' B 14 18 20 21 6'4' D 18 20 21 22 7.5 2'-5' A Y-10' B 14 18 20 21 6'-0" D 18 20 21 22 8 1 2'-3' A 2'-8" B 14 1 19 20 21 51-9" D 19 18 21 22 VIt 8.5 2'-1" A 7.6" 8 14 19 20 21 1.-0" 0 19 19 21 22 [� 9 7-0" A 74" B 14 19 20 22 T-3" D 19 19 90 22 `pFrat ►F��` OCT 20 2011 ICC ESR 1398 (2009 IBC) 10/11/2011 Page 7 of 60 LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL CO 90 MPH 3 3.5. 4 4.5 5 5.5 6 6.5 7 7.5 8 8.5 Double 0.042x3"x8" 0.0421x3"x8" Box Beam Detail L1 Detail L12 TABLE 2.1 Attached Single IAnachd Single Freestanding or Attached Freestanding Or 21 21 21 22 22 22 23 23 23 23 23 24 span Structure Mullis an Units GROUND TRIS MAX POST MAX 26 25 25 25 24 24 24 24 23 23 23 23 27 27 26 26 26 25 25 25 25 25 24 24 MAX POST LENGTH SNOW WIDTH POST REO'D POST MIN FOOTER 8' I 10' I 17 LOAD (FT) SPACING FOR I SPACING POST SIZE CONSTRAINED FOOTS (PSF) POSONSTRAINED ON SLAB SLAB (FT) TYPE "d" -d- -d- "d" (FT) TYP"d' Fn "d' 'd' A A A A 19 19 19 19 on) m) n) n VERS 90 MPH WIND AREA: 90 MPH 3 3.5. 4 4.5 5 5.5 6 6.5 7 7.5 8 8.5 Double 0.042x3"x8" Detail L12 Double 0.040'x2x6.625° Detail L12 17 18 18 18 18 19 19 19 19 19 19 19 Attached Single Freestanding or 26 26 25 25 24 24 24 24 23 23 23 23 Attached Freestanding Or 21 21 21 22 22 22 23 23 23 23 23 24 Span Structure Multis an Units 13'-0' 12'3' 11'-6" 101-8' 10'-0" 91S 9'-0- 81.r 8'3' 7'-10' r -71C T-3' Structure Mullis an Units 24 24 23 23 23 22 22 22 22 23 23 23 26 25 25 25 24 24 24 24 23 23 23 23 27 27 26 26 26 25 25 25 25 25 24 24 MAX LENGTH MAXNG EXPOSURES 4'-1" 7-0' Y -T 2'3" Y-5' Y -r 2'-0' 1'-10' 1'-9" 1'-T 1'-6' 1'S" A A A A A A A A A A A A POSTICY LENGTH POST MIN FOOTER I0ST 10'L I POST MINUin")ER C C C D D D D D D D D D 8- SPACIN POST SIZE CONSTRAINED FOOTS SPACI POSONSTRAINED 20 20 19 19 19 19 18 18 18 18 19 19 FOO (F7) TYPE 'd' "d' 'd' "d' (FT) TYP"d' A A A A 8 "d' 'd' A A A A 19 19 19 19 (in) in) n) (in 24 24 24 24 T-7' T-3" T-0" 6'-T' C C C C (in M) On) 0.042"x3"x8" Box Beam Detail L1 Double 0.042"x3x8" IDetail 1-12 Double 0.040"x2"x6.625" Detail 1-12 TABLE 2.1 [Attached Single Freestanding or Attached Single Freestanding or Attached single Freestanding or span Structure Mullis an Units Span Structure Mullis an Units span structure Mullis an Units LROUND TRIB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH WIDTH POST REO'POST MIN FOOTER 8' ' 10' I 12' POST MIN FOOTER B' 10' I 12' POST MIN FOOTER 8' 10' 1Y (FT) SPACING FOR SPACIN PO SIZE CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOO SPACING POS SIZE CONSTRAINED FOOTS ON SLAB SLAB (FT) TYPE'd' "d' "d' "d" (FT) TYPE 'd' 'd' 'd' 'd' (FT) TYPE 'd' 'd' 'd' "d' (FT) ^) fn fn On) in m) n) Cn) n (I n) (i^) (i+ 20 LIVE 90 MPH 3 3.5. 4 4.5 5 5.5 6 6.5 7 7.5 8 8.5 EXPOSURE 11'-10" 10'-2" 8'-11' T-11' T-1' 6'5' 5'-11" SS" 5'-1' 4'-9' 4'-5" 4'-2' C A A A A A A A A A A A A 9'-1" 8'-2' 7'-6" V-11" 6'S" F-11" V -r S3" 51-V 4'41" 4'-5" 4'-r A A A A A A A A A A A A 17 18 18 18 18 19 19 19 19 19 19 19 23 23 22 22 22 21 21 21 21 20 20 21 25 24 24 23 23 23 23 22 22 22 22 22 26 26 25 25 24 24 24 24 23 23 23 23 14'-10" 13'-7" 1Y-7" 11'-9" 1114" 10'8 9'-10" 9'-5" 8'-11" 8'-T' T-2" 7'-10" B B C C C C C C C C C C 21 21 21 22 22 22 23 23 23 23 23 24 26 25 25 24 24 24 24 23 23 23 23 24 27 27 26 26 26 25 25 25 25 24 24 24 29 28 28 27 27 27 26 26 26 26 26 25 13'-0' 12'3' 11'-6" 101-8' 10'-0" 91S 9'-0- 81.r 8'3' 7'-10' r -71C T-3' B B B B C C C C C C C 20 20 21 21 21 22 22 22 22 23 23 23 24 24 23 23 23 22 22 22 22 23 23 23 26 25 25 25 24 24 24 24 23 23 23 23 27 27 26 26 26 25 25 25 25 25 24 24 60 90 MPH 3 3.5 4 4.5 5 5.5 6 6.5 7 7.5 8 8.5 EXPOSURES 4'-1" 7-0' Y -T 2'3" Y-5' Y -r 2'-0' 1'-10' 1'-9" 1'-T 1'-6' 1'S" A A A A A A A A A A A A 4'-9" 4'•1" Y-7" T-2" Z-11" Y-7' 2'S Y-2' Z.1" 1'-11' 1'-9" V-8' B B B B B B B B B B B B 13 13 13 13 13 13 13 13 13 13 13 13 19 18 18 18 17 18 18 18 18 18 19 19 20 20 19 19 19 19 19 19 20 20 20 20 21 21 21 20 20 20 20 21 21 21 21 21 8'-B' T-10" T-2' 6'-7" 6'-1' 5'3" T-3" 4'-11" 4'-8" 4'-5' 4'-2' 4'-0" C C C D D D D D D D D D 15 16 16 16 16 16 16 16 17 17 17 17 21 21 20 20 20 19 19 19 19 19 19 19 22 22 22 21 21 21 20 20 20 20 20 20 24 23 23 23 22 22 22 . 