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05-2473 (PAT)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 05-00002473 Property Address: 43227 CORTE DEL ORO) APN: 609-380-997-8 -293233- Application description: PATIO COVER - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 7980 Applicant: Architect or E c&tit 4 Xfv-Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: GREGORY MANGUS 43227 CORTE DEL ORO LA QUINTA, CA 92253 ( o Contractor: �UN 2 4 1005 Owner fli 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 Professionals Code, and my License is in full force and effect. License Class: License No.: Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 91commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(sl licensed pursuant to the Contractors' State License Law.). (_ 1 I am exempt under Sec. , B.&I�,q. for this reason Date: Owner: 1"-4, l Y"CONALWIION LENDING A NCY I hereby affirm under penalty of perjury that there is a 96nstruction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: I:QPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 6/23/05 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier - - - - - - ----------- - - - - -- Policy Number 1 certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so to become subject to the workers' compensation laws of California, and agree that, if I sh d b come subject to the workers' compensation provisions of Section `/- 3700 of the Labor dem shall forthwith comp wi hose provisions. Date: p f Applicant: WARNING: FAILURE TO SECURE WORKE S. OMPENSATION CO RAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FI ES 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 th ove information is correct. I agree to comply with all city and county ordinances and state laws relating to b ildin construction, and hereby authorize representatives of this county to enter upon upon the above-mentioned pro erty cr inspection Date: (�� nature (Applicant or Agent):( Application Number . . . . . 05-00002473 Permit . . . PATIO COVER PERMIT Additional desc . Permit Fee . . . . 99.00 Plan Check Fee 64.35 Issue Date . . . . Valuation . . . . 7980 Expiration Date . . 12/20/05 Qty Unit Charge Per Extension BASE FEE 45.00 6.00 9.0000 THOU BLDG 2,001-25,000 54.00 ---------------------------------7------------------------------------------ Special Notes and Comments 50' X 121LATTICE PATIO COVER IN REAR YARD PER ALUMAWOOD CALCS & SITE PLAN. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STRONG MOTION (SMI) - RES .79 Fee summary Charged -------------------- Paid Credited -------------------- Due ---------•-------- Permit Fee Total 99.00 .00 .00 99.00 Plan Check Total 64.35 .00 .00 64.35 Other Fee Total .79 .00 .00 .79 Grand Total 164.14 .00 .00 164.14 LQPERMIT PROPOSED PATIO COVER FOR GREGORY AND DEBORAH MANGUS iv 43227 CORTE DEL ORO LA QUI NTA, CA 92253 OWNER / BUILDER N LA QUINTA$ SAFETY DEPT.ROVEDNSTRUCTION A RE -INSPECTION FEE OF $30 WILL BE CHARGED IF THE APPROVED PLANS AND JOB CARD ARE NOT ON THE SITE FOR A SCHEDULED INSPECTION. NO EXCEPTIONS! = N E W R O S C A N P R O P E R T Y P ROP X L S= Raie�ere3de (CA•J * * * aaaaapamacaaammamamaaaaoaaama * * <<< OWNSRSRIP INFORMATION >>> * mammaeommmmaammmaaaaamaaaaamx= * * .* Parcel.Number :609 380 024 S: T: R: Q: * Ref Parcel: # Pos Interest: * Opener Name :Mangue Gregory P/Deborah L * Coowner * Site Address :43227 Corte Del Oro La Quinta 92253 * Mail Address :43227 Corte Del Oro La Quinta Ca 92253 * Telephone :Owner: Tenant: * * * axxaapaamaaaemmcaacaaaaaamaaaaxaaaa• * * <<< SALES AND LOAN INFORMATION >>>' * aaaaapa;xxamacxxx=aaaax=xxsamammaa * * * * Transferred :11/30/2004 Loan Amount * Document # :950306 Split Lender * Sale Price :$486,000 Full Loan Type * Deed Type :Corporation Interest Rate * W Owned Vesting Type * aa=xaaaaaaaxaaa=sCmaaaaxcxccaaaam=masa * . . * <<< ASSESSMENT AND TAX INFORMATION >>> * 'sxaaaa=mom=aaaaaa=s=caa==aaac====-==ana * * * .* Land :._ Exempt Type * Structure Exempt Amount * Other Tax Rate Area � * Total Taxes * 8 Improved .. * * * asaaccaaaaxcaaaaaaxac-=xxxaa �' * <<< PROPERTY DESCRIPTION >>> * maamaaaamaaaaanamaaamaaaaaga * Map Grid * Census :Tract: Block: * Land Use : * Legal 355 1 8-4 -rte �g323-3� :29323-3 * Sub/Plat * Book Page: �' aaaanaannmaaaaaasnaaaa=aaaaaaaaa * <<< PROPERTY CHARACTERISTICS->>> � .. aaaaaa=aaaaa=aaaaaa=aaaxaaaaaaaa * Bedrooms Stories YearBuilt: AgPreserve * BathFull .. Units miscimprv: + • Bath3Qtr s Bldg SgFt: Street ADDITIONAL * BathHalf Gar SgFt : Waterfrut: * Fireplee Gar Type : Elect Svc: RmAddtns * Cntrl at : Lot Acres: Gas Svc RmAddSF * CntrWC Lot SgFt WaterSrce: AddGarType * Pool. Roof Type: SewerType: OthrPkgng *. r * hformadon compiled from various sources. Rett Esmte Solutions makes no represent Wam or warranties as to the accumcy or c&vletmm of information contained in this report N 7pea"OPLA WWA OOLWYCPNWM !!: BIA7PCIRCALFO R M smw J or 4 SKMI TRACT NO. 29323-S MMASLOM'AlX.WCfAI�OMONA^7MOCVA?WIV'4CPM7KVVVCPTQWA I IOM RVVM?AW SMDMV"W DSMV!ANDARIONO Vt NItN6R iNSINURIN6. INC. sm I jI I , e�,u ca oozy dual tsrAres-.u,IHrr Na, ar a�a.� ae/r-ra, os. I y I tmWT-'teVIM dos w r'---r--i-r- I � •� •''.� e � � e4 � � ae � ee I er I ed � All AM IilAOlYR�E Ou su LOTH • LOU ROIs • 1.18 AM � O.V7Ad� 'S� � //� AMM sW a0l mw • MAIN snlm taw }r \ eteo dv Fes A. 02 m • 'fs �� w\ �� An Atm so i O \ . //^� Oar 44 46 ♦ � 41 I now cm .02 lip G f/ do are a4 94 40 MJ AM VOW ma ea � - 26 � 1 24 1 1 20 tj 04 d of I I 6e as SMW 2 MR VxMYlY W" NCI@ SM D Eff 4 �, pl, lo� ;.i -1 Ift 'PAO fir Post Sp!! Y Requbw SW C -Bum insert, Steel Poets, mW Foot= oc, Co y /00 i a, Par 213 ipsir' 313 PSF FRoircurtom SNOW LOAD SNOW LOAD ISF40W LOAD 13 FT. 149 3" 71291 1 sip 3" FT. 189 390 1.2 FT. 1.99 1 ff IBI 3" 14 FT. r 179 1p" 17, Off Requbw SW C -Bum insert, Steel Poets, mW Foot= oc, Co y /00 * U a 5tW C -Beam and Post karts art: incttaded, refor to these pages fOt insta&tiptt * Sw C-Daw & Reaw Brackets to Ktder A. 'fiats offow ad cap of do Boder, dm alias do C43= inert iato da raft teach of ft Ruderheptaoe the deader end. cap. This atop Wy We taaa people m camPplM IL Amick the 8tfierBndlar D F.1 eoto the seam 910 of &OH=da. Uft a IN' bit, De. trap bebat tt mu* the bm*s*. b da, and b=L Thea tam taro •8 3t 314" t M" scemlra p w bnwat 7beaz ftdd be mead egnaVy$otn aa'h said Oft 2C M40 tae'" tg us* the tame as thelredgsaaver. rxrSm p x r �X—f--W 24- -- --• 24- — +-- pat" --J—x� SEAM SIDE `r x V HEADER #5 x 3W SHEET -1 a X 2 i S R? est,w?re M CREWS 5. IwteR Bottom k+nst Dradwin -1�4 eo�r�oap ti,!Jb� «iia' dt p�t�7tisa'lle� �a?S;�"��D#a' rlsgpp,»y+rFae s�adlbTalat aochpolt Maft am em do Pon WEbe tawwb ae bn d ore ae fo mer. A. Sav a dwA hoe oto ate stab ar%otsr parW to is le ftw boor& 1% 91a1 -e0 is gmcglay 1r' IM &M rtes k9*of the w ft,t. TLen lixv s do&YM pgpMia4Nto thebm'Wis4dmgrho seam tunes atom Scat andlmRellsHa w IL F 312" l*dtau*=paFI0. doep ba the oaw itc neimg - s �" msagary bit Iht+oogA tlae�a in the.poat btaalet Heath aMq ooateea deblsm and bkow the debeis avt a�f the bore. . G Mala sue Bim bne�v ate tgvrob to tote bmTdr ins wets and sttacA the ctaveetedpott btadaes eo theoaaattevA fe318" x 3112" sonata awAm. Tisbft wt mat m Iloots�l P►Osts A- Mftftftd pOM lu!gt ftvOA tliecDft lett * of dtepbat IL Stat apoet OM *e top of advvaW ob= bcbObt a 556" b[t pro. "tbenoeh is pat and i>is m . M" ata we is ft baaeTpet. c tune a tom, Wx4sum ftpwfe plumb end bMU the sue' bah*& aro +ate and mt. Mdz wM4bb*b h taeod tt"y bol lite agm Ppgb asatt o way. Sora f a par ea► LOM fa/nWl* COM ratltf� dela 4bi7r OMAMWILUIN aR emME*' v'SeBer m pre lObter ottto'detst�t��t eaRi pe IMl I I -OA II ailft 8� m tm Side Hates mw SWPAM"" fiat&" b,mers rp�►id tem Jbmn • . lnftff Hea4 A►. Set the herder am top of fie poft Mabe an _tOrd=bMi IBSMautopofdoheaftsad rmeop with*Anftt * , oofba bdgm boa& iL Uft aheel, cheaptp nwh me thatdee header b IML Mat the hfadet wbeae the colodd post bertal I will be pbced. G Uft ftm pmkW ii4:3!4" TiM smears. as both ddw.soth6 ft colooW eoaooefo- bfadmt everLQ the hemdesriaa pattaaa R��c ►pmt Dr. sa rue teaadar in place oD top of dna porta. Usi�lbreapatooedll4��/4"?BS:�. an out Alda, atucb dee coloidtl e0000cP btadoot f va* to ndepfttefa. (pmuwoc, 8 ]Repeat dds nw waft itrtflltimng poorL A» Picas t tide pbtte m deaf it oeamaed on deepest 1yl'esstame 1Z" Eeoov esebotatm ofine: tiAeplsb asd dtt�l a5/8"bob tbtftatgb oae nide sntd dte tbam, enatlq� seem sotto paces fbe other sade >h. PURUM with a U6" b. tbm plsoe a #14 x SW mew the rtpLme itt UL G ]detfmup?raa amft bhaft ft, feaeat�roles fo be dam» a S/g" beoia ibb d>emse#a fe dbese befoae; nulcf� aaee3 stat b poottioere the a� atde. D. Use a kvd Ot dw*dwt a lidoplsta b Pbm*md Pyloge angopM. . Pnodffl waa Yrbid, thanph=aS14s bola as dme become. F. DsiIEfoeaheleaibautLes�ptaeeaas�iofee iCL Poe�rm aritb a 7�/8" bif;ll p a IN4: Wr SM Mo- ibex ft 4 help *me& IL pine fhe Nr pWV rob the hales. L Rs pe(a ttefes on the apposite side of �paedaodtit�►� . - ..I/ 1• '° To t:o Unue the WatallatimN p tet m to "r S for *0 &W steps.# wreR�o>•nn oa � sin► . der ora � 1*1 I -h12 W '° To t:o Unue the WatallatimN p tet m to "r S for *0 &W steps.# I ! rxlr HEAUM rx3"P05f5 � . LAT E BUD CAP u►rnCE TUBM rxS'lJrRAFTM r:6lJr3W PLffM arum W rxrL 3amcKm t * U so etre a dami"ftumbown . - ucdms 11\1\\\111\111�\1111\11�� , X1\11\1'�� 1,;11�1,� r VA f — ,i1111111�r► �Ilk 111\\\1'.1,\\1'111\.IF1''.1`,\11\l'.1,111',11i 111'1`:'i11;11t "" r _ • P A B q M `�� o ► r , meTUC lon orop Port We this �On' `V. `` Eo PhoKF9 prepare G yme ? FFS P�G1S fjReO - •y ' that IOmmy djVe . SV Pe"lon and RF• TUCtq • duty Rtg.1e1E)d F?Of0^r ENGINEER N0. 14275 S10n01 Engin6er under the ICWs ry z PROFESSIONAL- _ Of.Tt1e Slate Of MlnnesUi•�. a JCBO ES EVALUATION REPORT NO ER -2621 P ENGINEER 6385 No.. R. F. TUCKER a� -' Gi"EEP �Q r�PAGES DRAWING TABLE OF CONTENTS a 33293 - `+` a No. 2:. OF 2 PAGES SUCK �CNPt ENCIpF 97GN01 GENERAL NOTES' Q,E Fq VSs;.. Fq ti<► 'o Qo�Bssbna/E 97GN02 n„�.. �`� a H °�• � 2 � W �° RAYMOND F. m 21152 2 PAGES 97SC01 STRUCTURAL CONFIGURATIONS ��. FUCKER R. F. — 97SCO2 `� c�,= fJ '+. : ,_ 4•; W ' TUCKER O ��` glvi4.:-oa� sr .