22 21 21 21 21 8'-0" T-3" V -F 6-2" 5!-9" 54" S-0" 4'-9" 4'-6" 4'-3" 4'-1" 3'-10" C C C C C D D D D D D D 15 15 15 16 16 16 16 16 16 16 17 17 20 20 19 19 19 19 18 18 18 18 19 19 21 21 21 20 20 20 20 20 20 20 20 20 23 22 22 22 21 21 21 21 21 21 21 21 90 MPH EXPOSURE C 7'-2' 9 9.5 10 11 90 MPH T-11" 3'-9" 3'4i' T-2' EXPOSURE A A A A 8 T-11" 3'3" 3'-6" 3'-r A A A A 19 19 19 19 21 21 21 22 22 22 23 23 24 24 24 24 T-7' T-3" T-0" 6'-T' C C C C 24 24 24 24 24 24 24 24 24 24 24 24 25 25 25 25 7'-0' 6'-9" 6'-7" 6'-2' C C C C 23 23 23 24 23 23 23 24 23 23 23 24 24 24 24 24 6'4" A v4r B 16 20 21 23 11'-5" C 19 22 24 25 10'-5" C 19 21 22 24 23 5 25 3 9'-r A 8'-9" A 15 21 22 24 14'S C 18 23 25 26 13'-0" C 18 22 23 25 S' 3.5 1-2' A 7'-11" A 16 21 22 23 13'-3" C 19 23 24 26 11'-11" C 18 22 23 24 26 4 7'-2' A T3" B 16 20 22 23 12'-3" C 19 23 24 25 11'-1' C 18 21 23 24 24 4.5 6'4" A v4r B 16 20 21 23 11'-5" C 19 22 24 25 10'-5" C 19 21 22 24 23 5 5'-9" A 6'-Y' B 16 20 21 22 1 D'-9" C 20 22 23 25 9'-9" C 19 21 22 23 22 5.5 1-2' A 5'-9" B 16 19 21 22 10-1" C 20 22 23 24 913" C 19 21 22 23 C 6 4'-9" A 5'-5" B 17 19 21 22 9'-7" C 20 21 23 24 8'-9" C 19 20 22 23 8'4" 6.5 4'-5" A 5'-1" B 17 19 20 22 9'-1" C 20 21 23 24 8'4" C 20 20 21 23 26 7 4'-1" A 4'S B 17 19 20 21 8'S C 20 21 22 24 8'4' C 20 20 21 23 24 7.5 3'-10" A 4'-6" B 17 19 20 21 8'-3" C 21 21 22 23 T-8' C 20 20 21 22 23 8 T-7" A 4'3" B 17 19 20 21 7'-11" C 21 21 22 23 7'4' C 20 20 21 22 23 8.5 3'4" A 4'-0" B 17 19 20 21 T-7" C 21 21 22 23 T-1' C 20 20 21 22 C 9 3'-2" A T-9" B 17 19 20 22 T4" C 21 21 22 23 6'-10' C 20 20 21 22 T-1" 9.5 X -V A X-7" B 17 19 21 22 T-1" C 21 21 22 23 6'-7' C 21 21 21 22 60 3 4'-1' A 4'-9" B 14 20 22 23 8'-8" C 17 23 24 26 8'-0" C 17 22 23 25 S' 3.5 3'-6' A 4'-1' 8 14 20 21 23 T-10" C 18 12 24 ZS T3" C 17 21 23 24 26 4 3'-0' A 3'-7" B 14 19 21 22 T-2" C 18 22 24 25 6'S C 17 21 22 24 24 4.5 Y-8" A 3'-r B 14 19 21 22 6'-7' D 1B 22 23 25 6'-2" C 18 21 22 24 23 5 2'-5" A Y-11" B 14 19 20 22 6'-1' 0 18 21 23 24 S-9" C 18 20 22 23 22 5.5 2'-2' A T-7' B 14 19 21 22 5'-8" D 18 21 23 24 5'4" D 18 20 22 23 C 6 T-0' A 2'S" B 14 19 21 22 5'3' D 18 21 22 24 5'4' D 18 20 21 23 8'4" 6.5 7 1'-10" 1'-0' A A 2'-2" 2'-1' B B 14 14 20 20 21 21 22 23 4'-11" 4'-8' D D 19 19 21 20 22 22 23 23 4'-9" 4'-6" D D 18 18 20 20 21 21 23 23 OVER- TABLE 22 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES HANG I PROJECTION OF SINGLE SPAN STUCTURES (FT) 90 MPH EXPOSURE C 5 6.5 T TV 8 6 14'-5" C 20 26 27 29 13'-0" C 20 24 26 27 25 8' 9' 10 11' 12' 13' 14' 0' 4' 4.6 S 5.51 6' 65 T 1' 4.5' S 5.5' V 6.5' T 7.5' 2' S' 5.5' V 6.5' 7' 7.5' 8' 3' 5.5' 6' 6.5' T 7.5' 8' 8.5' 4' 6' 6.5 T 75 8' 85, 8.5' 9' 9' 95, 90 MPH EXPOSURE C 5 6.5 T TV 8 6 14'-5" C 20 26 27 29 13'-0" C 20 24 26 27 25 3 3.5 9'-7 8'-r A A 8-9" 7'-11" A A 17 18 23 23 25 24 2 25 13'-3" C 21 25 27 28 11'-11" C 20 24 25 26 C AE 4 7'-2" A 7'-3" B 18 22 24 25 17-3" C 21 25 26 28 11'-1' C 21 23 25 26 15' K 4.5 6'4" A 6'-8" B 18 22 23 25 11'-5" C 22 24 26 27 101-5" C 21 23 24 26 5 51-9" A 61-2" B 18 21 23 24 10'-9" C 22 24 26 27 9'-9" C 21 23 24 25 5.5 6-r A 5'-9" B 18 21 23 24 10'-1' C 22 24 25 27 9'3" C 22 22 24 25 6 4'-9" A 5'-5" B 19 21 22 24 9'-7" C 22 23 25 26 8'-9" C 22 22 24 25 6.5 4'-5" A T-1" B 19 21 22 24 9-1" C 23 23 25 26 8'4" C 22 22 23 25 7 4'-1" A 4'-9" B 19 20 22 23 9-8" C 23 23 24 26 S. -W C 22 22 23 25 7.5 3'-10"A 4'-0" B 19 20 22 23 8'3" C 23 23 24 26 7'-8" C 22 22 23 24 8 1-7' A 4'3" B 19 20 22 23 7'-11" C 23 23 24 25 7'4" C 23 23 23 24 8.5 3'4' A 4'-0" B 19 21 22 23 T-7" C 23 23 24 25 7'-1" C 23 23 23 24 9 3'-r A T-9' B 19 21 22 24 T4" C 24 24 24 25 6'-10" C 23 23 23 24 9.5 3'4" A 3'-7" B 19 21 22 24 T-1" C 24 24 24 25 6'-7" C 23 23 23 24 10 2'-10" A 3'4' B 19 21 23 24 V-10" C 24 24 24 25 6'4' C 23 23 23 24 GENERAL INSTRUCTIONS FOR THESE TABLES TABLE 2.3 Post Requirements for Attached SingleSp an Structures 16' Post Description Max POST Detail H t Code 0.042"x3"x8"Aluminum Post 11' B L1 0.024"Post with Sideplates 12' B L24 Clover 0.030"x3"x3"Alum 11' B L11 Clover 0.040"x3"x3" Alum 12' B L11 Colonial 0.062° Extruded 12' C AE 0.041"x3"x3" Steel Clover 12' D L11 0.041 °x3"x3" Steel Clover 8' E L71 3/16"x3"x3'.Steel Square 15' H L21 1/4""x3"x3" Steel Square 15' 1 L21 3/16"x4"x4" Steel Square 15' J 1-21 1/2"x4"x4" Steel Square 15' K L21 15' 16' 17' 18' 19' 20 21' ZT 7.5' 8' 8.5' 9' 9.5' 10 10.5 11' 8' 8.5' 9' 9.5' 10' 108 11' 11.5' 8.5' 9' 9.5' 10' 10.5' 11' 11.5 12' 9' 9.5' 10' 10.5' 11' 11.5 1Y 125' 9.5' 10' 10.5' 11' 11.5' 1 Y 12.5' 13' 10' 10.5' 11' 11.5' 12' 12.5 13' 13.5' TABLE 2.4 Post Requirements for Freestandin Structures or Mullis an Attached Structures 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN Post Description Maximum FootingHei Max ht POST Code Detail # 0.041 "xWx3" Steel Clover d= 20" 9' B L11 0.041"x3"x3" Steel Clover 21" 8' B L11 3116"x3"x3" SteelSquare 28" 17 C L21 13/16"x 'x Steel Square 28" 8' D L21 1/4'"'x3"x3" Steel Square 28" td= 12' D L21 3/16"x4"x4" Steel Square 28" 12' E L21 S uare 37" 12' D L21 31" 15' D 121 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT TABLE 2.1 AND 2.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerimax Building Products 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 5208 Tennyson Parkway (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 Plano, Texas 75024 USE 20PSF MIN) 10. USE THE APPROPRIATE DETAILS (1-1-1-29). DETAILS MAY REQUIRE POST TO UPGRADED. 4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS 11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES L1 AND L2 ON SHEET MS Carl Putnam, P. E. ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN 3441 Ivylink Place 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 2.2 OR SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 Lynchburg, VA 24503 CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 SLAB B. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carlDutnam(dcomcast.nel 6. CHOOSE A HEADER FROM TABLE 2.1 THAT HAS ADEQUATE SLAB 9. FOLLOW 9.11 FROM ABOVE POST SPACING. SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 2.1 ICC ESR 1398 (2009 IBC) 10/11/2011 Page 8 of 60 OCT 20 2011 " LATTICE TUBES L3 O 1.5'xL5' 113' a/c 1/4" bolt 21x2. 84' o/c 00 L1 HEADER (3004—H34 ALUM. ALLOY) FOUR #E 0.S EE TABLE BELOW FOR SCHEDULE BRACKET USED Y1\2' X 6 1/2' RAPIERS O RAFTER & SIDEPLATES (3004—H34 ALUM. ALLOY) e — M L4 POST/RAFTER/LATTICE TUBE (3004—H34 ALUM. ALLOY) RAFTER TO HEADER l' CONNECTION BRACKETS 6063T6 ALUM ALLOY T=0.060' L9 BRACKET USED W/ 3'xB' AND 3'x3' RAFTERS LATTICE TUBES L3 O 1.5'xL5' 113' a/c 1/4" bolt 21x2. 84' o/c A1B' jM302'X3' 31x3' E6. 0/c DETAIL L4 ES' 0/C No. of #8 Screw s MAX RAFTER SPACING Speed 3X3 MAY SPAN 30' V/ SINGLE LATTICE RAFTERS 3105 H24 ALL RS MAY SINGLE RAFTERS SPAN 36' V/ ALUM ALLOY ALL MAY SPAN 48' V/ DOUBLE e — M L4 POST/RAFTER/LATTICE TUBE (3004—H34 ALUM. ALLOY) RAFTER TO HEADER l' CONNECTION BRACKETS 6063T6 ALUM ALLOY T=0.060' L9 BRACKET USED W/ 3'xB' AND 3'x3' RAFTERS ATTACHED STRUCTURE POST TO DECK FLOOR JOIST DOUBLE HEADERS USE ONE BRACKET PER HEADER SEE GENERAL NOTE #19 AND LATTICE NOTE #3 UNITS MUST COMPY WITH TABLES L1 AND L2 ON SHEET M5 MAX WIND SPEED IS 90 mph EXPOSURE C ICC ESR 1398 (2009 IBC) 10/11/2011 " 't TL ZFCVl AUFC� OCT 20 2011 #8 SCREWS W/ 1," DIAMETER WASHERS SCREWS � LONGER THAN LATTICE HEIGHT GL6 LATTICE TO RAFTER CONN. CONTINUOUS 2"xW OR 2x8- V N ALL N 3' x 3' METAL POST Allow able Trib Width 1/4" bolt Wnd 4 SPLICE LOCATION No. of #8 Screw s L13 Speed t (in) Header 2 1 3 1 4 5 90 0.040 Double 2x6 13' 15' 15 IN Exp C 0.042 0.042"xTNS' 7' 1' 14' 15- RAFTER 0.042 Double 3x6 14' 15' i5 15' 11OMPH 0.040 Double 2x6 10' 15' 16' 15 - Exp C 0.042 0.04Yx3' x8' S' 8- 10' IT 0.042Double 3x8 t0' 15- 15' 15' No. of #14 Screws j 110MPH PExp 16G nin 8" SteelC i5' C 16G rtin Doeel C uble St 15' ATTACHED STRUCTURE POST TO DECK FLOOR JOIST DOUBLE HEADERS USE ONE BRACKET PER HEADER SEE GENERAL NOTE #19 AND LATTICE NOTE #3 UNITS MUST COMPY WITH TABLES L1 AND L2 ON SHEET M5 MAX WIND SPEED IS 90 mph EXPOSURE C ICC ESR 1398 (2009 IBC) 10/11/2011 " 't TL ZFCVl AUFC� OCT 20 2011 #8 SCREWS W/ 1," DIAMETER WASHERS SCREWS � LONGER THAN LATTICE HEIGHT GL6 LATTICE TO RAFTER CONN. CONTINUOUS 2"xW OR 2x8- V N ALL N 3' x 3' METAL POST PROVIDE SIMPSON STRONG 