• :"/ eX d`..... nee. .� 1 PAGE 1.0 ROOF PANEL SPANS AND OVERHA ATIO IAL STIR 2 PAGES 11 12 13 14 IS 16 17 1S 19 I I I 2.0 FREESTANDING AND ATTACHED PATIO STRUCTURES 3.0 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES 'A �43TZij�F, �4q St At } pFESS/p '•.,��• • 'hof NEW— ... ,��,•` O - '••N9� -1Pc TUCKER '; z No. 40222 �NIZ " `, • pNAI ENV OF NE*”" 0 • `�• � OF Mr. .. N T 4C) .-.44, , R. F TUCYIF NUMOER TUCKER 13084 PE AfG13TEftEO �2 -`�.: S/ NAL � �`'o.,Ay/JFCSglpt�p`�,+••'o PF t i' k� rrrur` .�`E L CR.CKER flROFESSIONAI529 PE 4074r eps •' uinr Al ..., k!_r•J„a[7 ., 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE;$°p CNT PARTS ANCTION DETAILS -41 Vic' �Vt �t ,N E� algs a• �� 8440 u v¢owswrus �: y E� a 4's' 6352, ' ' A No. 14109` - R. F. TUCKER %� '•N�• 2132, OREGON R. 1UCKFf, -••.,.• r .aE .NGNJEEG �t OF Imo. l., ':G• �� F H0. ./!:, • ,� .7,�, .�•� _�'• + •rH i)PK�: /////lllllls::.. GST 22 ,�\ YnD2y'1•E ws<•. fG�' �• `,. �7;iG� 3 y u V� 1 Lt:. ``,, COMPONENT PAiaMTMOZONNECTION DETAILS FOR_FAMM040MMERICIAL LATTICE STRUCTU R. . . ..;SQL. ,,:;I•IAL Es R. F. TUCKER' No. 032085 - ts..J`JNAL EP�' r' I.Ili '-4•. • ... -• Al E ++`\`\ pF ��, ; •♦ ZH CAR ;'°•. ABAtij'''. �O `•. l �pN NCI,y o► o+` E M '�. �ON7gN 0� `�'/'%•�': F •. �FOf NEW** QF,TUC14c9 �gS •........, F<e9 �st� I't►y ```O�pl •.......... p'''% 4 •'•'�'•~ESSI q . P`G%STEfr�, y • W R. F. y ' •;' f U 9�' i ,r � ND �• °� , '° : • '•• G . � 0� ON''• TUCKER _ '�c C;F•. : ,\ o No. 14275; •T Z • �•��• c�ay�'�i0o by of MOND '9' +� ' 'tn* `„�,' M CKER • �c =Q' 9: ( RAY F. : ,.. n� `9 •R F E •'�' � T U KE RD � � � SEAL 9�� vRDFEssIoaAL ,6• E-5170 a >1 402 -y+ TUCKER :o NU B R 1308 157]6 '4j •••• S4-�♦♦ • �/(O.� ' (� � �,�'' ' •'+ w y (� ��"'., -4314 .'� c^ C,STEftf.O �� `:� INE,,.•• C '4P hG/NEER Giv pp�EB� • •;•• y►``•: A P ? d0 '00 p(Miz ?..�L E� F TUCKS +. F !� ..... AL EV, 9�fE$$�ON 'V0. 8628 O, 67682 �''�i 90F�'SS1o�Q, \�`` NAL `',/, \♦••• 7 •`♦�+ 1. DESIGN IN ACCORDANCE�Wiifi•THE UNIFORM G CODE 1997 �gl, ��sjp� ' ` OR DE iIU�i10�l�ONENTS EDITION. tnP,.•�""'" • F HT LSS T1YW 15 FT Design e\a�,\lonp g Uplift Vind Pressure (psf) e goo 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF ALUMINUM •r �,..• 7 .•`° to ASSOCIATIONS SPECIFICATIONS AND CHAPTER 20 OF THE UNIFORM BUILDING COD �� . ' �;• '. Simple Span Arens Eaves and Overhangs ; 7 a 21152 %�k ped Unenclosed Enclosed Unenclosed Enclosed i = 3. EACH BUILDING PERMIT SHALL BE ACCOMPANIED BY TWO COMPLETELY DIMENSIONED ' R r "" h Exposure R. F. _ . R F. Tli� .. PLOT FLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED i e� TUCKER STRUCTURES. ............ ''..... JO B 10.16 10.16 10,16 2187 nes..•'' J� ROfESS: ja46f,•..c..:..::..� s! 4. DESIGN LOADINGS: .e �,\ u �' fF' o� . N• X30 B 16 76 16x76 16x76 36,11 r10NA. o. .•` ,moo . ^ • •. '4.�?¢fi.c'% ��' 70 C 17.36. 17.36 17.36 37.40 �v► APPENDIX CHAPTER 31 DIVISION 111. PATIO COVERS: �, y d•• PEG. NO ••o 6 iii, • Lor , (f,. A L f A E 1 A . . :.l ' L, v a ss � � � y � `\ � � ..,a.` 90 C 28.66 28x66 28.66 61.73 AR rebr LTVELOAD: 10 POUNDS PER SQUARE -FOOT. = 636220 POUNDS PER SQUARE F0 3 REGISTER D ryS 25 POUNDS PER SQUARE OOT R. F. TUCKER �� O+eLESS THAN 18 FT Design Uplift Wind Pressure (psf) PROFESSIO AL 3 30 POUNDS PER SQUARE FOOT •:o SGT oc� o• ' Or AFD, Simple Span Areas Eaves and Overhangs E14GINEE 40 POUNDS PER SQUARE FOOT • H OPK.• e` F Sd�! Unenclosed Enclosed Unenclosed Enclosed * * * 60 POUNDS PER SQUARE FOOT � R. F. TUCKER ys 9 No. 452 P s� WIND LOAD: FOR 0.44.2 > SLOPE ( 2112............*�'♦,+ No. 0320115 r'l Exposure • B 10.65 10.65 10.65 22.93 �p ql B 1758 17.58 17.58 37.86 yQ F4, Design LnteraVUpUft Mnd Pressure < ssl 0 C 18.05 18.05 18.05 38,88 1 i Speed Simple Span Areas Eaves and Overhangs'. e'"•'�° G `).��'! }y 90 C 29,80 29.80 29,80 64.18 NO. 260 a mph Height Zone Unenclosed Enclosed Unenclosed Enclosed 3 -31 0 70 Less than 101 7.5 75 7.5 7.5. 1 ` FOR DESIGN OF PRIMARY FRAME SYSTEMS 90 Less than 10 11.3 IL3 1113 11,3 , r• '•,Ne. ?1 ;2�. 4f. { J9l CIVIL �� 70 Less than 12' 10 10 10 10 ": "'"• z pf y`,± Design Wind Pressure (psf) F OF .011E 7F T ' 4 ' Exposure B Exposure C 90 Less than 12' 15 15 15 15 ,;, (,III \;, .. :� i hweby certlh,, ,�.ai ills 4:c:r,, •o 70 mph 90 mph 70 mph 90 mph ceriori, urr ,It ;,as 1x1 arc ..� Enteral 10.2 16x8 17.4 28.7 ss. or Un'+ -If •,y \i.dc t s c:ti�sx:� 0 '9 1 J1 r �� Q• 1 B. COMMERCIAL STRUCTURES that I %:I-: /1 r,U,y rot i;Xter«. ( 'nom FQ/ Uplift 10,0 15.0 10.0 16x05 S,T:.. t> 20818 = = LIVELOAD: 20 POUNDS PER SQUARE FOOT. 3« th6 SYatoiOf MUvlesaia :i0er Under the i. sSjGh • e ' 25 POUNDS PER SQUARE FOOT . s 90°`x'`- ' f�,�' n• p, TUO+�F 30 POUNDS PER SQUARE FOOT R. F. TUCKER 40 POUNDS PER SQUARE FOOT 1 No. 2053 i No .11458 r' :aF Irk,: AW'( `'S�ONAL E CERTIFICATE 9 60 RO PRO,,PER SQUARE F TUO ` p`�\\\® /S�No`2: 0 U�; Na 1 �¢F •..• FF��' Q+ �F d`r`y w: DQE OF 5896 * h Guy ~tistj'i�GENe4, '9 . • , ��`� r' s 81 a •• STATE OF _ I F . R. F. TUCKER. = ENGINEER _ W 14� Fi1 Z' Rep No 27575 _ w z (/ 13557 4 FLORIDA �Q i833 • n 12733 j� w<o1sTERd N Ir 6385 � - p N9l P • �� /L ROFESSIONAI ENGIN;ER� -7 QQ` +p•,j5'ATE ED E '.•9.� F ne \O _P. rl\eU111 D ��° -i '••, lux\\,.- "w KG ICDO ES EVALUATION REPORT NO. ER -2621P �, RF. TUCKER SSIONAL R. F. ^ INE t• MOF�tt��+ ALS �.a(•- .eta _. 9 5 3 8 -- �'`FJ�fc/STEPE'�,�1 /n.(.. cN: r NO. • 33793 e••eoF o+'�♦ r s s \ Wy�pM1NG STAMP PROFESSIONAL RE 4074 <i OF U i R. E TUCKER E-61529 1 \ 8440 OTIEGON 1- N *: TT0U' 14-r t A ` 40FESSIONAL R. c *UCkE(t/�f-' ENGINEF: (/1r 0 TE REVISION DATE REVISION e Enylneerinp Service ' ��•�� 1140 All Pro Olive E3fdtaA, RI 4E514 KG ICDO ES EVALUATION REPORT NO. ER -2621P NONE urAmma Z rGENERAL NOTES 97GN01 QR 2 2/6/2000 o " No. 16273/D * E.p.6.30.01 7� 12109LI* No. 7984 R. F. -TUCKER T •�s7'A TE t,F U'1 P/ IL GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) NOTE: EXPOSURE 'B' HAS TERRAIN WHICH HAS BUILDINGS, FOREST OR .. SURFACE IRREGULARITIES COVERING AT LEAST 20 PERCENT OF THE GROUND LEVEL AREA EXTENDING ONE MILE OR MORE FROM THE SITE. EXPOSURE 'C' HAS TERRAIN WHICH IS FLAT AND GENERALLY OPEN, EXTENDING ONE—HALF MILE OR MORE FROM THE SITE, IN ANY FULL QUADRANT. 5. CONCRETE MIX: Fc=2500 PSI 28 DAYS. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY BE ATTACHED. TO CONCRETE SLAB WITHOUT: FOOTINGS WHEN THE COLUMN LOAD IS 7500 OR LESS. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES ' THICK AND . NO CRACKS WITHIN - 2' -6' OF COLUMNS. COLUMNS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OF SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL. ALLOWABLE SOIL BEARING PRESSURE OF 1000 POUNDS PER SQUARE FOOT. STRUCTURES SUPPORTED BY FLAGPOLE TYPE COLUMNS ARE NOT ADVERSELY AFFECTED BY A 1/2 INCH LATERAL GROUND MOVEMENT AND FOOTINGS FOR THOSE STRUCTURES HAVE BEEN DESIGNED FOR AN ALLOWABLE LATERAL SOIL BEARING PRESSURE OF 200 POUNDS PER SQUARE FOOT PER FOOT OF DEPTH. SOILS OF ORGANIC CLAYS OR SILTS REQUIRE A SOIL INVESTIGATION AND SPECIALLY DESIGNED FOOTINGS. FILLS MUST BE PLACED UNDER A LABORATORY CONTROLLED COMPACTION SUBJECT TO APPROVAL OF THE BUILDING OFFICIAL 7. ALUMINUM BOLTS TO BE 2024—T4. 8. COMMERCIAL STRUCTURES MAY BE USED FOR PARKING OF MOTOR VEHICLES PER LOCAL BUILDING CODES. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY NOT BE USED FOR PARKING OF MOTOR VEHICLES. 9. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER. 10. STEEL BOLTS SHALL BE ASTM A-307. 11. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 12. STEEL FASTENERS SHALL BE EITHER STAINLESS, GALVANIZED OR DOUBLE CADMIUM PLATED 'AN' BOLTS. 13. HIGH STRENGTH BOLTS SHALL BE ASTM A-325. 14. EMBEDDED COLUMN SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 15. PATIO STRUCTURES ARE . DESIGNED. IN ACCORDANCE WITH APPENDIX CHAPTER 31 DIVISION III OF THE UNIFORM BUILDING CODE. 16. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR COLUMN. 17. PATIO STRUCTURES MAY BE ENCLOSED WITH INSECT SCREENING. 18. STRUCTURES MAY BE ATTACHED TO RAFTER OVERHANGS PER SCHEDULE. 19. 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 FACING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH U.B.C. SECTION 2004.3. 20. ALL SCREWS CONFORM TO ANSI B18-6-4 AND SAE J933. GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO .LATTICE STRUCTURES ON DRAWINGS 97SCO2 AND 97LT01 THRU 97LT06.) 1. SEE GENERAL NOTES. SHEET 1, SECTION 4 FOR LIVELOAD AND WIND LOADS. 2. OPEN LATTICE STRUCTURES SHALL NOT BE ENCLOSED. =_ •! . ti %ill I:. rc; R REVISION DATE REVISION Lu Engineering Services NO. 2 l 1140 All Pro Orfva 31 c Elkhart. IN 46514. Jj� C :� KG ICBG ES EVALUATION REPORT NO. ER -2621P NONE ?OR "E GENERAL NOTES EN NE RS STAMP 2/g�200o �_ 97GN02 2 OF 2 W v LENGTH VARIESION OF PROJECT No 162�3s * MIN. LENGTH 75% LENGTHS JOINT k E'0 6.3a SEE SCHEDUUE FOR ERS/P F CIV NO. Of10 SM FASCIA dQ� HEADER TINGLE SPAN -ACHED STRUCTURE COLUMN NSTAL, COOLUMN VERTICAL -PROVtDE 1 1 /2' : DRAIK SCHEDULE,I� AC• MIN. SLOPE 0.4'/iAB FASCIA COVER PANEL sa 1/2'{{l! SEE NOTE SHEET 97GNO2., SEE SCHEDULE FOR FOR COLUMN SPACING SEE _4"� , PRQNY _, TABLES 2.1, 2.5, 4.1 OR 4.2 HEADER INSTALL COLUMN VERTICALL PROVIDE 1 1/2' DRAIN OPT. 3 1 CONC. SEE NOT 5 ON SHEET 97G 02. MEDIATE OVER PN = ' BEAM 1/2'0 STEEL 0 HANG. BAR ® 16' w 25% COL LONG z SPACING INSTAL COLUMN..VERI E NOTE #7, SHEET 97GNO2. PROVIDE 1 1/2" SEE SCHEDULE FOR DRAIN TOOTING `SIZE ."d'. = TYP. CUBE SIZE PROVIDE 1 OPT. 3 1 2" CONC SLAB . T�� " DRAIN SHEET. 97GNO2. MULTISPAN ATTACHED CANTILEVERED STRUCTURE NGTH VARIES FOR COLUMN SIZE SEE ' 'COLUMN SCHEDULE". NOTE: PATIO WIDTH VARIES W/ SELECTION . OF HEADER; NUMBER OF COLUMNS FASCIA COVER AND LOADING CONDITIONS. SEE HEADER PANEL SCHEDULES FOR MAX. COLUMN SPACING. FRONDS �./3 2 DRRAAII 1/2' CONC. 