1/4" bolt DETAIL L25 4 SPLICE LOCATION EIGHT #14 SMS L13 O 011 TWO WO x5' EMBEDMENT 8 O O LAG SCREW V/ 1.0, ONE WOOD STUD SEE TABLE ON EACH SIDE OF POST. 2 - FOR QUANTITY SIDE D GLAS FIR ALUM. +�� RAPIER SIRUCTURE LUMBER FLOOR RAFTER JOIST OR HEADER ATTACHED STRUCTURE POST TO DECK FLOOR JOIST DOUBLE HEADERS USE ONE BRACKET PER HEADER SEE GENERAL NOTE #19 AND LATTICE NOTE #3 UNITS MUST COMPY WITH TABLES L1 AND L2 ON SHEET M5 MAX WIND SPEED IS 90 mph EXPOSURE C ICC ESR 1398 (2009 IBC) 10/11/2011 " 't TL ZFCVl AUFC� OCT 20 2011 #8 SCREWS W/ 1," DIAMETER WASHERS SCREWS � LONGER THAN LATTICE HEIGHT GL6 LATTICE TO RAFTER CONN. CONTINUOUS 2"xW OR 2x8- V N ALL DOUGLAS FIR LEDGER OR � PROVIDE SIMPSON STRONG 1/4" bolt TIE MSTA36 ([CC ESR 2105) AT 4 SPLICE LOCATION 4 COVER W/ 0.019' ALUMINUM 8 1/4' LAG SCREW 8 W/ 2.25' EMBED INTO WOOD STUD SEE TABLE 7.5 COLUMN ANC4 2 - FOR QUANTITY SIDE ALUM. DOSING RAPIER SIRUCTURE RAFTER HANGER / I'SCR 2—J (DETAIL L7) SIDE L10 ALTERNATE RAFTER TO WALL CONN. STUD - 1' MIN SEE GENERAL NOTE #23 `-LATTICE RAFTER 3.00 0.72 1.56-1 0.72 --1 0.93 i- --1 F-0.17 t = 0.030' ALUM = 0.040' ALUM = 0.041' STEEL 0.72 93 156 3.00 0.72 SIX 1/4' LAG SCREWS (2.25' OF PENETRATION L1 3" ALTERNATE POST INTO WALL STUD W/ MIN SG = 0.5) (3105 H25 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) 3 X 8' ALUM RAFTER BRACKET DETAIL L7 _ — 3' X 8' ALUM HEADER L15 POST ALTERNATIVE FOR SLAB ATTACHMENT ONLY '--#14 SHEET METAL SCREW MAXIMUM WIND CONDITI❑N IS 110 MPH EXPOSURE C Page 15 of 60 Engineers Stamp 7.6 FOR FASTENERS t 1' TWO #8 SMS, EACH. SIDE 1 1/2' FOR 2 X RAFTERS 2 3/4' FOR 3 X RAFTERS L= 1.92' FOR 2- X 6 1/2' RAFTERS L= 2.92' FOR 3' X 8' RAFTERS (6063-T5 ALUM. ALLOY, 't'= 0.0781 L7 RAFTER HANGER 1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY POST DOUBLE OR SINGLE 3'X8' STEEL C BEAM, BOLT LAYOUT FOR SPLICED AND NON -SPLICE 0 ATTACHMENT LB Req'd Beam # of Type 1/4" bolt All C Beams "On Slab" 4 16G Steel 3x8 4 12G Steel 3x8 8 Double 12G Steel 3x8 8 ALUM RAFTERS o 0 5' 0 0 0.040'x2'x6.625' DOUBLE HEADER 0.041'x3'x3' STEEL POST 2' EIGHT #14 SMS L12 0 0 0.042'x3'x8' 6• DOUBLE HEADER O o 0.041'x7x3' STEEL POST 0AmerimaX 5208 TENNYSON PARKWAY 1BUELDINGPRODUCfS INC. SUITE 100 PLANO, TEXAS 75024 NTS LT01-2009 1 of 3 L16 3/8' BOLTS W/ 1' DIA, x 3/32' THK, STL. WASHER TO 8' STEEL 'C' BEAM 5.5" SEE TABLE 7.4 COLUMN 'N' FOR QUANTITY - 1.575" 2.843' FOR #14 SELF DRILLING SCREWS SEE TABLE 7,4 rk _ COLUMN 'L'. 2.25" 4:1 .091 0,0410'0' _ STEEL POST 2.5' 0.875• BOX 7.75' 0.042'x3'x8 BEAM WRAP DETAIL Ll 2X DF WOOD 0.097" ` IL �Q FASCIA FpF AUFp�a ALTERNATE 3' SQ POST CONNECT Ae '-�- BRACKET (6063T6 ALUM) 08CT 0 2011 1.0" IF DETAIL L29 IS NOT USED ATTACH SEE GENERAL NOTE #23 HANGE + UM OR 0.035- I SIDE PLATES AS PER DETAIL L26 o.o1s"�VINYL COVER 0.750• T 3/8' BOLTS SEE TABLE 7.3 COLUMN 'H' FOR QUANTITY OR #14 SELF DRILLING SCREWS SEE TABLE 7.3 COLUMN 'G' FOR QUANTITY 3'x8' 12 (t=0.105') OR 16 GAUGE (t=0,059') STEEL C BEAM Fy= 50 KSI L18 3" X 8" X 12, 16 GA. STL. 'C' BEAM WRAP W/ 3" X 8" ALUM. BOX BEAM 3" OR 4" F fill - 3" 3" or 4" r L21 I P 3' OR 4' ASTM A500 GRADE A STEEL POST SEE GENERAL NOTE #9 FOR CORROSION PROTECTION } , ICC ESR 1398 (2009 IBC) 10/11/2011 EXISTING DF FRAMED WALL 3.5' MIN 2.5' MIN PENETRATION INTO WOOD FRAMING W/ MIN SG = 0.5 20 GA ASTM A653 GRADE 33 STEEL BRACKET FOUR #8 WOOD SCREWS INTO RAFTER AND 2X FASCIA ONE PER RAFTER RAFTER ROOF COVERING IS A MAXIMUM DETAIL A"jf�DOUGLAS OF 3 PSF HEAVIER ROOF COVERING SHALL REQUIRE ADDITIONAL ENGINEERING ANALYSIS 'x WOOD FRAMING FIR -LARCH ROff -._ 2 OR B3 SEE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS IN TABLE 7.7 Seal with permanently flexlble & waterproof sealant CONTINUOUS 2°x6" DOUGLAS FIR LEDGER OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION 1.00'rlln. COVER W/ 0.019" ALUMINUM I SEE GENERAL NOTE #23 1/4' Lag Screw ATTACH LATTICE COVER AS PER L7 Completely Seal with permanently flexible & waterproof sealant 1,00'min,STUCCO ATTACHMENT DETAIL L22 WITH LEDGER BOARD Synthetic Stucco or other non-structural covering (1' max. thick) Sheathing Page 16 of 60 LlvelSnow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" /F