'd' S PLACE 1- 1/2'0X6'ST� SINGLE SPAN FREESTANDING STRUCNRE BAR AS SHOWN TYP. MULTISPAN ATTACHED STRUCTURE 25X COLUMN w SPACING = —1/2'0 STEEL BAR ® 6' LONG SEE SCHEDULE FOR FOOTING SIZE - "d" IS TYP. CUBE SIZE VERTICALLY 'jam -SEE SCHEDULE FOR FOOTING SIZE. OPT. 3 1/2" CONC. 'd SLAB -SEE SEE SCHEDULE FOR FOOTING SIZE " ffd' NOTE # 5 ON SHEET 97GNO2. SINGLE SPAN ATTACHED CANTILEVERED•STRUCTURE !% r � , i' DATE REVISION DATE REVISION NO.=G •. = �Ameizmaz Engineering. Servlcea 1140 All Pro Drive Elkhart, IN 46514 OWN ur KG ICBO ES EVALUATION REPORT N0. ER -2621P DRAVANONE NAME STRUCTURAL CONFIGURATIONS 2/8/2000 mm 97SC01 1 OF 2 EERS STAMP RAFTER NOTE: SEE TABLES �tR� J'X 8' ALUM. BOX B:AM OR 4.3, 4S, 5.3 AND 5.4 L MMAX.RAFTER SPAN Sic 8'X 12 GA SrEdl 'C' BEAM HEADER MULTISPAN FREESTANDING �t�� 6' MIN. O'HANG LATTICE STRUCTUROR MORE SPANS X 6 1/2' OR 3' X 8' ALUM. CRAFTERS • 24' O.C. EE RAFTER NOTE LATTICE OVERHANG 16' FOR o 91 P 4 1 1/2' X 1/2' gL� 4 0'# COLUMN HT. yii yi OF CLEAR SPAN `4 3'X B'X 12 GA f�f Ts jy7 i FOR BEAM WRAP DETAIL �� t6 SEE SHEET 97LT03, + G �Sb. DETAIL 'L23'.6'�r�F� .T . OPT. 3 1/2' CONC. SLAB�' 0 S4 �1pY aT A f FOR FOOTING SIZE V► SEE / QQ SEE SCHEDULE m J OL�AB 3 SEE2 NOTE I dY�J ,`) SE2 „�y� A� •� .d. KNOTRAFER 5 ON SHEET 97GN02VIP `�''^,'vrl�c SINGLE SPAN ATTACHED z2" X 6 1/2^ OR 3^ X 8" LATTICE STRUCTURE ALUM. RAFTERS W 0 24 O.C. �lU LATTICE: 1x 1 1/2" x 1 1/2" MAX. O'HANG 2Dx OF 0 3' O.C. MINIMUM OR g 1 \, COLUMN SPACING 2 "x 2" 0 4" O.C. MIN. J� �k�/ 6�� SEE SCHEDULE FOR q - �j y 1pti �pcyTESS!Q a COLUMNS. ALL COLUMNS TO BE INSTALLED VERTICALLY. OPT. 3 1/2' CONC. 7Yp.JT QUO M� �� F MAY HAVE MORE THAN SLAB. 2 COLUMNS. _ o ONAL 3 1/2' CONCRETE SLAB. 1-1 X 6' LONG F t� No. 16173 J MULTISPAN FREESTANDING / STRUCTLIR SEEEE��BLE SINGLE SPAN FREESTMDING � PLACE AS SHOD 6� \ E.o. ti-i0 Ot MUCIURE FOOTING SIZELATHGE W� FOOTING SCHEDULE FOR j V1, IELf 'c rm,,E DATE REVISION DATE N TW TW TW —� TW TW TW TW ��Q ' 7 k Fir APR. 18 ��Q R ❑'HANG- 4 OVERHANG c' - • Engineering Seryices Q�MQ� 1140 All Pro Drive & "3Elkhart, IN 46314 AJF ICBO ES EVALUATION REPORT NO. ER-2521P DRAWING FREESTANDING STRUCTURE ATTACHED STRUCTURE ' NONE OR PART STRUCTURAL CONFIGURATIONS NAME TRIBUTARY WI➢TH (TW) DIAGRAM. E GIN E STAMP 2/9/2000 RUNT 0SCO2 2 OF 2 . ��nerirnag �,unavcnoax.�nvc. 1140 ALL PRO DRIV ELKHART, IN 46514 ICBO ES EVALUATION REPORT ER -2621P BLANK PACE- , DATE:2/8/2000 oQROFESS Nq T,. , t RPR 18 2003 212Ytr STEM PANEL DESIGN SPANS FOR PATio STRUCTURES LIVE PANEL 17 NEOMT 70 0o OVER LOAD T OVER (PSP) Rr11 MPH MANO 10 omw u4" ur s -r 20 CA140 1Vx 1V -r 9S 20 0.0120 V -C Vr 44• r -r OA140 it'r 11•r 4a" 25 0.0120 Vr Sr 7.4' 0A/40 10'4• 147-0' CA149 19r IWr sr. 30 OM20 V•r V -r 74r - OA140 V -r I V -r 1.7r 40 omp r -r s -r 7-1- -T0.0140 oAM 0.0140 Vr Vr 7r 00 0.0120 7-10• 7-1? 1•4r 7-r OA140 V-10" S•10"7-11* Vr 21/r x 1r STEM PANEL ALLOW. SPAN FOR CCIV%jMLAL STRUCTURES . LIVE PANEL EXP. 51 EXPOSURE C 1 MAX AM 70 00 LOAD T I OVER (PSP) 0.002 MM kv" 1 1 MPH 1 HAM MAXIAM ROOF HEGMf IV 011ie V -r 20 OA120 Vr or Vr sr OA24 0.0140 17-1• 17-1" 17-1" sr 25 0A120 r-1• r -T r -r 4r 17r OA149 10-11. 10••11. 10-11' sr. . 30 OA120 Vr Vr Vr 7-4 174' 0A/40 10'4• 147-0' 104' 7r 40 OA120 s -r 4•r 4•r7-1' 7r 0.0140 Vr Vr 6-C74' 9-17 0o OAl2o 7 2• 7-r 7,r 1.4• 11.4• 0.010 47,2" V -r V -r r-tr ALT. 212" x it ROOF PNL ALLOW. SPAN FOR COMMERCIAL STRUCTURES LAR PAIL W. 0 EXPOSURE C IMX 7090 70 00 LOAD 'r OVER 3-11" 0.002 RiPH MM1 M'+M NANO MA)OIOMROOF NEGMT IV 20 011ie V -r V -r T•11• 7r 14 OA24 1V-11" 1V-11" IW -r F-1- 0= 17r 17r 17r V4• 0.020 17r /7r 174' N -r 25 0.018 r-4 r•4" r-4 7r OA24 V -1T 9-17 0'-tT 4'4' OAl2 11.4• 11.4• 114 5•J• oAM 1r -T it -r 1r -r Sr 30 CAM Vr .Vr Vr 7-r 0.024 or Vr or 4-" am 111r 11'r 11•r s4r o.03e n• -to• 1r -to• 11•-1C r-4' 40 OA18 F -it" 5-11" 5-11• rr 0.024 r -1T r -11' r -1P 74' 0.032 V -r r -r V -T: sr OA38 104 104' 1Vr 4-t0" .60 0.018 4-11, 4-11• s -it" rr OM4 474" B4" Vd 7-1" 0.032 r-1 r' r-1 r r-1 r 7-r 0.078 Vr Vr W -W I 4-r PANEL TO PAPM s er~u PANEL T 810 =0 FASTENER SPACING WM UMD PATIOIE� D EXPOSURE C 7o' 00 70 00 0.018 8' S 4-• 7-11 • 0.024 11' SS 97s 3-11" 0.002 14 6'8• Fir s -Z 0.006 14 s-0• 8'-8" 6-21 0.042 14 B -T 8'8' s -r kr-" APR 18 200; 2.25-Fc-� F —6.00"--I OA 2 1/2" x 6" ROOF PANEL 2.464- I f © 2 1/2" X 12" ROOF PANEL 2.10" L I�I 1--18.00- - © 2 1/2" X 18" ROOF PANEL 3.500' 12.00"-1 OD 3 1/2" x 12" ROOF PANEL 4375"ED n t 2.00' 20LT RNATE 2 1/2" x 12" ROOF PANEL Amerimax BURZIM PHOD(JM INC 1140 ALL PRO DRIVE ELKHART. IN 46514 20 FREESTANDING AND ATTACHED PATIO STRUCTIIRFS WE TRIO MA2000mspACNOFOR I TCLOYERLEAF31EEL1EADER rROLWRLEDCeEAY IVROUICRAEOCBEAM PIEEAM '1''eCAw 8 Ur ROLUMORD HEADER NA"O0. IEAOER et?EMUDED HEAMEA TRIO LOAD YAM" ATTACHM PAno O! SAS MAR. CORA R SIZE MA2 I COLA FOOTER SIZC kmx COW. FOOTER SQE NAi CC6. FOOTER SIZE 1Nll 0016. FOOTER SIZE 0010. FOOTEA SIZE COH9. fOOTEA SKE WL CORA FOOTER enc T'i10T11 ALL OODYI fitff ATAC® ATT CO11441 FREE TTACIED COIIlM FREE ATTAOED GOWN fREE A7TACED OOl1A4i FREE ATTACHED COD4.H FREE ATTACED C041M FAE ATTACHED COU4N A• OTTERS SPACHO FTI FTR 1411 BPAONO PTYFT11 MM. AC6O SPACNO SPAfd13 SPACWO FTR FrR fill FTR 3Q1 Fill FTR FTR Pill LOA SACRA f111 Fill LWA BPACDA FD1 F7R IAEA AHC ODL TM CM C 1f COL 7f 1f COL tf Yf ON. b 1f tOi. 1f Yf COL if Yr COL V V COL. V Y COL. S4 fOd STM TYPE TYPE TYPE TYPE TYPE TYPE TYPE TYPE 70 MPH W 40SPEED 10 OR LESS 70 MPH WDIDSPEED /0 OR lES3 A S IT, 1011• IT -r 1V -r 21 19 B - 2N1• 21 25 c S44 2B26 0 1 6' 11'-V 4 91-11' 10d 21 20 B 294r26 28 O 37$ 27 27 D B' 7 VS T$ 9d 10-T 21 2D C 2N-• 27 27 D W r 30 30 E 2T -C 27 27 D 301' 28 25 E r e' N -r 0-10' Nd B$ 21 21 C 713 28 25 D 344r 31 91 E 243 28 28 D 294 29 29 E V V TJ' B-1• Td 9d 21 21 C 2f3 29 29 E 3J -r 32 32 E 274" 26 26 E 27-11' 90 30 E V 10 N -T 58 V$ Pd 22 22 C 234 29 79 E 373 33 39 E 774r 29 29 E 2R-11' 31 31 E 10 Ir 174 /-11' N-7 B$ 22 22 C 21'-11• 90 30 E 311.1` 94 94 E 21'$ 3C 90 E 28-1' 32 32 E IT 12 Sd fd SS NS 22 22 C 21'4 30 90 E 3011' 34 34 E 21'.7 90 30 E 25-' 32 32 E 17 17 5-1• S -T 20-T 91 31 E 294r 35 93 E 20-T 31 91 E 21rd 33 33 E IT if f$ f-19* 1Vd 31 31 E 21rd 35 35 - E 20'-1' 32 32 E 29-1" 34 34 E 1f 11 f$ 11$ 7 31 E ZTd 36b E 1Vd 32 32 E 2r3 34 34 E 1s 1N 1N.7 32 32 E 2N -r 36 36 E' 1173 33 33 E 2r4 34 34 E IV Ir 7 1'-r 32 32 E 23-19* 3696 E 16'-/0' 39 39 E 27-7' 35 35 E Ir it 17.1- 99 93 E 2S-1' 31 37 E lV4r 33 39 E 27-2' 95 35 E 19 117 /1d 33 33 E 24d 37 37 E 19.7 94 31 E 21'$ 30 35 E 1V 2.0 16'3 33 33 E 2J-10' 97 37 E 20 21' 14-117 99 33 E 2r3 •38 38 E 21' 70 MPH W&SOSPEED 17ORLESS 70 MRI WNOSPEEO 17 OR LESS iiZ-r 24 21D 1 -1 29 V 1r3 7111' 1J -T /1'{21 21 9 2V4"28 28 c 3P4 90 29 0 V-1' 22 18 A 17-1O 25 24 C 14424 22 C S- V 11'4 9-1' 11'-4' tOd 2.9 21 B 2Q$29 2B D 924 91 31 D 9-1' 22 20 A 1B3 25 25 C 12-10- 24 72 C 6 T 17d T$ 1d 1R? 22 22 C 23!-T 3129 D 34-T 94 93 E 25!-4'30 3D D 301-C32 32 E T-- 21 20 A 15.7' 25 25 C 11'40' 29 23 C T N 173 V-19* Vd V$ 23 23 C V.I. 91 30 D 32-' 34 34 E 24'3 31 91 D 2174 33 33 E 0-/1' 21 20 B 14-1' 28 28 C 11'4 23 23 C 6 9 T1 V -l' 74r 171' 24 24 C 20-19* 90 30 D W -r 35 95 E 27-r 32 32 671`411 33 33 E V -T 22 20 B IT -T 2B 28 C 101' 24 24 C V 10 V -r SS V$ V4 24 24 C /9$ 91 91 D 25'-11' 95 95 E 22-r32 32 E W-11' 34 94 E '174 22 21 B 17-T 27 27 C 9$ 24 24 C 10 11' 174 4-11' N -T N$ 24 24 C IV -f0' 31 91 D 27'-T 38 38 E 21'$ 34 34 E 217.1' 35 35 - E 11' 17 Sd 4.17' Sd V$ 25 25 C 1174 32 32 E 2Nd 38 36 E 21',7 35 35 E 29a• 38 30 E 17 IT 51-1' S-7 ir-r 33 33 E 2Sd 37 37 E 29'-7' 94 34 E 2" 98 36 E IT 14 f$ f-19* 11d 39 33 E 20W 37 37 E 20-1' 95 35 E 23'-10' .37 37 E I 1S 4'4r 1V-1' 94 94 E 2S -T 36 38 E /Vd 36 38 E 29.1' 3B 36 E IV 117 1S -r 34 34 E 27-10' 38 38 E 117-7 98 36 E =4; 3838 E IV 11` 1S -1' 34 94 E =-7 3 D 98 E 1V -'r 96 98 E 21'd 98W E 17 1N l4d 34 34 E 211d 38 39 E 1N-1• 97 37 E 21'4 '3939 E 1V iB 14�' 35 35 E 20.11' 3e 39 E 11`-T 37 37 E 204' 39 39 E 1V 2111r-11' SS 35 E W -W 40 4D E 20 21' 93 F 19TAla 40 40 E 21' 90 MPH W00SPEED 10 OR LESS 00 MPH W WDSPEED 10 OR LE55 0 Ir 1- IT4r 1 S tri 1011' 13..,11'$ 23 21 B 2N-' 31 20 C 34'4 32 300 S 9 It'4 9-1• 11'd 104' 24 22 B 2Nd 30 30 D 374 92 32 D V 7 VS T$ 171' 10-7 24 23 C 22.7 30 30 D 37d 34 94. E 25W 31 31 D 304'33 33 E 7 V V3 jr Vd 9$ 24 24 C 20'$ 90 9D D W -V 35 55 E 2P3 32 32 D 294 34 94 E V 9 T1'6-11 7d V -r 25 25 C lV-T 91 31 D 2Nd 95 35 E 27d 33 39 E 71-11' 93 35E V 10 V -r SS V$ 174 25 25 C INd 32 32 D 21`? SO 30 E 27d 34 34 E 2Vd 36 90 E 10 11' 174 f-11' NS V$25 25 C 1114r32 32 D 25-11' 37 37 E 21'1'34 34 E 2S3 37 37 E 11' 17 94rC4r Sd Nd 20 25 C IV -11• 33 33 D 2f-10'37 37 E 20$ 35 95 E 2R7 97 37 E 17 1J s-1' S.7 MS 39 99 E 23.19* 38 35 E Mr -11' 35 35 E 23S 35 36 E IT IN f$ f -l9* /Vd 34 S4 E 22.11' 38 38 E 1V.T 30 36 E 221• 36 38' E If IS 4$ 1SQ 34 34 E 22'-7 30 98 E 1Nd' 30 30 E 21'-r 38 35 E 1S IN 1fd 34 34 E 21'd 79 39 E 1T -7Y 37 37 E 20-11' 39 39 E 117 11` 143 35 35 E 20-19* 9e 36 E ITd 37 J7 E 203 3n SG E 11` 19 tr-19* 35 96 E 2N3 40 40 E 117-11` r7 97 E 19d 9Y 36 E 1N 117 /3d 35 30 E 19d 40 4D E .1Vd 9a 90 E 1VS 40 10 E 19* 20 171' 9B 90' E 19-1` 41 41 E 27 7$ 97 E IV$ 4I E 21' 90 MPH WRASPEED 17 OR LESS I IA MRI VANS 17 OR LESS 51r3 1011' l7r 1 I 28 24 B 2Td 32 32 C 374 33 33 D V-1• 25 22 A IN -T 20 27 C 13d 27 22 B S V 11.4 9-1• 11'3 10d 26 25 B 25-1' 33 33 O 293 35 36 D N.-1' 25 29 A 1R7' 28 25 C 17-' 27 72 C N 7 YS T$ Vd 10-2 ZB 28 C 117-1' 32 92 D 2N4 36 96 E 2r3 S{ 34 O 71`-Y 36 30 D Tom' 23 29 A ffd 28 29 C 77'S 26 29 C T V 173 V-19* Nd V$ 20 20 C 17-l9* 32 32 O 2N-7 97 37 E 21'$ 94 34 D 2Sl 36 36 D N-11- 29 23 B tr-1' 2e 29 C 10d 2B 23 C N V r -V V-1' Td 17427 27 C 19-10' 33 33 D 2fd 37 37 E 20d 35 35 D 2r-19* 37 37 E N -T 25 24 B 17d 90 30 C 10-1• 20 24 C V 10 V -T SS V$ 174 27 77 C Is -Ill S3 33 D 2Jd 38 S6 E 19d 90 35 D 274r 38 38 E V -r 25 24 C 10 11' 174 f-11• 17-7 V$ 20 20 C IW -7 34 34 D a -r 917 30 E Mr 90 30 D 21'-r 98 38 E 11' 17 Sd 4d 94r& -r29 29 C 14'-r ' 35 96 D 21'{ Sp 917 E 11`$3 37 E 20d39 98E 17 is 51-1' S-7 14435 35 D 2O4r 40 40 E 11`4 37 37 E 19-19* 30 30 E IT I4 4$R-10" 1Jd 38 36 0 19$40 40 E N -V 35 36 E 117-1' 4D 40 E tf 1S fd 1r4 30 36 O 194' 41 41 E 15-10' 38 98 E 1N1 41 11 E 1S 117 17-7- 3e 38 E 1V4r 42 42 E 1" 9098 E Ir -Ii' 41 41 E - 11 IT 173 37 37 E 11`-11' 42 42 E 14-11' 30 39 E ITd 42 42 E Ir IN 11'-l1• 37 37 E 117-11` 42 42 E 14d 40 . 40 E 19-19* 4 42 E 1V II 11'-r 98 35 E 114 IS 43 E if -1' 41 41 E 1Nd 43 43 E IV Za 11'3 37 T E 11,7 43 43 E 11? 11'4 36 38 1 $ 43 43 IS 21 S 6-11• Sd T-1' V4 25 22 C 274r 31 30 E 217-11• 32 31 E S$ 22 16 B 17$ 27 25 C 104 25 19 C S V 5$ 4$6-11" Nd 25 23 C 20-11' 31 31 E 25.., 33 33 E Sb 22 17 B 11'd20 25 C V -P 25 .21 C V T f-11• 9-11 9-11 25 24 C 1V-1' 32 32 E 2N4 30 38 E 1Vd 32 32 E 2Jd 34 34 E 1-1. 23 10 B V-11' 25 25 C N -r 25 21 C 7 V Td 24 24 C 11`.10' 32 32 E 2N,7 37 37 E 117-t' 33 33 E 21'-11• 35 35 E fd 23 10 B Nd 25 25 C T-10 23 21 C N V Td 25 25 C IN -19* 33 33 E 2fd 37 37 E it -1• 34 $4 E 29d 9638 E V 10 TS 20 25 C 15.11' SS 33 E 23d 30 38 E 1/S 35 35 E 1Vd 3737 E 1O 11' 9-11' 20 26 C 11334 S4 E 27.9* 30 90 E 15d 38 36 E 117$ 35 38 E 17 N$ 27 27 C 1f -T M 35 E 21'd 9p E 1f$ SO 30 E 11`.11• ap 30 E 12 1r ifd 35 35 E 204r 40 40E 14.1` ST 37 E 1T3 30 39 E IT 19 1Jd 38 30 E 19$ 40 40 E trd 37 37 E 117-T p 40 E I4 I1 041, 30 36 E 19-1• 4141 E 11 1 1 E 11 41 41 E 15 I 1 $ 64 42 EIN S V -T 4-T S$ N-' 25 22 C W -T '70 29 E 2S4 32 31 E S-7 22 16 B 1Pd 20 21 C / V 4'S f$ T-19* 23 22 C 117$ 30 b E 27$ 32 32 E RT 22 I6 C 9f 21 24 C 1 T Td 23 23 C 19-11 32 32 E 29$ 35 35 E 11`1' 31 31 E 21'-i' 35 33 E T N TS 24 .24 C 1T-19* 32 32 E 2'.r 30 30 E 1173 32 32 E 1V$34 74 E N V N-19* 25 24 C IV -10' 33 33 E 24-T 37 Sf E iSd 33 33 E 1V-7' 3530 E 9 MY Nd 25 25 O 11-71' 93 33 E 2rd 38 38 -F 14'd34 34 E ITd 38 30 E 10 11' Nd 20 20 D 1173 34 34 E 271' 30 39 F IJ -19* 34 34 E 19-19* 37 37 E 1I' 17 VS 27 27 D 14-r 95 35 E 21'-r 39 30 F 1r3 35 35 E 11-f' 36 38 E 17 I3 144 35 33 E 2Ad b 40 F 12$ 30 30 E 1Sd 39 39 E 1J If Is". 36 30 E 19$ 40 40 F 123 97 S7 E 14'-l1' 90 99 E 19 9 J4 90 9- • 1 '-1 37 le -W 40 5 ECJNAlE1lr F007EI15 Y CON NONCOM SRU6FD STRA24m I6 16 19 20 20 a 21 a 22 24 n 21 24 a a n 24 11 a a 25 35 29 M 30 a 31 31 32 HO 33 41 34 0 35 w 3e b 37 47 b b THIS TABLE MAY BE USED WrrH COMMERCIAL. PATIO OR LATTICE STRUCTURES No. 16273/ E-1).6.30.03 ARR 18 2003 114ugm PRO DRI5Nt ELKHART IN 46514 KOO ES AWA110N REPORT ER-2UIP NLAM SPARS. COLWL SRACOW. TOWN SIZE ARD COW W TYPE f011 7REES1ARDIMG AID! ATUCED f SHEn :ore an: 2 e : 2 O FwFCCTeunwa ATJn ATTArHFn PATTn STRIIL'_Ti wm llYe IRI, WAF COUAN SPACING r SQUIRE STEEL HEADER rROUlOLME3l C NEW it ROLLORNED'C SEW 6-11mAY Yi e[wrA 11Pr ROµPC1UE01EADER ALASKAN ER118JOFD IEAOER 5 V EXTRUDED NEADER TRIB LOAD MOIN RIR AITACIED PATIO YAM WAL COIO FOOTER SEE MAS A'ONX r3OTFA SBE LMR 008 FOOTER SM WAIL COW. FOOTER SM NO MM FOOTER SU VAX OON& FOOTER SEE WAIL Comm FOOTE71 BOE WNL COKE. NOOM SIM Ir -v WA ON BLAB COLUIM FREE ATTAOQD IAM FREE ATACIED COl1AN FREE ATTA0E0 COLUN FREE ATTAOED COU.MN FREE ATrmm COIIAN FREE ATTAOm COl{YI PEE I ATTAOED COUAN FREE ATM 27 25 B DPACMO SYAL1q SPACINO 9ALiq SPACMO F1R Fill YACNO lPAGO SPACIG 1+'d25 USNO •A• ALL FIR 28 r FIR FTR lat PTR FIR LAN B PTR — x ATR I9-7 FTN 25C Ail 10 FM IML n 25 lox OOL IN" OINERS 28 v v COL x v v COL. T-7 v v COL 9r v v COL r -+P v v COL C v v COL. 25 v v v COL. 27 v v COL. 27 n C td f0-0• dl 81AB 25 20 a TTPF 2e 21 C TYPE n 21 C TYPE sF rar 23 TYPE a e -r TYPE 14 c " TYPE 22 c 13 119Eft 51-7 22 m TYPE e-7 30 4 T -IV f-lP 9 ed 25 20 C 9 -Ir 23 2D 8 Td 23 23 C 7-7 23 D C 13 ro f-7 23 SS 22 15C 23 11'$ 25 22 C 9.? 25 18 C f iS 5 9-4r eF RNP T -1P 23 21 C 24 C 17 teF is I I I le' -1P 30 29 E 27-10' 31 30 E f -1P 22 15 C 951 25 22 C 951 25 1D C. S C 8 Sa' . s-7 22 rS 25 22 C 22 C r -r 23 21 C to ro 1T,2 30 30 E 2P -1P 32 32 E r4r 22 15 C r-10' 23 22 C TS 29 1D C 9 C 7 23 22 c Td' 23 22 C te-7 31 31 E 251.2 31, 34 E 19-11• 31 31 E 19-C $2. 32 E a -1P 25 n C s? n 2� C 9-1P 23 .2D C T b e 9-r 2.7 23 C 17-r32 fF 32 E 2t-1' 38 38 E 19-10'32 C 32 E 19.1• 34 31 E f -r 22 is s . r -r n 21 C ro 2320 C e eo D rF 25 21' 0 /9-1P 33 33 E 25.1'- 37 37 F IV-V 33 33 E IT -V 35 35 E 21 c 90 f -T 23 21 C 9 23 10 C 40 f0 e-7 25 25 0 IV -r 34 34 E 27-C b 38 F 19-C 33 33 E 1eS 35 35 E t9 C 9-11), 22 +9 C eF 10 22 11 C 4-+1, 2219 rF 28 25 0 15!4r34 .34 E 21'-r 38 311 F IZV . 31 E TSS 3838 F 11' 12 9.10,2B 25 D 1513' 35 35 E 21'0:; .30 38 F /7-2.' 35 35 E TCF 3737 F 17 13 11r-10, 38 38 ' E W -V - 40 40 F 11' -7 30 30. E t,r-- 38 38 F IT 14 +fF 37 37 F 19F 40 40 F /l'-7 38 38 E I 1S4r 1 38 3B F 1f 19 C t 5 7.2 13 21 Cter 2D 27 E 19-1P 30 29 E N -W 22 +5 C 7-1' 23 20 C T.2' 23 18 C S a rF 23 21 C +f-11' 29 20 E If– 91 31 E e5' 23 18 C 9 7 QS b 22 D 19-7' 30 30 E 27-1P 33 33 F 1S-10. 30 30 E 1e? 32 512 E T a U-11 23 23 D IT -10' 31 31 E 21'-10, 31 34 F 17-I1' 31 31E +Sd 33 33 E 8' 8 9-1(r25 23 0 151-7 32 32 E 2V -V 35 38 F 17,2 31 31 E +f -1P 33 33 F 9 10 SF 25 24 E "r -Q,33 33 F 2eS' 37 37 F 11'-r 33 33 E 194r 34 34 F 1P 11 S$. 28 25 E l r -r 34 34 F 19F 37 37 F 1,41' 33 33 F 13!,r$ 35 F 11' 12 Sr 28 25 E 1S -1r W 34 F 19-r 38 F 19- 34 34 F 17.10' 35 35 F 1 17 5 r-723 20 D 1515' 2B 27 E te.r 30 30E SF 22 17 D S 8 S -1P 72 20 017,W 20 20 E 1f-iP 31 31 F r 7 S -r 23 21 E 194, 31 31 E 19-11' 35 35 F 114' 30 M E NSF 33 33 F T 8 S-7 23 22 E 17-1P 32 32 E /9-1' 38 38 F to -r 32 32 F 17.1P 34 34 F e D S-1' 25 n E 1Sr 34 34 E 114' 3D 39 F teF 33 33 F 1751 38 30 F - 9 10 C-11' 25 71 E 17-+P 31 E 1Tp F 94r 31 34 F IV -W 35 35' F 1 COL coulm SCHEDULE FOR ATTACHED PATIO STRLLnRES VAX COL mm A n@N',) DOME ALUM O 1 IT'S' B ODSr, t tWS9JME A UAN M A BCROLL U"LA"N ..48OWMALUMOOLW1 1r-• C 7 CLOVBUEAP"BLOI' 174r O FURED COLIWI ALUM. COB! t74r E rCLOVELLFN 8I� OAW 174r F80ARE NES COIIMI 174 ONE 'ISOUSIFLL COlW1 /70 NOOMRE STT$OOUAM t7P J SOME SrEEL COLUMN Ir -v WLLAIN FOR FREESrAIM0 STRIR:nNMS AND NTERMEWTE COUAI S PDR LALII5PAN STRICTURES OOLIAIN NOTES p=== r WAR. COUAMN F 11•NWLCOLLNRH4M O Ir WAR. OOLLM Lamm M /7 MOL OOIIWI LOAM TABLE 14 ALL COLUMNS WAY BE REPLACED IMM A STRONGM COLUMN 'A'WAYBEREPIACEDM W C WAY Be RB"MVR W, e1Q UEM W113 OLATION FOR ALL CALCIAAl017!8 ALLOnrm SCHIEDULE OF MAX COLLIM nOW,P,rImAD� N SPACING. SQn9 ANO AAAA PATIO APPLICATIONS n0�',r.r®A081 .r, 5NIA O&afoOMTBEEL WA WA LOAD WK)TN 4 4 TAH I ATTACHED FR@ ATTAO® cOLUSN iR� ATTAO® WA SPAL'Iq PTR FIII 'NON PTR F711 NAL ITR HIR Ll•L 5 s v v COL v v COL v v COL WA WA WA ' TYPE ITPE TYPE 7OAPOMPHIMINDSPFED a REB3TNN17 WA WA WA ' 5 10 94V17-1' 7 27 23 A lar 2e 24 8 151-7 Z7 23 B WA So TPF 20 23 B 12-r 27 25 B lr-+P 28 b s a r4a-+P 9 25 x B 1+'d25 7 25 C 1P? 28 25 B 11 Td a -r 25 25 B lP-r 28 x c I9-7 25 ' 25C l 10 ro r-2. n 25 B ear 2e 28 C 9r23 11 x C 73 9L' T-7 2s 25 f! 9r 27 27 C r -+P 20 25 C 12 I90 eF 25 25 a ear 27 27 C . er 27 n C 2D fa' er 25 20 a 1P-7 2e 21 C 9-r n 21 C 14 sF rar 23 20 a e -r 2527 14 c " 25 22 c 13 rd 51-7 22 20 B e-7 75 23 C T-0 23 22 C 1a r.w 9 -Ir 23 2D 8 Td 23 23 C 7-7 23 D C 13 ro f-7 23 21 B QF 23 23 C QF 23 23 C to 90 to iS 1e td eF 25 23 c er 25 24 C 17 teF is I I I S4r a 2S 1 x C SF 25 b C 25 fd'9.11,23 17 11 +e B e -T 25 2+ C V -?'25 17 20 C W Sa' . s-7 22 19 s r-2 25 22 C r -r 23 21 C to ro 'f -T 22 19 B r-7 23 22 C To 23 21 C 2T ro 22 ' .n 1: 19 e-7 23 22 1 C ea 23 22 c m e0 21 21 22 22 S4r 23 22 C sF 23 22 C n 90 24 2021 r a -1P 25 n C s? n 2� C 22 loo n n x b 25 ar 25 22 C 31) fF rF 22 17 B rr 25 2D C r-lP 23 19 C 510 f -r 22 is s . r -r n 21 C ro 2320 C eo 1.,. n m C 6-17n 21 c rF s-7 23 21 c 514 n 21 c 90 f -T 23 21 C a+P 23 21 C 40 f0 fr 22 + s W-1 r n IS C r -+r 23+e e SF &4r 22 t9 C 9-11), 22 +9 C eF f -r 22 19 C 4-+1, 2219 C ao C -v fd 22 1a c Vmo 220 C GENERAL METHOD FOR LOWS THESE TABLES 1 CHOOSE FREESTAN00NG OR ATTACHED, COMMERCIAL OR PATIO STRUCTURE 2 CHOOSE PROJECT10K WVK OVERHANG, WIND LOAD AND LIVE LOAD. 3FOD FD TRIBUTARY WDTI FROM TABLE 28 ADRAWINGS ON 0760030F'STRUCTURAL. CONFIGURATIONS'. 1 CHOOSE A PANEL FROM SHEET 1 THAT HAS ADEOWITE CLEARSPAN FOR YOUR NEEDS. 5 CHOOSE A HEADER FROM SHEETS 25 THAT HAS ADEQUATE COLUMN SPACING. a 115E THE FOOTER SIZE SHOWN. 7 FOR SINGLE SPAN ATTACHED PATIO, USE THE POST SHOWN. LOOK AT THE TABLES PROVIDED FOR ALL OTHERS 1 FOD THE OIC SPACING OF WALL OONHIBM S ON TABLE a.5 0 FOD THE NUMBER OF PANEL TO HEADER FASTENERS ON TABLE A OF 970004 OETAd'Ae. 10 FROTHS APPROPRNTE OETALS CN NYCM M WCDW. FOR CONCRETE PATIO SLABS FOLLOW 14 ABOVE 5CHOOSE A COLUMN L13NGTH F.USOD COLUMNA' (64r OR 19d� 0 FOD THE MARMLBI COLUMN SPACOD ON SLABS FROM TABLE Zt 7 CHOOSE A HEADER (TABLE 21 OR 25) THAT HAS THE SAME OR GREATER COLUMN SPACING FOR THAT TRIB WIDTH AND LIVE AND WIND LOAD 1 USE COLUMN TYPE Ir OR STRONGER (UNLESS USD COLUMN -A-) . 9 FOLLOW STEP 8. 9 AND 10 ABOVE vRal. o-� e 7 a 0 10 11 12 13 14 is 18 11 to 19 20 21 22 23 b r.� 20 n 29 29 30 3+ 32 33 34 35 x 37 so 30 40 41 TRIBUTARY WQfHS FOR S►KRE SPAN ATTACHED STRUCTURES oveaHANo IFTI 0 t 2 3 4 ) 0 7 I 3 1 4 5NIA NIA WA WA WA 4 4 5 5 WA. WA WA WA WA 4 5 s 8 0 WA WA WA WA 5 58 a 7 WA WA WA WA 5 a 0 7 7 1 WA WA WA 0 0 'T 7 a a WA WA WA a 7 7 8 a 0 9 WA WA 1 7 a 6 9 0 10 WA WA 7 6 6 0 0 .. 10 10 11 WA e e 9 9 10 ' =-10 .11 11 WA 0 9 l 10 10. 11 '11 12 12 0 0 10 10 11 11 :12 t2 73 9 10 10 11 1+ 12 12 19 13 10 10 11 11 12 12 13 13 14 +o. 11 11 12 12 11 13 '14 14 11 11 Pt 12 13 13 : 11 14 1: 11 12 12 13 13 14 :11 Is 151 t2 12 13' 13 14 14 15 1s to 12 13 13 14 14 is is 1a Is W 1a 14 11 1a 15 1a +0 17 13 11 11 15 1s 1e 10 17 17 11 14 13 10 10 10 17 17 1e 14 15 1s 1e 10 +7 17 to 10 to iS 1e td +7' 17 1e 11 19 15 1a 1e 17 17 is /0 19 19 10 18 17 17 to10 IQ 19 2D 1a 17 11 to 10 10 19 2D 20 17 17 to 10 W 19 2D 20 21 1710 18 19 19 20 2D 21 21 to 1a 10 10 20 70 21 21 22 1. 