SIZE ,-3" X 8" BOX BEAM HEADER ALUM. "H" BRACKET SAVE OVERHANG UM FOR MAXIMUM14 .060 ALUMINUM s� rAeLE r.e rat rAstQlER OVERHANG SEE OVER 1 18 RAFTER SCHEDULE SCHEDULE 0 RIGHT ALTERNATE ATTACHMENT 10 pd 2x4 25-0' 2U -T HEADER SPLICE MUST BE CENIFRED ON POST L19 HEADER SPLICE DETAIL 2- #14 SMS 0 2x6 25'-0 25W EACH SIDE 23'-10' Lattice 105ExpC 2x8 3' X 8' HEADER 0 25-0 25-0 25-0 10 paf 2- 2' X 6 1/2' SIDEPLATES 0 'x 3' 11'fii' ONE EACH SIDE OF POST 2x6 COLUMN 20'-0' 2(7-0' SEE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS IN TABLE 7.7 Seal with permanently flexlble & waterproof sealant CONTINUOUS 2°x6" DOUGLAS FIR LEDGER OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION 1.00'rlln. COVER W/ 0.019" ALUMINUM I SEE GENERAL NOTE #23 1/4' Lag Screw ATTACH LATTICE COVER AS PER L7 Completely Seal with permanently flexible & waterproof sealant 1,00'min,STUCCO ATTACHMENT DETAIL L22 WITH LEDGER BOARD Synthetic Stucco or other non-structural covering (1' max. thick) Sheathing Page 16 of 60 LlvelSnow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" Slid Corer Wind SIZE ,-3" X 8" BOX BEAM HEADER ALUM. "H" BRACKET SAVE OVERHANG 3„ .060 ((-2�IO CC 6" 1 18 24" 3(r* 10 pd 2x4 25-0' 2U -T 1Y-0 .. 7-1' 3'-8" 2x6 25'-0 25W 25'-0' 23'-10' Lattice 105ExpC 2x8 2S-0 25'-0 25-0 25-0 25-0 10 paf 2x4 2(7-0' V3' 11'fii' T-1' 2x6 2(7-0 20'-0' 2(7-0' 2(7-00 IV -7' Lattice=110 Ex C 2x8 2U47 27-0' 2U-0' 204Y 20d.0 20 2x4 2x6 116-0' 164 11'-10' 16-0' 6-10• 16-0' 4-1' 137 7-1" AF 2x8 IV47 18'-0'r16!T 16-U 16.0' 26 p9 2x4 _ 18-0 11:3'2xG 16-0' 16. 9 13'-0' 7_21 16-0'30 pat -2x4 16-02x6 16'-0' 16'-01 1(7-4" T2" 2x8 16'-0 16'-0 16-0 i4' 8' 40 p4 2x4 1'r -a 6-T 3'4' 040' 0`-0' 2x6 14'-0' 140-(7 11'-1" T3 4 -W 2x8. . _ 141x' _ _ 14' 0 14-0' 14'-0 la 4'. 60 pst 2x4 9-10• 4'-0' - U-0' (7-0' (74r 2x6 111-a IRU 6-9' 4.1. 1 2'-2• 2x8 1117-0' 111 0 11-0' 6-0 6'-0' 3" 14 SMS L 6 ,-3" X 8" BOX BEAM HEADER ALUM. "H" BRACKET 3„ .060 �I 0.041'x3"x3" STEEL POST Engineer's Stamp ALUMINUM "H" BRACKET FOR CONNECTING POST TO HEADER (6063T5 ALUM ALLOY) THIS DETAIL MAY . ONLY BE USED WITH DETAIL L29 WAmerimax SUITE 'EONONYSON PARKWAY -BLILDINGPRODUCTS,INC. PLANO, TEXAS 75024 DRAM Ori I TIPS BEJ/CP SCALE. .NTS LT02-2009 n 2 of 3 2- t FOUR #14 SMS EACH SIDE FOR 110 MPH EXP C SLAB ATTACHMENT AND UP TO d=28' FOOTING. 0.024• 0.024' �j° j'0 GALVANIZED HILTI HIT-HY 150 MAX ADHESIVE ANCHOR (ICC ESR 2262) W/ L 2.25' EMBED AND V 0 WASHER OR EQUIVALENT ?,g 3• 3"X 3" 2"X 6.625" 6 5/8' L25 �S, Z9 POST ISIDEPLATES ALUM. FOOTING ALUMINUM BRACKET FOR CONNECTING BRACKET POST TO FOOTING OR SLAB 3• (6063-T6 ALUM ALLOY) �° ,• SINGLE SPAN ATTACHED UNITS ONLY �o.o.•, ; ° REQUIRES SIDEPLATES AS SHOWN IN ••°'• ::• DETAIL L26 SLAB OR FOOT NG 3' SQUARE COLUMN (3004-H34 ALUM. ALLOY) eL 2' x 6.5' SIDEPLATES (3004-H34 ALUM. ALLOY) Alun Bracket (t = 0.060' DETAIL L9 Lattice or Solid Panel `l - 1 #8 SMS 3' x 8' Header #1 (0.042') FOUR #14 SMS EACH SIDE FOR - EACH HEADER 3•x3• POST Lattice or Solid Panels • 6" MIN 0.04Z--x3%tl- Alun. �- 3' x81 Header (0.042') ' x 6' Side Plate MIN #IA 3' x 8' H 3•x3- 2x6.5• SIDEPLP ALTERNATE 1.5" 3"x3" ALUMINUM RAFTER '_=fE 3'X ER T RAFTER #10 OR #14 SMS L30 � ATTACHMENT LATTICE HEADER TOP MOUNT BRACKET 18'0.21' STEEL Fy = 33 ksi BRACKET`` IS 1.094' WIDE 8' ^ VA uscrx WNW (DmV ro-) ALUM s¢ GrxSM NOTE f23 RAFTER #14x1.5* . SMS TOP MOUNT /140.5' •me.a 0.042"x3 "x8" HEADER 6" MI 2"X 6 1 ALUM. S 3" x 8" HEADER CONNECTION 0 Live l i FOR TOP Load Wind Speed ' (psfl 0.024' 16"0/c 24"o/c 10 105 mph Exp B 6 5/8' SEE 13•-4" 90 mph Exp C'-3'•14'-2"105 DETAIL mph Ex C.10" 10'-7" L26 110 mph Exp C 14•-s" 9•-a" 20 110 mph Exp C I 1T-4'• T v 2- t FOUR #14 SMS EACH SIDE FOR 110 MPH EXP C SLAB ATTACHMENT AND UP TO d=28' FOOTING. 0.024• 0.024' �j° j'0 GALVANIZED HILTI HIT-HY 150 MAX ADHESIVE ANCHOR (ICC ESR 2262) W/ L 2.25' EMBED AND V 0 WASHER OR EQUIVALENT ?,g 3• 3"X 3" 2"X 6.625" 6 5/8' L25 �S, Z9 POST ISIDEPLATES ALUM. FOOTING ALUMINUM BRACKET FOR CONNECTING BRACKET POST TO FOOTING OR SLAB 3• (6063-T6 ALUM ALLOY) �° ,• SINGLE SPAN ATTACHED UNITS ONLY �o.o.