19 19 20 20 2T 21 22 ' .n 1: 19 20 20 21 21 22 22 23 10 m 2D 21 21 22 22 23 n 2D 26 21 21 22 22 n n 24 2021 r 22 22 n 23 b 21 21 22 22 n n x b 25 __IJ_ TIB TABLE MAY BE UsmFOR PA71D OR UT110E SIRUf.TL0E9 APR 18 2003 1q 4.V rRCCD II INt.n V-YAIIACRVIAIL a I RYl. 1 VRCA LIVE LOAD 7M WIDTH 243' [• 1 Is Z8 '/ 1 [i[AM 31 ID' I [FAY LIVE LOAD TRIO VNOM a' CLOV[ALW [1[[1 MGD[A [• [TS[L O ■[AM ID' R[[L D [[/U1 TRB W)C CONS. FOOTER SIZE WIR CONS. FOOTER SIM 34 WRm1fir SIZE NA1L CONS FOOTER 6� MAX OOHS FOOTER SUE . WR COILS FOOTER SIZE VNOTN 24 ?5 COLUMN FREE4fANOM ATT OOLUYN FREESTANDW3 ATT CO11111NATT 25 34' 8 28 COLUMN FREESfANDNO ATT COLUMN FREESfA/WXT An COLUMN FREESTA/OOA ATT 4' 31 S SPACM FOOTER v FTR SPAmlO FOOTER v FTR SPAC010FIR 29-11' 27 28 SPACING FOCtER v FTR SPACNG FOOTER v FIR ACNO FOOTER v F7R 30 31 33 35 mLu1a tsGNrs v 33 oalAa ItETOM9 v 20 vcaulDl 24 25 19 1tBGOOLUMN IBplT3 27 29 (PSn 26W-7 306 er 1r Is to 30 er n is to 34 29 9 37 20-11' cT' n is 1e er 1r is 1e er tr' is 1e 30 20 4' 243' 26 Z8 30 31 2d 29-0' 27 29 31 33 28 40-11' 29 31 34 56 29 20 4' 98 20 22 24 ?5 18 253 26 28 30 31 25 34' 8 28 30 33 34 27 4' 31 S 276 26 27 2B 31 26 29-11' 27 28 31 32 27 3T-11' 30 31 33 35 30 33 S 9-11' 20 22 24 25 19 23-5 26 27 29 31 26W-7 306 29 30 32 34 29 9 37 9 20-11' 28 28 29 30 28 25-4' 28 28 30 31 28 368' 32 32 37 34 32 194' 9 8'-r 20 22 24 25 20 2Z -(r 27 27 29 30 27 301-3o 30 30 32 33 30 6' 37 T 191' 27 27 28 29 27 ZT•6' 29 29 29 31 29 333' 33 33 33 34 33 38 T TS 20 21 22 23 20 20-11' 28 28 29 30 28 29-10' 31 31 31 33 31 r 35 9 19-17 28 28 28 29 28 21'-11' 30 30 30 30 30 31'-17 34 34 34 34 34 36 36 9 T4T 21 21 22 23 21 20-0- 29 29 29 29 29 2r$ 32 32 32 32 32 9 23 9 1r-1' 28 28 28 29 28 204' 30 30 30 30 30 294' 34 34 34 34 34 31 9 T -Ir 21 22 24 25 21 19-2* 30 30 30 30 30 2e$ 33 33 3333 35 33 9 24 10 16-r 29 29 29 29 29 19-8' 31 31 31 31 31 2T4' 35 35 35 35 .35 , 33 10 61' 22 22 24 25 22 19-r 30 30 30 30 30 26•T 34 34 3e 34 34 Iff 6-r 11' 155' 30 30 30 30 30 1941" 31 31 31 31 31 26-r 35 35 35 35 35 17-1.'.35 11' 6-0' 21 23 25 26 21 1 T4' 31 31 31 31 31 24'8' 34 34 34 34 34 11- 31 17 lc4r 30 30 30 30 30 1T-11' 32 32 32 32 32 25-1' 38 36 38 38 38 25 17 S8 2526282825 26 28 28 21 19-T 31313131 28 19 31 24'-1' 36363636 26 38 38 36 12 1Z 13- 14-r 31 31 31 31 31 1rT 33 33 33 33 33 24'-1' 36 36 36 36 36 29 13- SS 22 24 26 27 22 15-11' 31 31 31 31 31 23'4' 36 36 36 36 36 1T 14' 13'3' 31 31 31 31 31 19-T 33 33 33 33 33 23--r 37 37 37 37 37 14' S4- 121123125 22 24 26 27 22 164' 32 32 32 32 32 2ZS 36 36 36 36 36 14'15 16 13--r 31 31 31 31 31 194r 34 34 34 34 34 226 37 31 37 37 37 16 S -r 23 25 27 28 23 14'-10' 32 32 32 32 32 21'-T 37 37 37 37 37 15 19 1Z4' 31 31 31 31 31 166 3434 34 34 34 34 21'4' 37 37 37 37 37 19 S-0' 2425 28 27 28 24 14'4' 33 33 33 33 33 21'-0' 37 37 37 37 37 19 20 4' 243' 30 32 34 36 24 294T 31 33 36 37 26 396 33 36 38 40 29 20 4 94' 23 25 27 28 18 273' 29 31 34 35 24 34'-1' 32 35 37 39 27 4' 31 S 2ZS 29 31 34 35 26 29-11' 30 32 35 37 27 364' 32 35 37 39 30 33 S 9-11' 23 25 27 28 19 20-10' 29 31 33 35 25 306 32 34 36 38 28 S 37 9 20-11' 29 31 33 35 27 254- 30 32 34 36 28 3737 32 34 37 39 31 194' 9 9-2* 23 25 27 28 20 194' 28 30 32 34 26 2T-10' 30 32 35 37 29 9 37 T 194' 28 30 32 34 27 27S 29 31 34 35 29 29-10' 31 33 36 37 31 38 T r•8' 22 24 26 27 20 1T -T 27 29 31 33 26 264' 30 32 34 36 30 T 35 e 19-1' 28 30 32 34 28 21'-11' 30 31 33 35 30 2T-117 32 32 35 37 32 36 36 9 T-0' 22 24 26 27 21 165' 27 29 31 33 27 24'-1' 31 32 34 36 31 9 23 9 1r-1' 29 29 31 33 29 2V4r 30 31 33 35 30 26'1' 33. 33 35 37 33 31 9 648' 23 25 27 28 21 15S 28 28 30 32 28 2Z8• 31 31 34 35 31 9 24 10 19-2" 29 29 31 33 29 194' 31 31 32 34 31 2S-0' 33 33 34 36 33 33 10 94' 23 25 27 28 22 14'•9" 28 28 30 32 28 21'-T . 32 32 33 35 32 10 6-r 11' 166 30 30 30 32 30 194T 31 31 32 34 31 24•4r . 34 34 34 36 34 17-1.'.35 11' 6.O' 25 26 28 30 21 14'-0' 28 28 29 31 28 201-7- 32 32 33 35 32 11' 31 1Z 14'4' 30 30 30 32 30 17-11. 32 32 32 33 32 23-6' 35355 9 35 35 25 1Z S8'25 2526282825 26 28 30 21 17-T1291291291311 34343434 28 19 29 19.8' 3838 26 38 38 33 17 1Z 13- 14'-r 31 31 31 32 31 1T3 33 33 33 33 33 274- 35 35 36 35 35 29 13 SS 26 27 29 31 22 12-11' 29 29 29 31 28 19-11' 33 33 33 34 33 13- 14' 174' 31 31 31 31 31 19-T 33 33 33 33 33 21'4' 38 36 38 36 36 IN S1' 26 27 29 31 22 1 ZS 30 30 30 31 30 193'34 1331331331341 34 34 34 34 14' 16 17-2' 31 .31 31 31 31 19-0° 34 34 34 34 34 21'-0' 37 37 37 37 37 15 9-2"26 27 28 30 32 23 1Z431 36 31 31 32 31 IT 7' 34 34 34 34 34 '15 1e /T4- 31 31 31 31 31 15.6' 34 34 34 34 34 20'-4' 37 37 37 37 37 19 44r 26 28 30 32 24 11'-T 31 31 31 32 31 1T-0- 35 35 35 35 35 19 20 4 243' 30 32 34 38 28 29d 31 33 35 37 30 417-1- 34 36 39 40 34 20 4' 94 •23 25 27 28 21 :23--T 29 31 33 35 28 34'-T 32 34 37 39 32 4 31 S 274' 30 32 34 38 30 26-11' 31 32 35 36 31 .36-10' 35 35 37 39 35 33 6' 9-11- 23 � 27 28 22 21'-Y 29 30 33 34 29 30-11' 33 33 36 38 33 S 37 6'- 20-11' 31 31 33 34 31 264' 33 33 34 36 33 374' 36 36 37 38 36 194' 9 B' -r 23 25 27 28 23 193 30 30 32 33 30 293 34 34 35 37 34 6 37 T 194' 32 32 32 33 32 2T$ 34 34 34 35 34 303 37 37 37 35 37 38 T r$ 23 23 25 27 23 1T-10' 31 31 31 33 31 29-r 35 35 35 38 35 T 35 e /9-1' 33 33 33 33 33 21'-11. 34 34 34 34 34 294' 38 38 38 38 38 36 36 9 Tor 24 24 25 27 24 164r 32 32 32 33 32 2476 36 36 36 36 36 9 23 9 tr-1' 33 33 33 33 33 204' 35 35 35 35 35 29-8' 39 39 39 39 39 31 9 64' 24 25 27 28 24 16-r 32 32 32 32 32 23--1' 37 37 37 37 37 9 24 10 16-r 34 34 34 34 34 194' 36 36 38 36 36 264' 39 39 39 39 39 33 10 94' 25 25 27 28 25 ' 14'-11' 33 33 33 33 33 21'-t0' 37 37 37 37 37 10 6-r 11' 1SS 34 34 34 34 34 198' 36 36 36 36 38 24'-10' 40 40 40 40 40 17-1.'.35 11' 64r 25 26 28 29 25 14'3' 34 34 34 34 34 20-10' 38 38 38 38 38 11' 31 17 144' 3S 35 35 35H3s1T-117 C 25 37373737 104r 23 25 37 28 1 9 95' 41 25 12 T- 2526282825 10 9-11' 23 13-7- 34343434 28 19 34 20-0' 3838 26 38 38 38 17 1Z 1T 14-r 38. 36 36 361T3 1T 38 38 38 38 38 27-10' 41 41 41 41 41 29 1T SS 28 27 29 31 .26 1T-1- 35 35 35 35 35 19-r39 28 393939 32 39 13 14 174' 36 36 36 3619-T 38 38 38 38 38 1.27-111'41474141 274r 42 42 42 42 42 14' S4- 27 27 29 31 27. 12-T 35 35 35 35 35 18'-6' 40 40 40 40 40 14'1S 13-r 37 37 37 371B4 39 39 39 39 21'3 43 43 43 43 43 15 S -r 27 28 30 32 '27 17-r 36 36 36 36 36 1T-10 40 40 40 40 40 1S 16 124' 36 38 38 38166 39 39 39 39 39 20-T 43 43 43 43 43 19 S-0' 28 28 30 32 28 17'8 35 35 35 35 35 iT3 41 41 4/ 41 41 1e 6 20-1' 33 35 37 39 30 274' 33 35 38 40 31 2T4' 35 37 40 42 33 6 19.4' 32 34 37 38 3D 20.4' 33 35 37 39 32 24'-11' 34 36 39 41 33 T Ir -0r 31 33 36 37 31 19-10' 32 34 37 38 32 27-1' 35 35 38 40 35 9 15-117 32 32 35 36 32 1T4' 33 33 36 37 33 21•-T 35 35 37 39 35 9 1S4' 32 32 35 36 32 19-T 34 34 36 37 34 29-4' 36 36 37.39 38 36 117 14'-r 33 33 35 36 33 1687 34 34 35 36 34 194' 37 37 37 38 37 11' 138 34 34 34 35 34 164' 35 35 35 36 35 19-10' 37 37 37 38 37 12 1T•O' 34 34 34 35 34 14'6 '36 38 36 38 38 19-1' 38 38 38 38 38 17 17-T 35 35 35 35 35 13--10' 361-161381381 36 36 1T4' 41 IWIQIWIQI 39 39 39 39 14 17-0' 35 35 35 35 35 13-47 37 37 37 37 37 164' 39 39 39 391139 41 15 11'-r 36 36 36 36 36 17-10' 37 37 37 37 37 16-r 40 40 40 40 40 6 20-T 29 31 33 35 29 25-07 31 32 34 36 31 3937 35 35 37 39 35 6 198' 30 30 32 34 30 27.9' 32 32 34 35 32 37-7' 36 38 37 39 36 T 1T4' 31 31 31 33 31 21.4- 33 33 33 35 33 294' 37 37 37 37 37 9 163 32 32 32 33 32 19.9" 33 33 33 34 33 2T-10' 37 37 37 37 37 9 164' 32 32 32 32 32 t9 -T 34 34 34 34 34 263 38 38 38 38 38 19 146 33 33 33 33 33 1 T4' 35 35 35 35 35 24-11' 39 39 39 39 39 11' 17-10' 33 33 33 33 33 16-10. 35 35 35 35 35 27-W 39 39 39 39 39 1Z 13-3 3t 34 34 34 34 16-1- 9-T 33 1331331331331 33 3333 35 274;' 14'-0' 19 S-1' 30 W 17 174' 34 34 34 34 34 15.8' 36 IWIMIM1351 36 36 36 36 21'43" 41 IWIQIWIQI 41 41 41 41 14 173' 35 35 35 35 35 14'-11' 37 37 37 37 37 20-10' 41 41 41 41 41 15 11'-7[1' 35 35 35 35 35 14'-6' 38 38 38 38 38 20-r 42 42 42 42 42 I S 94' 27 28 31 32 22 ted 30 32 35 36 27 2ZS 9 64r 25 27 29 30 23 14-T 30 32 35 36 28 21'6 T TS 25 27 29 30 24 13-.8' 29 31 33 35 29 19-10' 9 6-11' 25 27 29 30 24 174' 30 31 33 35 30 19-T 9 9-T 27 28 31 32 25 11'-11' 30 30 32 34 30 1 T6' W 9-r 27 28 31 32 26 11'4' 31 31 32 34 31 16-T Il* 6-11' 28 30 32 34 '25 104' 31 31 32 34 31 15-10' 12 64' 28 30 32 34 25 104' 32 32 3234 C 32 1S -r 17 SS 29 31 33 35 26 9-117 32 32 3232 28 32 14'6 14 S3 29 130 31 33 35 27 9-T 33 1331331331331 33 3333 25 33 14'-0' 19 S-1' 30 32 35 36 27 93 33 33 3333 17 33 13'4' 16 4'-11' 31 321351361 14' 28 9-11' 27 29 31 21 33 13--1- 0 d 90 MPH EXPOSURE 28 30 32 8 4 9-0' 23 25 27 28 20 23-6 29 31 33 35 28 373' 6 9a 22 23 25 27 21 21•-1' 28 30 33 34 29 29-11' 6 r4' 22 23 25 27 22 193 30 30 32 33 30 29-r T B4' 22 23 25 27 22 1T-1Cr' 31 31 31 33 31 29-T 9 64' 23 23 25 27 23 16�' 32 32 32 33 32 24'6 9 64' 24 25 27 28 24 194' 32 32 32 32 32 23--1' 10 94' 25 25 27 28 25 /4•-11' 33 33 33 33 33 21'-10- 11` SS 25 28 28 29 25 fi43 34 34 34 34 34 W-10' 17 6-r 261261281211 32 34 23 26 17-T 34 34 34 34 34 20'-0' 13 4-11' 25 27 29 31 25 17-1.'.35 3S 35 3_5 35 t9 -r 14' 4'4- 26 27 29 31 26 12-T 35 35 35 35 35' 196' . 38 40 31 S 37 39 32 9 37 38 33. r 37 38 34; .:9 36 37 34 9 36 37 35 10 35 36 35 11' 36 36 36 17 TABLE 3.2 37137137 13 ' ALL FOOTERS LISTED ARE CONSTRAII 37137137 14 TO USE NONCONSTRAINED FOOTERS 37137137 16 SEE TABLE ON SHEET 2 OF 8, LIVE PRO- ROLOAD S LOAD JET. MAX CONS rOOTF3R SIZE 35 36 TION COLUMN FREMANDNO ATT . 36 36 36 SPACNO FOOTER v FTR 37 37 37 9 COLuMM NE*HTS v 37 37 37 td er 1i• 1s 1e 70 MPH EXPOSURE B 20 9 11'-r 21 23 25 26 19 9 106 21 23 25 26 19 ' F1 N Or 6 DATE: 2 4 2000 10 10-0' 20 Y2 24 25 19 11' 94' 21 23 25 26 20 17 9-1' 21 23 25 26 21 13 98' 22 24 26' 27 2D IN 6S 22 24 26� 27 21 15 9-1' 23 25 27 28 21 19 T-10- 2325 27 28 21 1T T -T 24' 25 27 29 21 70 MPH EXPOSURE C 20 9 11'-r 25 28 28 30 19 9 10'•6' 25 26 28 3D 19 10' 10'-0' 23 25 27 28 19 11' 9S 25 26 28 30 20 1Z 9-1' 25 26 28 30 21 17 84' 26 27 29 31 2D 14' 85' 26 27 29 31 21 IS! 9-1' 26 28 30 32 21 19 T-10' 26 28 30 32 21 IT T -T 27 29 31 33 21 90 MPH EXPOSURE B 20 9 11'-r 24 26 28 29 22 9 10'•6' 24 26 28 29 22 10' 10-0' 23 25 27 28 22 11' 9$ 24 26 28 29 23 1Z 9-1` 24 26 2829 24 17 98' 25 27 29 31 24 14' 9S 25 27 29 31 24 16 9-1' 26 28 30 32 25 IV r-10- 26 28 30 32 24 1T I r-7- 127129 31 133 25 90 MPH EXPOSURE C 20 9 11'-r 28 30 32 34 23 9 10$ 28 30 32 34 23 10 10-0' 27 28 31 32 23 11' 9S 28 30 32 34 2 ' 17 9-1' 28 30 32 34 17 94' 29 3133 35 _~ 14' 9S 29 31 33 35 70 MPH EXPOSURE 8 AND C 25 a 104r 23 25 27 28 1 9 95' 23 25 27 28 19 10 9-11' 23 25 27 28 19 11' W -T 25 26 28 30 19 1Z 9-r 25 26 28 30 20 1T T-10' 26 27 29 31 20 14• TS 26 27 29 31 20 15 T3 26 28 30 32 1e r-(" 26 28 30 32 35 37 33 S 35 37 34 6 35 36 � r �11181ei1 J111 a a. 36 36 36 9(,`PROjplj(, 37 37 37 9 1140 All PRO DRIV 37 37 37 td ELKHART IN 46514 ICSO ES EVALUATION REPORT fP-2621P 38 36 38 11' HEADER SPANS. COLUMN SPACIXG. rOOTIR SIZE AND COLUMN TYFE rOR 38 38 38 17 39 39 39 13 FREESTANDING AND ATTACHED 40 40 0 40 40 14 COYYCRCUL STRUCTURES CE F1 N Or 6 DATE: 2 4 2000 APR 18 2003 ` No. 16273! E-1 6.30.4!7 20 20 MAR 0 3 2000 1 1 IY e e eoeeerauntun Aun ATTAruvn rnuuvor1A1 &1 ma iftwa INE LOAD TRIG V(DTH 21'-1- �• 1 (GM 71 [IAM 1 O' 1 NAtY1 LIVE LOADr1l' TRIG W eLOV[ALW -- NN:AD(A -' -"[ O R[AN 1 O• fT((L a [GIA TRIS WUM MAX COLUW CON3. FOOTER 61ZE MAX V SPACING cDL vN'Ir IY 19 to CON& FOOTER SUE WE A OOLUM N SPALT GY tT /f' 1B fa Com& P001ER SM NNX COLUMN SPACNO OOHS FOOTER MM ST ' A NNE COLUMN CONE. FOOTER sim A W% COLUMNSPAUM SPACING OOK4 FOOTER UX A FTA vcOUARN ar IT IT IVar 41 43 FTR N90Nfev 11' 19 to SPMdNO FOCiEi Y FTR COL N -r var 6'1- jr /S Is ar tY 19 Ia 90 MPH EXPOSURE 21'-1- C 70 MPH EXPOSURE 34 C 25 4' 2Z4' 33 35 38 40 28 24-11' 34 38 39 41 29 30-T 36 38 41 43 31 25 4' 991 23 ZS 27 28 17 2?3' 28 31 34 35 24 3Z3 32 34 37 39 27 4' 28 S 20-1' 33 35 37 39 29 27.4' 33 35 38 40 31 274' 35 37 40 42 33 21 S (r -T 22 24 26 27 18 20-10' 29 31 33 35 25 29-11' 31 33 36 37 28 S 29 9 t9d' 32 34 37 38 30 20-4' 33 35 37 39 32 24'-11' 34 36 39 41 33 23 6 Td' 22 24 26 27 19 19-0' 28 30 32 34 26 2T-10' 30 32 35 37 30 9 30 T 17* -0" 31 33 38 37 31 18'-10' 32 34 37 38 32 23-1' 33 35 38 40 35 23 T 6'-0' 22 24 26 27 19 1T-7' 27 29 31 33 26 294r 30 32 34 36 30 T 30 9 1S-11' 32 32 35 36 32 1T4' 33 33 36 37 33 21'-T 35 35 37 39 35 24 9 6-4" 22 24 26 27 20 164' 27 29 31 33 27 24'-1" 31 32 34 36 31 9 31 9 1947 32 32 35 38 32 19-T 34 34 36 37 34 20.4' 36 36 37 39 36: 24 9 6-0' 23 25 27 28 20 154" 28 28 30 32 28 . 2X4 31 31 34 35 31 9 32 10 14'-r 33 33 35 38 33 159' 34 34 35 38 34 19-C 37 37 37 3B 37 24 10 64r 23 25 27 28 21 14'9' 28 28 30 32 28 21'-r 32 32 33 35 32 10 32 11' 134' 34 34. 34 35 34 1S-0' 35 35 35 38 35 19-10' 37 37 37 37 37 25 11' Sb' 25 26 28 30 21 14'-0' 28 28 29 31 28 20-r 32 32 33 W 32 11' 33 17 13-0" 34 341341351 35 35 34 1191' 39 35 35 35 -M 79-1' 53' 28 38 28 17 S -r 25 28 28 30 22 1391 29 29 29 31 29 194' 33 33 33 34 33 17 33 13 1791 35 35 35 35 35 13-10' 35 35 35 35 35 1T-4' 38 38 38 38 38 27 17 4'-11' 28 27 29 31 21 17-11' 29 29 29 31 29 19-11' 33 134 33 33 34 33 13 34.1 id' 173 35 35 35 35 35 17-4 I 135 36 36 1 38 1 36 36 164' 138,38,38,38, 38 38 38 38 38 26 14' 4'9' 26 27 29 31 22 174• 30 30 30 31 30 18'3' 34 34 34 34 34 14' 1S 11'-r 36 36 36 36 36 17.10' 36 38 36 36 36 16-r 39 39 39 39 39 191 4'-r 26 28 30 32 22 tt4' 30 30 30 30 30 it -T 34 34 34 34 191 30 4' 21'-1- 29 31 34 35 27 264' 30 32 -34 36 29 35'9" 32 35 37 39 32 25 4' 9-0" 27 28 31 32 21 1T-11' 31 33 36 37 26 263 35 37 40 42 30 4' 32 S 19-10' 28 30 32 34 28 27-10' 30 31 34 35 30 373 34 34 37 39 34 35 S 94' 25 27 29 30 21 19-0' 30 32 35 36 27 234' 33 35 38 40 31 S 32 6 1T -2m 29 29 31 33 29 20-10' 31 31 33 35 31 29-W 35 35 36 37 35 164^ 6 T4' 25 27 29 30 23 14'-r 30 32 35 36 28 21'91 33 35 37 39 32 9 35 T 15-11' 30 30 30 32 30 19.4" 32 32 32 34 32 2T3 36 36 36 37 36 36 T 6.9' 25 27 29 30 23 134" 29 31 33 35 29 19-10' 33 34 37 38 33 .T 38 S' 14'-10" 30 30 30 32 30 19-1" 33 33 33 34 33 2S$ 36 36 36 36 36 27, 9 9.4" 25 27 29 30 24 174" 30 31 33 35 30 19-r 34 34 37 38 34 9 31 9 -0 14'' 31 31 31 31 31 1r4T 33 33 33 33 33 24'3 37 37 37 37 37 35 37 9 6-0" 27 28 31 32 24 11'-11' 30 30 32 34 30 17. $ .34 34 38 37 34 9 33 10 13-4" 32 32 32 32 32 19-2" 35 35 35 35 35 279" 38 38 38 38 38 32 10 S$ 27 28 31 32 24 11'-4' 31 31 32 34 31 19-7' 36 36 36 37 36 10 `6-10' 11' iZ4' 32 32 32 32 32 TSS 35 35 35 35 35 21'S 38 38 38 38 38 30 11' SS 28 30 32 34 25 109" 31 31 32 34 31 1S-10' 35 35 35 36 35 11' 28 17 12-r 33 33 33 33 33 14'9" 35 3535 34 35 35 20-T 39 39 39 39 39 22 17 53' 28 30 32 34 28 10-4" 32 32 32 30 32 15-r 36 36 38 38 36 12 28 17 11'4" 33 33 33 33 33 14'-r 36 36 38 38 36 19-10' 39 39 39 39 39 13 S-1' 29 31 33 35 27 9-11' 32 32 33 35 32 14'6 37 37 37 37 37 13 14' 11'3" 34 34 34 34.1 13*4r 38 36 36 36 38 19-1" 40 40 40 40 40 14' 4'-11' 29 31 33 35 26 9-7" 33 33 33 35 33 i r-cr 37 37 37 37 37 14' S 18'-10" 32 34 37 38 29 27-4' 33 35 38 40 31 29-0" 35 37 40 42 33 9 1r -r 31 33 36 37 30 204' 33 35 37 39 32 254' 34 36 39 41 34 T 15-11' 30 32 35 36 30 19-10' 32 34 37 38 32 274r 35 35 38 40 35 $ 14'-10' 31 32 35 38 31 1T4r 33 33 36 37 33 27-1' 36 36 38 40 36 9 14'-0' 32 32 33 35 32 16-r 34 34 36 37: 34. 20-10' 36 36 37 '39 36 10 17-V 33 33 33 35 33 164^ 34 34 35 36 34 199' 37 37 37 38 37 11' 174' 33 33 33 35 33 16 -Cr 35 35 35 36 35 19-10' 37 37 37 38 37 17 17-r 34 34 34 35 34 1C -T 36 36 36 38 36' 19-1' 38 38 38 38 38 13 11'4' 34 34 34 35 34 13-10' 36 38 38 36 38 ir4" 39 39 39 391 39 S 1947 27 29 31 33 27 19-10' 28 30 32 34 28 2r -e 32 32 35 37 32 6 14'-11' 27 28 30 32 27 19-2' 30 30 32 34 30 24'-11' 33 33 34 35 33 T 17-10' 26 28 29 31 28 169' 30 30 31 33 30 231" 34 34 34 35 34 9 17-11' 29 29 29 31 29 1S -r. 31 31 31 32 31 21'-T 34 34 34 35 34 9 17-2' 30 30 30 31 30 14'-10' 31 31 31 32 31 20-4' 35 35 35 35 35 10 11'-T 30 30 30 30 30 14'-0' 33 33 33 33 33 /9-" 36 36 36 36 36 11' 11'-0' 30 30 30 30 30 1791 33 33 33 33 33 199' 36 36 36 36 36 40 P 194' 32 34 37 38 27273 28 33 35 38 40 26 30-7' 36 38 41 43 31 4' S 16-C 31 33 36 37 26 19-10" 32 34 37 38 29 2r-4' 35 37 40 42 33 32 6 14'-11' 30 32 35 36 28 19-r 32 34 37 38 30 24-11` 34 38 39 41 33 37 r 13-10' 29 31 33 35 29 194' 31 33 36 37 31 23-1' 35 35 38 40 35 35 6 17-11' 30 31 33 35 30 164' 32 32 35 38 32 21'-T 35 35 37 39 35 36 9 . 17-r 31 31 33 35 31 14'-10' 32 32 35 36 32 204' 36 36 37 39 38 37 10 11'-r 31 31 32 34 31 14'-0' 33 33 33 35 33 19:4' 37 37 37 38 37 21'-10' 11' 11'd 31 31 32 34 31 13'91 34 34 34 35 34 199' 38 38 38 36 38 34 1z 10-r 32 321321341 38 38 32 17-10' 34134134135 24 28 28 34Ir-11'138138 24 13-T 38 38 38 60 4' 164r 301321351381 38 38 38 25 163 321341371 W -r 25 38 27, W -T U 36 39 41 30 35 S 1391 29 31 33 35 26 193.31 13 33 36 37 28 22-10'33 31 35 38 40 31 35 Cr 173' 29 31 33 35 27 W-10' 30 32 35 36 29 20-10' 33 35 37 39 32 23 T 11'-4'28 1 EXPOSURE 30 32 34 28 134' 1 30 31 33 35 3D 19-C 33 34 37 38 33 9-7' 6 10-T 28 30 32 34 28 17-10'31 27 31 33 35 31 19-1' 34 34 37 38 34 32 9 10-0'29 31 29 31 32 29 17-r 33 33 33 35 33 1r -OP 34 34 38 37 34 4' 9-r 23 25 27 28 20 27-0' 28 30 33 34 27 30-' 31 33 36 38 31 4' S r -r 22 23 25 27 21 29S 29 30 33 34 29 29-r 32 33 35 37 32 S 9 94' 22 23 25 27 21 193 30 30 32 33 30 294' 33 33 35 37 33 9 T 6-2' 22 23 25 27 22 17* -10' 31 31 31 33 31 26-2- 35 35 35 36 35 T 9 914' 22 23 25 27 22 164' 32 22 32 33 32 24'-1' 38 36 36 36 36 9 9 SS 23 25 27 28 23 159" 32 32 32 32 32 23-1" 37 37 37 37 37 9 1P 5-2' 24 25 27 28 24 14'-11' 33 33 33 33 33 21'-10' 37 37 37 37 37 10 11' 4'-11" 24 26 28 29 23 14'3 34 34 34 34 34 20-10" 36 38 38 38 38 11' 17 4'4' 24 28 28 29 24 13-T 34 34 34 34 34 20-0' 38 38 38 38 W 17 13 W -r 25 27 29 31 25 13'-1' 35 35 35 35 35 19-r 39 39 39 39 39 13 14' 4'-: 25 27 29 31 25 17-7' 35 35 35 35 35 194' 40 40 40 40 40 14' LIVE PRO a li[' alauO[o NN:Au(q LOAD.JEG 27 11AIC CORS FOOTER SIZE 29 11ON/ OOILMN FREESTANDING A V COLUYN NBCiRS Y 29-2' 31 SPAQNO 36 37 28 ar IY 19 1a 6 90 MPH EXPOSURE 24 8 25 B 100' 23 25 27 .28 21 294' 9 991 23 25 27 28 22 6-2" 10 9-11" 21 25 27 28 & 20.31 11' 946' 24 26 28 29 22 36 17 9-2' 24 26 28 29 23 27 13 T-10' 25 27 '29 31 23 24'-1' 14' TS 25 27 29' 31 23 SS 19 . T3 26 28 30 32 23 28 19 7-0' 26 28 30 32 23 90 MPH EXPOSURE 9 'C 25 9 10-0' 27 28 3132 14.4' 21 28 9 991 27 28 31 32 22 35 10 9-11" 27 28 31 32 22 30 11' 94' 28 30 32 34 23 20-r 17 9-r 28 30 32 34 24 4'4' 17 T-10' 29 31 33 35 23 32 14' T4" 29 31 33 35 24 36 70 MPH EXPOSURE 13 B 26 1 27 1 29 30 9 9-2' 20 22 24 25 21 19-11' 9 9-7' 20 22 24 25 21 W -C 10 9-r 20 22 24 25 22 33 11. 74' 21 23 25 28 22 37 17 T -r 21 23 25 26 23 30 13 T -r 22 24 26 27 23 293 14' 9-10"' 22 24 26 27 23 94" 16 6-7' 23 25 27 28 23 32 90 MPH EXPOSURE 27 C 33 35 3840 30 9 9-r 27 28 31 32 21 28 9 9-7' 27 28 31 32 21 21'91 10 9-2' 27 28 31 32 22 5'91 11' 74' 28 30 32 34 22 31 17 r -S' 28 30 32 34 23 13 T -r 29 31 33 35 23 30 14' `6-10' 29 31 33 35 23 19-r 1S 6-7- 30 32 35 38 23 40 9 T-11" 25 27 29 30 20 30 9 r4' 27 28 31 32 21 ' 37 10 T-1' 27 28 31 32 21 11' 69' 28 30 32 34 21 17 691 28 30 32 34 22 13 9-r 29 31 33 35 22 60 T 6-11' 25 27 29 30 19 9 6$ 25. 27 29 30 20 S' 6-i" 27 28 31 32 20 19 S4' 27128 31 32 20 S T<' 22 24 26 27 18 20a' 29 31 33 35 25 29-2' 31 33 36 37 28 S 6 64" 22 24 26 27 18 19-W 28 30 32 34 26 294' 30 32 35 37 29 6 T 6-2" 22 24 26 27 19 1T -r 27 20.31 33 33 26 291-r 30 32 34 36 3o T 9 5'4' 22 24 26 27 19 165' 27 29 31 33 27 24'-1' 31 32 34 38 31 9 9 SS 23 25 27 28 20 154' 27 28 30 32 27 '224' 31 31 34 35 31 9 10 S -r 23 25 27 28 21 14.4' 27 28 30 32 27 21•-r 32 32 34 35 32 10 IV 4'-11' 25 26 28 30 20 14-0' 28 28 29 31 28 20-r 33 33 33 35 33 11' 17 4'4' 25 28 28 30 21 1391 28128129131 32 32 34 28 '1914' 33 33 331341 36 33 17 13 491 26 1 27 1 29 1 31 21 1Z-11' 28 28 29 31 28 19-11' 34 34 34 34 34 . 