•, ; ° REQUIRES SIDEPLATES AS SHOWN IN ••°'• ::• DETAIL L26 SLAB OR FOOT NG 3' SQUARE COLUMN (3004-H34 ALUM. ALLOY) eL 2' x 6.5' SIDEPLATES (3004-H34 ALUM. ALLOY) Alun Bracket (t = 0.060' DETAIL L9 Lattice or Solid Panel `l - 1 #8 SMS 3' x 8' Header #1 (0.042') FOUR #14 SMS EACH SIDE FOR - EACH HEADER 3•x3• POST Lattice or Solid Panels • 6" MIN 0.04Z--x3%tl- Alun. �- 3' x81 Header (0.042') ' x 6' Side Plate MIN #IA 3' x 8' H 3•x3- 2x6.5• SIDEPLP ALTERNATE 1.5" 3"x3" ALUMINUM RAFTER '_=fE 3'X ER T RAFTER #10 OR #14 SMS L30 � ATTACHMENT LATTICE HEADER TOP MOUNT BRACKET 18'0.21' STEEL Fy = 33 ksi BRACKET`` IS 1.094' WIDE 8' ^ VA uscrx WNW (DmV ro-) ALUM s¢ GrxSM NOTE f23 RAFTER #14x1.5* . SMS TOP MOUNT /140.5' •me.a 0.042"x3 "x8" HEADER 6" MI 2"X 6 1 ALUM. S 3" x 8" HEADER CONNECTION 0 Live MAX "L`' FOR TOP Load Wind Speed OR SIDE MOUNT (psfl and Exposure 16"0/c 24"o/c 10 105 mph Exp B 21'-8" 1a• -sem 110 mph Exp B�21Y-V 13•-4" 90 mph Exp C'-3'•14'-2"105 G . mph Ex C.10" 10'-7" 110 mph Exp C 14•-s" 9•-a" 20 110 mph Exp C I 1T-4'• T v w� NOT ALLOWED IN SNOW LOAD AREAS L 2* SEE GENERAL NOTE #9 FOR ATTACH PER CORROSION PR❑TECTI❑N TABLE 7.5 1' MIN GAP BETWEEN EXISTING EAVE LEDGER AND ROOF FOR WOOD FRAMING DRAINAGE ALUM ALL HOUSE PENETRATIONS RAFTER MUST BE COMPLETELY AND #14X1.5' SCREWS PERMANENTLY SEALED 6 PLACES 0.125•x1.5'x1.5• STEEL (Fy=33 KSI) •L' BRACKET 2' SPACING L2 8 BETWEEN SCREWS IDE MO N B CKET L27 ALTERNATIVE SPLICE FOR ATTACHED UNITS EAVE ATTACHMENT /d• EAVE OVERHANG AND 'L' MUST ALSO COMPLY WITH DETAIL L17 LEDGER BOARD ICC ESR 1398 (2009 IBC) 10/11/2011 Page 17 of 60 1 4:" m 4- #14 SMS EACH SIDE • 2,75' #14 x 3/4' SMS ALUMINUM CKET WITH SIDEPLAT VIL �Q' FOFCALI1 0 OCT 2O 2O1 SEE SHEr M8 FOR STEEL POST REQUIRED SLAB FOR CONSTRAINED 3/8' x 9' STEEL FOOTINGS REBAR EMBEDDED AT 'B' DEPTH G . d < 33' B = 9' I� B d<38' B=12' d<46' B=18' d<51' B=,24'.:a. 0 :p. d t -L-4 3" v -o. : a Engineer's Stamp � 4 CONCRETE FOOTING L29 d i FREESTANDING OR ATTACHED STRUCTURE COLUMN TO FOOTING CONNECTION DETAIL Amel'Imax 5208 TENNYSON PARKWAY BUIIDDVCPRODUCTS 1NC SUITE 100 1 � PLANO, TEXAS 75024 NTS LT03-2009 3 of 3 SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES 2.5" x6" Super Six (Multispan) Detail- N3, A 3.5"x12" Super 12 (Multispan) Detail D 2.5" x 12" Mark X (Multispan) Detail B 2"x6" Flat Panel (Multispan) Detail N2, C Ground Panel Wind Speed and Exposure Ground I Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B lExposure C Snow Loadl Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C (psf) (in) 85 1 90 1 85 90 psf) I (in) 85 1 90 85 90 s (in) 85 1 90 85 90 (psf) (in) 85 90 85 90 10 0.018 9'-7" 9'-7" 9'4" 8'-6" 10 0.018 6'-4" 6'-4" 5'-9" 5'-3" 10 0.018 6'-5" 6'-5" 5'-11" 5'-5" 10 0.018 9'-7" 9'-7" 9'-0" 8'-6" LIVE 0.024 11'-9" 11'-9" 11'-0" 10'-5" LIVE 0.024 10'-2" 10'-2" 9'-5" 8'-9" LIVE 0.024 9'-2" 9'-2" 8'-6" 7'-10" LIVE 0.024 11'-6" 11'-6" 10'-9" 10'-2" 14'-3" 0.032 14'-2" 14'-2" 13'4" 12'-7" 13'-3" 0.032 14'-6" 14'-6" 13'-6" 12'4" 11'-11" 0.032 12'-2" 12'-2" 11'4" 10'-7" 12'-5" 0.032 13'-10" 13'-10" 12'-11" 12'-3" 15'-3" 0.036 15'-4" 15'-4" 14'-5" 13'-8" 14'-2" 0.036 16-0" 16-0" 15'4" 14'-2" 1 1 0.036 12'-1" 12'-1" 11'-3" 10'-7" 13'-3" 0.036 14'4" 14'-4" 13'-9" 13'-3" 20 0.018 8'-0" 8'-0" T-8" 7'4" 20 0.018 4'-1" 4'-1" T-7" 3'-7" 20 0.018 4'-5" 4'-5" 3'-11" 3'-11" 20 0.018 8'-1" 8'-1" T-8" 7'-4" LIVE 0.024 9'-10" 9'-10" 9'-5" 9'4" LIVE 0.024 8'-2" 8'-2" 7'4" 7'-4" LIVE 0.024 7'-4" 7'-4" 6'-11" 6'-6" LIVE 0.024 9'-8" 9'-8" 9'4" V-10" 12'-5" 0.032 11'-11" 11'-11" 11'-5" 10'-11" 11'-6" 0.032 12'-0" 12'-0" 11'-5" 10'-11" 10'-8" 0.032 V-11" 9'-11" 9'-5" 8'-11" 10'-10" 0.032 11'-7" 11'-7" 11'-1" 10'-8" 13'-3" 0.036 13'-0" 13'-0" 12'-5" 11'-10" 12'-4" 0.036 13'-6" 13'-6" 12'-10" 12'-4" 11'-0" 0.036 9'-11" 9'-11" 9'-5" 9'4" 11'-6" 0.036 12'-7" 12'-7" 12'-0" 11'-6" 25 0.018 8'-0" 7'-8" 7'-4" 7'-4" 25 0.018 4'-1" 4'-1" 3'-7" T-4" 25 0.018 4'-5" 4'-5" 3'-11" 3'-9" 25 0.018 8'-1" 7'-8" 7' 4" 7'-4" 10'-6" 0.024 9'-10" 9'-5" 9'-0" 9'-0" V-6" 0.024 8'-2" 7'-9" 7'-4" T-4" T-9" 0.024 7'-4" 6'-11" 6'-6" 6'-6" 8'-3" 0.024 9'-8" 9'-3" 8'-10" V-10" 12'-5" 0.032 11'-11" 11'-5" 10'-11" 10'-11" 11'-6" 0.032 12'-0" 11'-5" 10'-11" 10'-11" 