17 '. S T-4' 25 27 29 30 21 16-M 30 32 35 36 27 23.6' 33 35 38 40 31 S 6 64" 25 27 29 30 22 14'-T 30 32 35 38 28 21'91 33 35 37 39 32 .6' T 6-2' 25 27 29 30 23 13$ 29 31 33 35 29 19-10" 33 34 37 38 33 T 9 44' 25 27 29 30 23 174' 30 31 33 35 30 19-7' 34 34 37 36 34 a 9 SS 27 28 31 32 24 11'-11" 30 30 32 34 30 Aro' 34 34 36 37 34 9 10S -r 27 28 31 32 24 11'-4' 31 31 32 34 31 19-T 35 35 36 37 35 Air 11' 28 30 32 34 24 109' 31 31 32 34 31 15-18' 35 35 35 38 35 11' 12 4'4' 28 30 32 34 24 104' 32 32 32 34 32 1T -r 38 36 36 36 36 17 13 4'4r 29131133 35 259-11' 32132 321321 32 14'4' 37137 371371 37 17 14' W -C 29 31 33 35 26 9-T 33 33 33 33 33 14'337 37 37 37 37 14' 4' T -r 25 27 29 30 20 17-11' 31 33 36 37 26 293 35 37 401,01 94" 25 27 28 30 20 16-0' 30 32 35 38 27 23'4' 33 35 3840 31 S S-10' 23 25 27 28 21 14'-T 30 32 35 36 28 21'91 33 35 37 39 32 9 T 5'91 25 27 29 30 22 134" 29 31 33 35 29 19-10' 32 34 3738 33 T 6 S-0' 25 27 29 30 23 174' 30 31 33 35 30 19-r 34 34 37 38 34 9 9 4'4' 27 28 31 32 22 11'-11' 30 30 32 34 30 1T$ 34 34 36 37 34 9 APR 18 2003 tCOL MAXIMUM COLMIN NEGHT coLum NDESCRIP1 oN SINGLE FREEST' FOR ALL COLLARS SEE SPAN OR MULnSPAN OETAIL-r (R4 V ATTCHED ATTACHED E 3' CLOVERLEAF STEEL COL- /74- W -r F r SQUARE STEEL COLUMN 151a 11'-0' 0 C SOUARE STEEL COLUMN 151-0' 151-0' H SSOUARESTEEL COLL&W f4'.o' 1a'.0" J r SQUARE STEEL COLUMN 1514". /Cd' 1naLc a.a �Amerimax HN[.DDtlGP�DOCfB�QdG 1140 ALL PRO DRIV ELKHART, IN 46514 IC80 IS EVALUATION REPORT ER -2621P N[ADCR SPANS. COLUNN SPACING, f00TER SRC AND'COIUYN t1/PC foR rttCESTANDING AND ATTACNEo ou t u Tup s SHEET s a e DATE, 2/a/250 --O LO FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES LIVE TR® MA70NUN COLUMN SPACING rAr STEEL c eEAM LIVE W 7wB LOAD WIDTH FOR ATTACHED LATTICE ON SLAB MAX CONS. FOOTING G SME LOAD MOTH HEADER MUST BEASLE TO SPAN COLUMN FREE ATTACHED USING COLUMN A• 'ALL OTHER SPACING FTR FTR MN MAK LENG1110F COLUMN COLUMNS v V, COLUMN s it -,6 1T -r tad- 21"4• WIDTH MAX CONS. FOOTING SIZE a /f•11 ,f4' ,r4' 1r4' 11'4' FREE 0.042 2r -r r 17-1' 17•r U' -r 154' 264' 27 22 C 6 ,a -r ,1'-0' 179• I7 -I' 253' 26 22 C 9 V4 V9' 11'9• ,1'4' 21'3' 20 23 C IV 6d' V -IO' 1173' 117.6 279` 28 23 C 11' rd 179• V4 V4' 21'-17• 25 23 C 17 T4' r4 174' 179' 21'4• 25 24 C 17 V4• 174• r•to• V-1' W -r 25 25 c Ic 174' 64' r4 Td• 1Vd 25 25 c ,s S -r S -IP V-117 r4' 169' 25 25 C IV 53' S4' 6d•' V -r 1V•r 26. 26 c 1T S4' S -r 174• 6-21 1T -r 25 25 c It 44' f-11' 94' 7-16 1r•1' 26' 26 c 1V 21 4'4' SS SS 164• 26 26 C 217 25 10 s•1' 43' Iff-r 27 27 C 2,• 23 A' f-ta 54' 16-10' 20 26 c S 16-1V ,T -r tad• 21"4r WIDTH MAX CONS. FOOTING SIZE a 1r-1' Ir4' lr4' tr4' 11'4' FREE 0.042 2r -r T 17-i' 17•r 1 f -r 154 27•r 29 24 c a to -r ti' -0' 179• 17-11 2179• 28 24 c V V4 9'9' 1114 ii, -r 19-r 28 2S C 10' 6.11 a-16 7013• 1174' 164` 28 20 ' c 11• Td 64' V4 94' IT -V 27 25 c 17 T4 T4 64' 64• ' 1V•11' 27 26 C 17 64' 69' T-10' 9-1' 1173' 27 27 C 1f 64 64 T4' r4' iso' 27 27 c 15 S -r SAW 6•I6 r4' 16-r 27 27 c I6 s3' S4' 6d• 6-T IC -V 28 28 c IT s4• S -Y 174' 6-r tri' 28 28 c 1V 4'4' 4•-711 S4' F -IV IY-to- 28 28 C 1V 21 4'4' sd' 64' ,Yd' 28 n C 2V 25 10 9-11 93' i7.1' 29 29 c 21' 23 A' f-117 54 17.6 29 20 C' S mir 1T -r 201-6' 21"4T WIDTH MAX CONS. FOOTING SIZE 6 1f•1' 1f4' 1T9' ir4' 11'4' FREE 0.042 2r -r T 17.1' 17-r 14'-r 159' 27-r 27 23 C V is -r 11'4'' 179' 17-I' 27-1' 27 24 C 9 V4 V4• 11'4 11'4r 201.10' 27 24 C 1V V4i 6.10- 1173' 1014' 174r 26 24 C 111 r4' 6-0' V4' 94' 7V-10• 26 25 C 17 T4' r4 V4' 69• 194' 25 25 c 17 V4' 64 T-117 V•1• ir4 26 20 c 14' 64r 64' r4' T4' 164" 26 26 C is S -r 1716- V -IV T4' is -1' 27 27 C IV S3' S4'Vd'. 27 6.r is -r 27 27 C 1r 94• S-rr 9-V 6-r 15.1• 27 27 C 1V 11.6 f-11' S4' s-ta tf4' 2e 28 c 1V 21 114' Sd' S4' ,114 2e 28 C 2V 25 10 9-1' S3' 17-1V 27 27 C 21' 23 A' f-117 94T 17-r 28 28 C F 16.10' 1T -r 201-6' 21"9' WIDTH MAX CONS. FOOTING SIZE 6 14'-1' 111.6 1r4r 1r4' 11'4' FREE 0.042 2r -r T 17.1' 17-r 14•-r 159' 1V-1' 30 25 c 6 la -r 11.4• Mr. 17-11 it -17 29 25 c V 94 V9' 11.4• 11'4' IVAW 29 26 C 1V N -V V-1171 1013• 1174' 15-11' 28 20 C 11• T4' Qo 94 V4' 153• 28 27 c 17 r4• T4 V4' V4• lr•r 28 26 c 1Y 64' 174' T•,6 V-11 1r4' 28 28 .0 Ir 64' 64 T4. T4' 174' 28 28 c 1S s -r S•1P 6•ta T4' 174' 29 29 C All :"7 P�COLl1MH ALL SPACING OM62S 29 30 c 217 I fd I f -w . I f t6 I s4• I Itt•d 131 1330 I C F 6.117 V3' 1179• Ira WIDTH MAX CONS. FOOTING SIZE 6 T4 rd• V-11• V.r 11'4' FREE 0.042 2r -r T 64' 6-r T4' T-10' 1V•1' 30 25 c 6 S4' S4• 6`4• V• Ir 1T -I6 29 25 C V f-11'' S -r 5-11•. 9-11 If -10' 29 26 Cl la TYPE r -r 94 S4' 19-11' 28 26 D 11' 90 MPH VI NDSPEED FOR ATTACHED LATTICE f-10' 99' 1F r 23 27 D 17' If it'.r f4' r -r 1r -r 28 28 D 77 16.9' 28 19 A if4' 28 28 D 1f 28 iC-r 28 21 174' 28 28 D 1S 1SJ' 6 rd• 23 174' 29 29 D 1V A 17.11• 27 21 77-r 30 30 D. 1T 18 A 1V-2' 26 173 30 30 ! 16 A 17 6 S -r 11'-11' 30 29 ! 1V 21 A 11'-4• 26 11•-r 30 30. E 2V 25 10 A T•11' 11'3• 30 30 E 21' 23 A' 17-V 17-W. 170' 117 11'4' '300 30 E 6 r -r Td• V4' V-111 WIDTH MAX CONS. FOOTING SIZE 6 5.11- 63' TJ• rS 11'4' FREE 0.042 2r -r T 9-1' - S4 V -r 64• I9-1' 30 25 C 6 f4'_ 114• sd• s -r 1T -1r 29 25 c 9 94' Y r-ta' f-11• If-lV 29 26 D IV TYPE ' 0.042 TYPE 15-11' 20 28 D 11' 90 MPH VI NDSPEED FOR ATTACHED LATTICE 17 OR LESS T4' 1SJ' 28 27 D 17 If it'.r 26 17 If -r 28 28 0 1Y 16.9' 28 19 A lf4• 20' 28 D ,4• 28 iC-r 28 21 174• 28 28 D 1s 1SJ' 6 rd• 23 174' 29 29 D 16 A 17.11• 27 21 17-r .3o 30 D 1T 18 A 1V-2' 26 17-r 30 30 E LIVE TRIS Qo3r x S x W BOX BEAM 0.012-xTxrBOXSEAM DWSLE 0.007 x 7 x B- LOAD WIDTH MAX CONS. FOOTING SIZE MAX CONS. FOOTING Sl2E MAX CONS. FOOTING SIZE FREE ATTACHED 11'4' FREE 0.042 2r -r COLUMN COLUMN ATTACHED COLUMN FREE ATTACHED FTR FTR MIN FIR FDL FTR MIN. V 0.030 SPACING SPAC9NfT FTR MIN SPACOG 1T4• 29 25 V Y COLLA 94' Y •d' COLUMN -r 'dCOLUMN 16-10• 29 26 E 10, TYPE ' 0.042 TYPE 163• TYPE 27 E WA 90 MPH VI NDSPEED FOR ATTACHED LATTICE 17 OR LESS T4' 144' 28 27 E 10 If it'.r 26 17 A 1r4 29 20' A 16.9' 28 19 A 11' r s 6-11' 25 18A 28 iC-r 28 21 A ICA* 28 21 A 1SJ' 6 rd• 23 17 A 11'-111 26 20 A 17.11• 27 21 A B T V4 I 23 18 A 1V-2' 26 21 A 17-1' 27 22 A 17 6 S -r 23 17 A V-11' 25 21 A 11'-4• 26 22 A• 28 V f-11' 25 10 A T•11' 25 20 A 117.8• 26 23 A' 17-V 17-W. 170' 117 f-6' 25 19 A r -r 25 21 A 117-r 20 24 A• 20 f S•V 22 14 A V -r 25 18 A 11H'26 174 17 A- ! S r -r 22 ' 15 A r -r 23 16 A 1173• 26 19 A• ELKHART, IN 46514 V 178. .27 20 6-1' 23 18 A 94' 25 19 C 27 T E ' 63' 23 17 A 64' 25 20 C V SHEET 6 OF 5 DATE: 2/5120001 `E -r 23 17 A V-1• .25 21 C V T4' 23 20 c III, T3• 22 21 c 25 f' r -r 23 15 A 1a4' .26 17A! s s-111 22 15 A 9•r 25 18 C 6 1'-11• 22 16 A 6.7 25 19 C T. T4• 2318 c ' 6 T3' 23 I9 C V 6.10• 2320 C 11794r 23 121 C 30 f 6-r 23 1s A Vd' 25 15 .c s 4•-11• 22 1s A 6d'25 1e 'C V 74 23 ' 17 C r r-11 23 18 C V 64' . 23 19 C 40 4' 4'4' 22 14 A V-2' 25 16 C s r4 23 13 C V 6-r 23 17 C BO 4' Y-1' 22 14 A V -r . 23 15 C S 'S 22 1 15 C TABLE 42 S, 64r 63' T3' rd• •.7M OVER O'SqMPH 6 S-0' S3• a-1' 6-r 11'4' 69- 0.042 2r -r r 20 r4' S -r 54 163- 30 25 D V 0.030 1I'4r 4'4' 4'4' 1T4• 29 25 D V 94' 6.11' Y-117 0.042 16-10• 29 26 E 10, 6-0' ' 0.042 11'4'r4 163• 29 27 E WA N/A FOR ATTACHED LATTICE T -to' T4' 144' 28 27 E CLEARSPANS FOR 9 X 0 RAFTER LIVE PANELI 2CO.C. ' LOADT LOAD •.7M OVER O'SqMPH . TABLE 4.5 HANG 1D ame 274 11'4' 69- 0.042 2r -r 17-T 20 0.0351 IW4r I V4' r-11' 0.002 17-1V 1 7-11- -11125 25 0.030 1I'4r T -T 4'd' 0.042 1T4• WAIT 30 0.030 94' 6.11' Y-117 0.042 1S -T 6-1' 40 0.036 T4E&4r 6-0' ' 0.042 11'4'r4 94' 60 0.035 C-11•r-11'O.a2 WA N/A FOR ATTACHED LATTICE T -to' T4' CLEARSPANS FOR 2 X 6 RAFTER' LIVE PANEL 2v O.C. LOAD T 70W =OVER . TABLE 4.5 MRI 70 0.024 1Y -r 69- FOR 10 PSF DOUBLE RAFTERS MAY BE USED 41r O.C. 0.032 IV -I' 94r 20 0.024 9.117' r-11' 0.032 17•r 6-T 25 0.024 6-1P 4'd' 30 0.032 11.9' s-10' 30 0.024 Td Y-117 17-117 0.032 1174' F4- 40 0.024 5-10' 7.11• Ir 0.032 94' 4'4' so 0.024 WA N/A FOR ATTACHED LATTICE 0.032 T4' 7-117 A'- V MAU" COLUM LENGTH A•'= 117 MAXM M COLUM LENGTH MAR. 0 3 -2000 �Q 17 153' 28 28 E TABLE 4.41 . TABLE 4.5 17 IN -10" 29 29 E FOR 10 PSF DOUBLE RAFTERS MAY BE USED 41r O.C. 11' 1f4' m 29 C COLUMN SCHEDULE FOR FREESTANDING is 1f -r 30 30 E STRUCTURES AND INTERMEDIATE COLUMNSFOR 1V 54' 6.111 WAIT T4' 17-117 30 30 E COLUMN SCHEDULE MAX MULTISPAN STRUCTURES COLUMN NOTES Ir s 114' r -r 54' S4' COI FOR ATTACHED LATTICE COLUMN "E 9-r MAX COLUMN LENGTH 6 - f•r 4.17- PATIO STRUCTURES NIGHT F 11' MAX COLUMN LENGTH r 1V•r 29 24 ! A 0020 x 9' SOWRE ALUM COLUMN 11' r G 17 MAX COLUMN LENGTH 6 ,s-10• 28 20 E B 0.037 x 1 1? SQUARE ALUM COLUMN LENGTH Hz:j V 1SJ' 28 25 E SCROLL COLUMN Q-0' 4.6 to 14-4' 28 20 E B 0.027-x T SQUARE ALUM COLUMN .11'-C ALL COLUMNS CED WITH A STRONGER 11' lf-r 28 27 E . C 004P x T CLOVERLEAF COLUMN /7d 'A' CED W/ BJ C 17 17-10' 27 27 ! 0 FLUTED COLUMN ALUM. 0.087 11-0' 8 CED W/ w, ETC. 17 174' 28 28 E E r CLOVERLEAF STEEL 0.04V 12-M UNEAR INTERPOLATION LL CALCULATIONS 1S ALL17- Y- r4• 4- r 20 0 F 0r r SQUARE STEEL COLUAN SQUARE STt$ COLUMN SQUARE STEELCOLUMN 17-V 17-W. 170' r !r ARE SI�COLLIALN tzd�iwLLfT e, V .Irl(• ,7 -to• 2823 27 23 E ! lII.DIlY�,PRODL1Cl8QVC 1140 PRO DRIVE V 174 27 21 ! ALL 117 17-i6 27 25 E ELKHART, IN 46514 11' 178. .27 20 E ICBO ES EVALUATION REPORT ER -2521P r-• 27 n E ' HEADER SPANS. 'COLUYN SPACING, FOOTER SDE AND COLUMN TYPE FOR LATTICE PATIO TR ATTACHED LATTICEPATIOSTRUCTURE SHEET 6 OF 5 DATE: 2/5120001 No. 16273 E.p. 6.30. O'. APR 18 2003 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES PANEL EXPOSURES MAX LIVE TWO I 8 AIDC SCBEAM HEADER LIVE TRIB 8'CBEAMHEADFR MAX CONSTRAINED FOOTER SIZES MAX CONSTRAINED FOOTER SIZES LOAD WIDTH LOAD WIDTH 0.032 COLUMN FREESTANDING ATTACH® 25 OA24 COLUMN FREESTANDING ATTACHED 31 SPACING FOOTERS ON FTR MIN 30 0.024 SPACING FOOTER Nr 014 FTR MIN 0.032 1047 COLUMN HEIGHTS'd' COL 0.024 5-11T 7-11" COLUMN HEIGHTS '4' COL 94' 4'43r 60 3024 S 1'-11" S 1S'111, ON) TYPE 70 MPH EXPOSURE B 40 24 90 MPH EXPOSURE C 24 20 4' 31'-W 27 29 32 33 21 D 25 4' 25-10' 34 36 39 41 23 D 5 29$ 27 29 31 33 22 D 24'$ S 23-1' 33 35 38 40 24 D 6 2r8' 27 28 31 32 23 D 24 6 21'-1' 33 35 37 39 25 D T ' 264" 27 28 31 32 24 E 37 T 19$ 32 _. 