10'-8" 0.032 V-11" 9'-5" 8'-11" 8'-11" 10'-10" 0.032 11'-7" 11'-1" 10'-8" 10'-8" 13'-3" 0.036 13'-0" 12'-5" 11'-10" 11'-10" 12'-4" 0.036 13'-6" 12'-10" 12'-4" 12'-4" 11'-0" 0.036 9'-11" 1 9'-5" 9'-0" 9'-0" 11'-6" 0.036 12'-7" 1 12'-0" 11'-6" 1 11'-6" 30 0.018 T-8" 7'-4" 7'4" 7'4" 30 0.018 V-10" 3'-7" 3'4" T-2" 30 0.018 4'-2" X-11" 3'-9" 3'-6" 30 0.018 T-8" 7' 4" 7'-1" 7'-1" 9'-1" 0.024 9'-5" 9'-0" 8'-8" 8'-8" T-11" 0.024 T-9" 7'-4" 6'-11" 6'-11" 7'-6" 0.024 6'-11" 6'-6" 6'-2" 6'-2" 8'-0" 0.024 9'-3" 8'-10" 8'-6" 8'-6" 11'-11" 0.032 11'-5" 10'-11" 10'-0" 10'-6" 11'-1" 0.032 11'-5" 10'-11" 10'-5" 10'-5" 9'-3" 0.032 9'-5" 8'-11" 8'-6" 8'-6" 10'-5" 0.032 11'-1" 10'-8" 10'-3' 10'-3" 12'4" 0.036 12'-5" 11'-10" 11'-5" 11'-5" 0.036 0.036 12'-10" 12'-4" 11'-9" 11'-9" 10'-7" 0.036 9'-5" V-0" 8'-7" 8'-7" 11'-1" 0.036 12'-0" 11'-6" 11'-1" 11'-1" 40 0.018 6-9" 6'-9" 6'-6" 6'-3"40 2'-6" 0.018 3'-2" T-2" 2'-10" 2'-8" 40 0.018 3'-6" T-6" 3'-3" 3'-1" 40 0.018 V-10" V-10" 6'-7" 6'-5" 8'-4" 0.024 8'-4" 8'-4" 8'-1" 7'-10" 6'-8" 0.024 6'-7" 6'-7" 6'-3" 6'-0" 6'-10" 0.024 5'-11" 5'-11" 5'-7" 5'-4" 7'-4" 0.024 8'-2" 8'-2" T-11" 7'-8" 10'-10" 0.032 10'-2" 10'-2" 9'-10" 9'-6" 9'-2" 0.032 10'-0" 10'-0" 9'-8" 9'-4" 8'-6" 0.032 8'-2" 8'-2" 7'-10" 7'-6" 8'-7" 0.032 9'-10" 9'-10" 9'-6" 9'-3" 11'-7" 0.036 11'-0" 11'-0" 10'-8" 1 10'4" 10'-9" 0.036 11'-4" 11'-4" 10'-11" 10'-6" 8'-9" 0.036 8'-2" 8'-2" 7'-11" 7'-7" 9'-2" 0.036 10'-8" 10'-8" 10'-4" 10'-0" 60 0.018 5'-5" 5'-5" 5'-5" 5'-5" 60 0.018 2' 4" 2'-3" 2'-1" 2'-0" 60 0.018 2'-10" 2'-10" 2'-7" 2' 4" 60 0.018 5'-7"L' 7" 5-7" 5-70.024 T-5" 6'-10" 6'-10"6'10"6'-10" 6'-1" 5'-6" 5' 4" 0.024 4'-11" 4'-11" 4'-7" 4'-6" 6'-1" 0.024 4'-5" 4'-5" 4'-1" 4'-0" 6'-6" 0.024 6'-8"'-8" 9'-5" 6'-8" 6'-8" 8'-10" 0.032 V-3" 8'-3" 8'-3" 8'-3" 8'-2" 0.032 8'-0" 8'-0" 8'-0" 8'-0" T-7" 0.032 6'-4" 64" 6'-4" 6'-4" T-8" 0.032 VA '-1" 8'-1" 8'-1" 9' 6" .036 9'-0" 9'-0" 9'-0" 9'-0" 8'-9" 0.036 9'-1" 9'-1" 9'-1" 9'-1" 7'-10" 0.036 6'-5" 6'-5" 6'-5" 6'-5" 8'-2" .. C A Q 0.036 8'-9"'-9" 8'4" 8--9-- '-9"TABLE TABLE4.1 TABLE 4.2 TABLE 4.3 TABLE 4.4 SINGLE SPAN TABLES NOTE: PANELS MAY OVERHANG 25% OF THEIR CLEARSPAN 9"..a" mht r)-.1 rCi-1. -q-n n.t.a N9 C Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B lExposure C Snow Load Gauge Exposure BExposure C Snow Load Gauge Exposure B Exposure G Snow Load Gauge Exposure B Exposure C 1 (psf) (in) 85 90 85 90 (psf) (in) 85 90 85 90 (psf) (in) 85 90 85 90 (ps (in) 85 1 90 85 90 10 0.018 11'-0" 11'-0" 8'-10" 8'-2" 10 0.018 V-11" 5'-11" 4'-1" X-10" 10 0.018 7'-7" 7'-7" 6'-11" 6'-10" 10 0.018 8'-6" 8'-6" T-8" 7'-8" LIVE 0.024 13'-7" 13'-7" 12'-9" 12'-0" LIVE 0.024 12'-9" 12'-9" 11'-11" 11'-3" LIVE 0.024 11'-3" 11'-3" 10'-6" 9'-0" LIVE 0.024 11'-11" 11'-11" 11'-2" 10'-7" 6' 0.032 16'-1" 16'-1" 15'-1" 14'-3" MAX 0.032 15'-0" 15'-0" 14'-1" 13'-3" MAX 0.032 12'-11" 12'-11" 12'-5" 11'-11" 8' 0.032 13'-10" 13'-10" 13'-2" 12'-5" 6' 0.036 17'-2" 17'-2" 16'-1" 15'-3" 8' 0.036 16-0" 16'-0" 15'-0" 14'-2" 6' 0.036 13'-5" 13'-5" 12'-11" 12'-5" 1 10' 0.036 14'4" 14'-4" 13'-9" 13'-3" 20 0.018 8'-6" 8'-6" 7'-10" 7'-10" 20 0.018 4'-1" 3'-10" 3'-4" 3'-2" 20 0.018 6'-7" 6'-7" 6'-1" 6'-1" 20 0.018 7'-4" 7'-4" V-10" 6'-10" LIVE 0.024 11'-5" 11'-5" 10'-11" 10'-6" LIVE 0.024 10'-8" 10'-8" 9'-1" 9'-1" LIVE 0.024 8'-7" 8'-7" 8'-0" 8'-0" LIVE 0.024 9'-2" 9'-2" 8'-6" 8'-0" 7' 0.032 13'-7" 13'-7" 13'-0" 12'-5" MAX 0.032 12'-7" 12'-7" 12'-0" 11'-6" MAX 0.032 11'-6" 11'-6" 11'-1" 10'-8" 12' 0.032 11'-10" 11'-10" 11'-3" 10'-10" 9' 0.036 14'-6" 14'-6" 13'-10" 13'-3" 12' 0.036 13'-6" 13'-6" 12'-11" 12'-4" 9' 0.036 12'-0" 12'-0" 11'-5" 11'-0" FOR PANEL/HEADER COMBINATIONS Table 4.10 0.036 12'-7" 12'-7" 12'-0" 11'-6" 25 0.018 8'-6" 8'-6" 7'-10" T-7" 25 0.018 X-10" T-10" 3'-4" T-2" 25 0.018 6'-7"6'-7" 3' 6'-1" V-11" 25 0.018 7'-4" 7'-4" 6'-10" 6'-7" 4' 0.024 11'-5" 10'-11" 10'-6" 10'-6" 2' 0.024 10'-8" 9'-9" 9'-1" V-6" 4' 0.024 8'-7" 8'-7" 8'-0" T-9" 2' 0.024 9'-2" 9'-2" 8'-6" 8'-3" 4' 0.032 13'-7" 13'-0" 12'-5" 12'-5" 2' 0.032 12'-7" 12'-0" 11'-6" 11'-6" 5' 0.032 11'-6" 11'-1" 10'-8" 10'-8" 2' 0.032 11'-10" 11'-3" 10'-10" 10'-10" 5' 0.036 14'-6" 13'-10" 13'-3" 13'-3" 2' 0.036 13'-6" 12'-11" 12'4" 12'-4" 5' 0.036 174" 11'-5" 11'-0" 11'-0" 2' 0.036 12'-7" 12'-0" 11'-6" 11'-6" 30 0.018 8'-2" T-10" 7'-7" 7'-4" 30 0.018 S-7" 3'-4" X-2" 2'-10" 30 0.018 6'-4" 6'-1" V-11" V-8" 30 0.018 T-1" 6'-10" 6'-7" 6'-5" 7' 0.024 10'-11" 10'-6" 9'-5" 9'-1" 3' 0.024 9'-5" 9'-1" 8'-6" T-11" 7' 0.024 8'-3" 8'-0" 7'4" 7'-6" 3' 0.024 V-10" 8'-6" 8'-3" 8'-0" 7' 0.032 13'-0" 12'-5" 11'-11" 11'-11" 3' 0.032 12'-0" 11'-6" 11'-1" 11'-1" 7' 0.032 11'-1" 10'-8" 9'-7" 9'-3" 3' 0.032 11'-3" 10'-10" 10'-5" 10'-5" 7' 0.036 13'-10" 13'4" 12'-9" 12'4" 4' 0.036 12'-11" 12'4" ll' -10"111'-10" 0.036 8' 0.036 11'-5" 11'-0" 10'-7" 10'-7" 4' 0.036 12'-0" 1 11'-6" 11.4. 11'-1" 40 0.018 7'4" 7'-4" V-11" 6'4" 40 0.018 3'-2" T-0" 2'4" 2'-6" 40 0.018 5'-8" 5'-8" 5'-5" 5'-3" 40 0.018 6'-5" 6'-5" 6'-0" V-10" 0.024 Y-1" 9'-1" 8'-7" 8'-4" 0.024 7'-11" 7'-11" 7'-1" 6'-8" 0.024 7'-6" 7'-6" 7'-1" 6'-10" 0.024 8'-0" 8'-0" 7'-6" 7'-4" 0.032 11'-6" 11'-6" 11'-2" 10'-10" 0.032 10'-8" 10'-8" 9'-5" 9'-2" 0.032 9'-3" 9'-3" 8'-9" 8'-6" 0.032 9'-5" 9'-5' 8'-10" 8'-7" 0.036 12'-4" 12'-4" 11'-11" 11'-7" 0.036 11'-5" 11'-5" 11'-1" 10'-9" 0.036 9'-6" 9'4" 9'-0" 8'-9" 0.036 10'4" 10'-8" 9'-5" 9'-2" 60 0.018 6'-5" 6'-5" 6'-2" 6'-0" 60 0.018 2'-5" 2'-4" 2'-2" 2'-1" 60 0.018 4'-10" 4'-8" 4'-4" 4'-2" 60 0.018 5'-7" 5'-7" 5'-4" V-3" 0.024 7'-11" 7'-11" 7'-7" T-5" 0.024 6'-1" 6'-1" 5'-6" 5' 4" 0.024 6'-6" 6'-6" 6'-3" 6'-1" 0.024 7'-0" 7'4" 6'-8" 6'-6" 0.032 9'-5" 9'-5" 9'-0" 8'-10" 0.032 V-9" 8'-9" 8'-4" 8'-2" 0.032 8'-1" 8'-1" 7'-9" T-7" 0.032 8'-2" 8'-2" 7'-10" T-8" D.036 10'-1" 10'-1" 10'-1" 9' 6" 0.036 9'-5" 9'-5" 9'-0" 8'-9" 0.036 8'-4" 8'-4" 8'-0" 7'-10" 0.036 8'-9" 8'-9" 8'-5" T. 8'-2" .. C A Q .vv .v..v ��vv... ..T%�fCSIC'4.,,�••• IMOLC 9.0 kmerimax Building od is i208 Tennyson Par ay 6 . 1 9 31ano, Texas 75024 .61 0/ 01 'arl Putnam, P. E. 1441 Ivylink Place VIL VA 245 _ynchburg, OFCAL* 434) 384-2514 .arlputnam(cDcomcasLnet OCT 20 2011 MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#10 SCREWS =OR PANEUHEADER COMBINATIONS Table 4.9 Panel # of #10 screws PER FOOT to attach panel to header Headers Gauge 1 1 2 1 3 1 2 I 3 4 2 I 3 I 4 I 5 (in) 90 mph Exp B 90 mph Exp C 110 mph Exp C Dble 2x6.625 0.018 3' 6' MAX 4' MAX MAX 3' 4' MAX MAX RF Fascia 0.018 3' MAX MAX MAX MAX MAX MAX MAX MAX MAX 3x8 0.018 3' 6' MAX 4' MAX MAX 3' 4' MAX MAX All Others 0.018 3' 6' MAX 4' MAX MAX 3' 4' MAX MAX Dble 2x6.625 0.024 4' 8' 12' 6' 9' MAX 4' 6' MAX MAX RF Fascia 0.024 4' MAX MAX MAX MAX MAX MAX MAX MAX MAX 3x8 0.024 4' 8' 12' 6' 9' MAX 4' 6' MAX MAX All Others 0.024 4' 8' 12' 6' 9' MAX 4' 6' MAX MAX Dble 2x6.625 0.032 5' 10' MAX 7' 11' MAX 5' 7' 10' MAX RF Fascia 0.032 5' MAX MAX MAX MAX MAX 5' MAX MAX MAX 3x8 0.032 5' 11' MAX 8' 12' MAX 5' 8' 10' MAX All Others 0.032 5' 11' MAX 8' 12' MAX 5' 8' 10' MAX Dble 2x6.625 0.036 5' 10' MAX 7' 11' 15' 5' 7' 10' 12' RF Fascia 0.036 6' MAX MAX MAX MAX MAX 5' MAX MAX MAX 3x8 0.036 6' 12' MAX 9' 13' MAX 6' 9' 12' MAX All Others 0.036 6' 12' MAX 9' 13' MAX 6' 9' 12' MAX 'MAX' means the maximum possible tributary width Minimum number of screws is on per panel MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS FOR PANEL/HEADER COMBINATIONS Table 4.10 Panel # of #14 screws PER FOOT to attach panel to header Headers Gauge 1 1 2 1 3 1 I 2 I 3 1 I 2 I 3 I 4 (in) 90 mph Exp B 90 mph Exp C 110 mph Exp C Dble 2x6.625 0.018 4' 8' MAX 3' 5' MAX 2' 4' S' MAX RF Fascia 0.018 4' MAX MAX 3' MAX MAX 2' MAX MAX MAX 3x8 0.018 4' 8' MAX 3' 5' MAX 2' 4' 5' MAX All Others 0.018 4' 8' MAX 3' 5' MAX 2' 4' 5' MAX Dble 2x6.625 0.024 5' 10' MAX 4' 7' MAX 2' 5' MAX MAX RF Fascia 0.024 5' MAX MAX 4' MAX MAX 2' MAX MAX MAX 3x8 0.024 5' 10' MAX 4' 7' MAX 2' 5' MAX MAX All Others 0.024 5' 10' MAX 4' 7' MAX 2' 5' MAX MAX Dble 2x6.625 0.032 7' 14' MAX 5' 10' MAX 3' 6' 10' MAX RF Fascia 0.032 7' MAX MAX 5' MAX MAX 3' MAX MAX MAX 3x8 0.032 7' 14' MAX 5' 10' MAX 3' 6' 10' MAX All Others 0.032 7' 14' MAX 5' 10' MAX 3' 6' 10' MAX Dble 2x6.625 0.036 7' 14' MAX 5' 10' 15' 3' 6' 10' MAX RF Fascia 0.036 7' MAX MAX 5' MAX MAX 4' MAX MAX MAX 3x8 0.036 8' MAX MAX 5' 11' MAX 4' 7' 11' MAX All Others 0.036 8' MAX MAX 5' 11' MAX 4' 7' 11' MAX