34 ' 37 38 26 D 6 2937 26 28 30 31 25 E 11' 6 163' 32 „ 34 37 38 27 E 9 '24'3' 26 28 30 31 26 E 30 9 1r -T 31 33 36 37 27 E 117 236' 26 27 29 31 26 E TABLE 5.5 1a 164-' 31 33 36 37 28 E C 70 MPH EXPOSURE C 25 V 29$ 31 33 70 & 90 MPH EXPOSURE 21 B 170 MPH EXPOSURE 4' C 20 4' 31'8" 32 34 38 38 21 D 30 4' 2T8' 30 32 35 37 23 D 33 5 29.4' 31 33 36 37 22 D 1T S 258' 30 32 34 38 25 E E 6 2r.4r 30 32 35 37 23 D E 6 24'-3' 30 32 34 36 25 E 32 r 29$ 30 32 34 36 24 E 33 r 1 23.0' 29 31 34 35 27 E 20' 6 24'4' 29 31 34 35 24 E ' 6 27.0' 29 31 33 35 27 E 21' 9 27$ 29 31 34 35 25 E 34 9 21'-r 29 31 33 35 28 E 35 10 21'4r 29 31 33 35 25 E 10 10' 2aS 29 31 33 35 29 E 1(Y 90 MPH EXPOSURE B 35 36 26 E 90 MPH EXPOSURE C 20 4' 31'8" 31 33 36 38 24 D 30 4' 25-10" 34 36 39 41 23 D 5 29$ 31 33 35 37 26 D S 23-1' 33 35 38 40 24 E 6 2T8' 3U 32 35 36 27 D 6 21'-1' 33 35 3B 40 25 E T 26-1" 30 32 35 36 28 E T 19$ 32 34 37 38 26 E 6 24'x' 30 32 34 36 29 E 6 163' 32 34 37 38 27 E 9 234r 29 31 33 35 29 E 9 1T -r 31 33 36 37 27 E 10' 21'8' 29 30 33 34 29 E to 164' 31 33 36 37 28 E 90 MPH EXPOSURE C 70 & 90 MPH EXPOSURE B /70 MPH EXPOSURE C 20 4' 25-10' 34 36 39 41 23 D 40 4' 2637 30 32 34 36 23 E S 23-1' 33 35 38 40 24 D S 236" 29 31 34 35 24 E 6 21'-1' 33 35 37 39 25 D 6 274P 29 31 33 35 25 E T 19$ 32 34 37 38 26 D T 20`-11' 1 29 31 33 35 26 E 6 163' 32 34 37 38 27 D 6 2a -0r 28 30 32 34 26 E 9 1r -r 31 33 36 37 27 D 9 19-2- 28 30 32 34 27 E 24" O.C. 2W RAFTER CLEARSPANS MAX ROOF HEIGHT 19 LIVE PANEL EXPOSURES MAX LOAD Y 8 AIDC OVER PS IN 70 & 90 MPH HANG 20 0.024 r_Iv 4rfi—. E 0.032 13-2" 6-T 25 OA24 9-10' 4'6' 31 0.032 11'6" S-10" 30 0.024 r$ 3-10, 2637 0.032 1047 94" 40 0.024 5-11T 7-11" S 0.032 94' 4'43r 60 3024 WA 1'-11" S 0.032 T$ 3-10" 24' O.C. 35B" RAFTER CLEARSPANS MAX ROOF HEIGHT 16 LIVE PANEL EXPOSURES MAX LOAD Y S AND C OVER PS IN 70 & 90 MPH HANG 20 0.036 14'$ 6$ E 0.042 19-10' 9-11" 25 0.036 11'$ T_r 31 0.042 1r8' 6-10" 30 0.036 9$ 6-11' 2637 0.042 15-r 6-1' 40 0.036 Td' 6-0" S 0.042 1118' T4T 60 0.036 4'-11' C-11- S 0 7-10' 647 I—...v LENT "a' Dm COL ICY 164' 31 33 36 37 28 D 10' 16-2* 28 30 32 34 28 E ATTACHED 19 20 21 20 22 23 FLUTED COLUMN ALUM.DOW 70 & 90 MPH EXPOSURE E 890 MPH EXPOSURE C 25 4' 29$ 31 33 35 37 24s D 40 4' 2637 34 36 39 41 23 E 9 S 2r-' 30 32 35 36 25 D S S 23-1' 33 35 38 40 24 E 6 22 24 T r 6 258' 30 32 34 36 26 E 6 6 21'-1' 33 35 37 39 25 E 14' 23 26 6 6 T 24'$ 30 32 34 36 27 E 9 T 194r 32 34 37 38 26 E to 24 27 9 9 9 23.5' 29 31 33 35 28 E 1a 6 16-3' 32 34 37 38 27 E 11' 25 29 11' 2a 9 27$ 29 31 33 35 29 E 11' 9 tr-2' 31 33 36 37 27 E 17 26 31 17 13 to 218' 29 30 33 34 29 E 13 10 164' 31 33 36 37 28 E 2S 27 28 29 33 35 36 TABLE 5.5 70 MPH EXPOSURE C 1 70&90 MPH EXPOSURE 14' B AND C 14' 15 IS 25 V 29$ 31 33 36 37 21 D 60 4' 2743" 33 35 37 39 22 E 15 S 2r4" 30 32 35 37 22 D 16 S 20`6' 33 35 37 39 24 E 1T 36 38 1T 37 6 ' 298' 30 32 34 36 22 E 1r 6 193' 32 34 37 38 24 E 16 31 39 16 19' T 24'$ 30 32 34 36 23 E 19 r 1r-10' 31 33 36 37 25 E 3r 32 40 19 20' 6 23$ 29 31 34 35 24 E ' 6 16.9' 31 33 36 37 26 E 21' 33 41 2a 21' 9 27$ 29 31 34 35 25 E 21' 9 15.9' 30 32 35 36 26 E 1 27 34 43 1 23 10 21'$ 29 31 34 35 25 E 1(Y 14'-11' 30 32 35 36 26 E 35 38 M 48 COL COLUMN DESCRIPTION MAXIMUM COLUMN ME93HT SINGLE FREESTANDING FOR ALL COLUMNS SEE SPAN I OR MULTISPAN DETAILS "W IP AID W ATTACHED ATTACHED D FLUTED COLUMN ALUM.DOW 17P WA E r CLOVERLEAF STEEL 0.065 17P S•T F r SQUARE STEEL COLUMN HSP I V4r G P SQUARE STEEL COLUMN ISP 19-W H 5 SQUARE STEEL COLUMN /SP HSP J I. SQUARE STEEL COLUMN 194r 11rP 37 4T . ]8 46 GENERAL METHOD FOR USING THESE TABLES 1 CHOOSE FREESTANDING OR ATTACHED. COMMERCIAL OR PATIO LATTICE STRUCTURE. 2 DETERMINE PROJECTION. WIDTH, OVERHANG. WIND LOAD AND LNE LOAD. 3 FIND TRIBUTARY WIDTH FROM TABLE 5.6 AND DRAWING 978= 4 CHOOSE A RAFTER FROMTABLES L3, 4.5, 5.3 OR 3.4 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. S CHOOSE A HEADER FROM TABLES 4.1, 4.2 OR 32 THAT WAS ADEQUATE COLUMN SPACING. 6 USE THE FOOTER SIZE SHOWK 7 USE THE COLUMN SHOWN FOR SINGLE SPAN ATTACHED PATIO. LOOK AT THE TABLES PROVIDED FOR ALL OTHER& . 8 FIND THE APPROPRIATE DETAILS IN THE 'CONNECTION DETAILS' SHEETS. FOR CONCRETE PATIO SLABS FOLLOW 14 ABOVE 5 FIND THE MAXIMUM COLUMN SPACING ON SLAB FROM THE DESIRED COLUMN HEIGHT 6 CHOOSE A HEADER FROM TABLE 4.1 OR 4.2 THAT CAN SPAN THAT DISTANCE FOR THAT TRE VWTH AND LIVE AND WIND LOAD 7 FIND THE APPROPRIATE DETAILS IN THE CON HECTION DETAILS' SHEETS. TRIBUTARY WIDTHS (FT) FOR SINGLE SPAN ATTACHED STRUCTURES FOR A GNBH PROJECTION AND OVERHANG (ROUNDED U PROJ. RAFTER OVERHANG (FT) (FT1 3 4' 4' 4' 4' S S 6 T 4' 4' 4' S S S S 6 4' S S S S 6 6 9 S 5 5 6 6 6 6 1a S 6 6 6 6 T T 11' 6 6 6 T T r T 17 6 T T T T 6 6 13 T T T 6 6 6 8' 14' T 6 6 6 6 9 9 1S 6 6 6 9 9 9 9 16 6 17 9 9 9 to to 1r 9 9 9 10 to 1a, to 16 9 1a 1a 1a 1a tr 1r 19 1a 1a 10 11' 11' 11' 11' 2a to 11' 11' 11' 11' 17 17 21' 11' 11' 11' 17 12' 17 17 27 11' 17 /7 17 17 13 13 23 17 17 17 13 13 13 13 24' 17 13 13 13 13 14' 14' 2S 13 13 13 14' 14' IN 14' 26 13 14' 14' 14' 14' 15 IS 2r 14' 14' 14' 1S 15' 15' 15 26 14' 16 1S 15 15 16 16 29 15' 15 15 16 16 16 16 3a 15t 16 16 16 16 1T 1T 31' 16 16 16 1T 1r lr 1T 37 16 1r 1T 1r 1r 16 16 33 1r 1r 1T 16 16 18' 16 34' 1 T 16 16 16 16 19' 19 3S 16 16 i6 19 19 19 19 36 16 19 19 19 19 20' 2a 3r 19 19 19 20' 217 20'• 2a 36 19 2a 2a 2a 2a 21' 21' 39 2a 2a 2a 21' 21' 21' 21' 4a 2a 21' 21' 21' 21' 27 27 41' 21' 21' 21' 22' 27 27 27 47 1 21' 1 27 1 27 1 27 1 22' 1 23 1 23 I F1Dt U.o No' 16273/ x Eq. 63D-6 APR 18 2003 MAR U 3 2on:� A Amerimag 114 PRO DTIV Ili. ELKHART IN 46514 ACRO ES EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACDIG, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMMERCIALUCTUR S SHEET 7 OF 8 DATE: 218/2000 .31 _,0Z, 6.0 COLUMN AND FASTENER Column Spacing COLUMN DESCRIPTIONS REQUIREMENTS MAX COL HGHT FOR 0.024x 3' SQUARE ALUM COLUMN COMMI multiplied by Trio Width 0.024 x 3 - SQUARE ALUM COLUMN F crus Paquire-d Attached Stuctures for 0.037' x 1 1R' SQUARE ALUM Lattice Sola Cover Tributary Tributary 0.024 0.024 0.032 0.038 0.04D 0.040 0.060 0.060 0.048 Live Load (psf) F 014 Area R Area R 10 20 25 30 40 60 23 1a Al Al Al Al A2 C 31 20 Al Al At A2 C C 37 24 Al Al A2 B C C 44 29 Al A2 B C C D 68 38 Al B C C C D 82 40 At C C C C E 69 45 At C C C D E 77 50 Al C C C D E 85 66 A2 C C C D E 62 80 A2 C C D E E '100 65 A2 C C D E E 106 Be B C D D E E 108 70 C C D D E E 115 75 C C D E E E 123 80 C C D E E E 136 90 C D E E E E 164 100 C D E E E F 185 120 C E E E E F 215 140 C E E E E F 246 180 D E E E F G 277 180 D E E E F G 308 200 D E E F F G 338 220 E E E F F G 3B8 250 E E F F G G 482 320 E F F G G G 816 400 E F G G G H 882 450 E G G G G H 788 500 E G G G G H 843 600 F G G G H H COLUMN TYPE COLUMN DESCRIPTIONS DETAIL MAX COL HGHT Al 0.024x 3' SQUARE ALUM COLUMN F 106' A2 0.024 x 3 - SQUARE ALUM COLUMN F 9-0' B 0.037' x 1 1R' SQUARE ALUM E. N 94' Design SCROLL COLUMN 0.024 0.024 0.032 0.038 0.04D 0.040 0.060 0.060 0.048 B 0.02T x31 SQUARE ALUM COLUMN F 014 C 3 CLOVERLEAF ALUM. 0.040' K 174' D FLUTED COLUMN ALUM. 0.0&r U 17-0' E 3' CLOVERLEAF STEEL 0.048' K 9-7' F 3' SQUARE STEEL COLUMN X 1941 G 4 SQUARE STEEL.COLUMN X 19-01 H S SQUARE STEEL COLUMN X 19-01 J 6' SQUARE STEEL COLUMN X I 19-01 1 am D.Z :RCIAL AND PATIO STRUCTURES Fastener TermhA y 014 SMS - 014 sheet metal or Tek screw, 3/4 mtrdmum length 5116' B - 5/16' Diameter BOB See General Notes for spedflDa an fasteners Clewspan on Oft chart Is the dlslarhoe from the wall to the fist row of cokaras. HI'd i0 ilk Bob 11 10 diameter and 2' ernbedmerk ICBO ER -4627 or other anchor w/ SKIN shear vs wind and selamic beds. Masmry anchors must have a shear vakre of 2508 for wild or seismic loads. U4 Lao 6crews mst have 21/4 ofpsnubatlorh lift studs Thea lag screws mat have an IV lead hob. 10 Pal evNtsted at 9D mph wind bed (15 pel). ' Al other 7 Table 6.4: Re uked Number of Fasteners for Tension in o a n Aluminum Gage hvumoer oT ra eners TOr ea onn 1Oa08 0.060 0.089 0.100 SPACING SPACING 5/16' Alumin m Material Gage (in) S/16' 5116' Steel Gage (In) Design Footer. 0.024 0.024 0.032 0.038 0.04D 0.040 0.060 0.060 0.048 0048 BOLT SMS 014 5116' C 5116' 014 014 5A16'014 G' 5/16' 014 Sf16' Footer Design Size UpM SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT d (in) QbS) 149 984 512 713 248 642 293 941 293 1360 12 75 1 1 1 1 1 1 1 1 1 1 13 96 1 1 1 1 1 1 1 1 1 1 14 119 1 1 1 1 1 1 1 1 1 1 15 147 1 1 1 1 1 1 1 1 1 1 16 173 2 1' 1 1 1 1 1 1 1 1 17 214 2 1 1 1 1 1 1 1 1 1 18 251 2 1 1 2 2 1 1 1 1' 1 19 298 3 1 1 2 2 1 2 1 2 1 2D 348 3 1 1 2 2 1 2 1 2 1 21 403 3 2 1 2 2 1 2 1 2 1 22 463 4 2 1 3 2 1 2 1 2 1 23 529 4 2 2 3 3 1 2 1 2 1 24 602 5 2 2 3 3 1 3 1 3 1 25 680 5 2 2 4 3 2 3 1 3 1 Stab 750 6 2 2 4 4 2 3 1 3 1 26 765 6 2 2 4 4 2 3 1 —T —I 27 856 6 3 2 4 4 2 3. 1 3 1 28, 9% 7 3 2 5 4 2 4 2 4 1 29 1061 8 3 3 5 5 2 4 2 4 1 30 1175 8 4 3 6 5 2 5 2 5 1 31 1296 9 4 3 6 6 3 5 2 5 1 32 1425 n/a 4 3 7 6 3 5 2 5. 2 33 1564 rJa 5 4 a 7 3 6 2 6 2 34 1710 rhea 5 4 8 7 3 6 2 6 2 35. 1865 nfa 5 4 9 8 3 7 2 7' 2 36 2030 rva 6 4 n/a' 9 4 7 3 7 2 37 2204 n/a 8 5 nfa 9 4 B 3 8 2 3B 2388 n/a 7 5 nla nia 4 9 3 9 2 39 2581 nia 7 6 n/a n/a 5 9 3 9 2 40 2785 rh/a 8 ' 6 rkla n/a 5 Ih/a 3 n/a 3 41 2989 n1a 8 6 n/a n/a 5 nfa 4 n/a 3 42 3224 n/a 9 7 nfa n1a 6 nfa 4 Na 3 43 3459 n/a Na 7 n/a n/a 6 nta 4 n/a 3 44 3706 nta n/a 8 Na nfa 6 nta 4 Na 3 45 3966 rda n1a B rda Na 7 rAa 5 n/a 3 46 4235 n/a Ma 9 n1a Ma 7 n1a 5 n/a 4 47 4518 Na n1a 9 n1a nia 8 nta 5 n/a 4 48 4812 n/a n/a Na nfa Na 8 nfa 6 n/a 4 49 5119 n/a n1a n1a Na Na 8 Na 6 n/a 4 50 5439 Ma n/a Na Na Na 9 Na 6 n/a 4 Fastener TermhA y 014 SMS - 014 sheet metal or Tek screw, 3/4 mtrdmum length 5116' B - 5/16' Diameter BOB See General Notes for spedflDa an fasteners Clewspan on Oft chart Is the dlslarhoe from the wall to the fist row of cokaras. HI'd i0 ilk Bob 11 10 diameter and 2' ernbedmerk ICBO ER -4627 or other anchor w/ SKIN shear vs wind and selamic beds. Masmry anchors must have a shear vakre of 2508 for wild or seismic loads. U4 Lao 6crews mst have 21/4 ofpsnubatlorh lift studs Thea lag screws mat have an IV lead hob. 10 Pal evNtsted at 9D mph wind bed (15 pel). ' Al other 7 Table 6.4: Re uked Number of Fasteners for Tension Loads Aluminum Gage 0.036 0.062 0.060 0.089 0.100 SPACING SPACING 5/16' 014 S/16' 5116' 014 Design Footer. BOLT SMS BOLT BOLT SMS UpliR Size 425 115 709 1048 168 Qbs) d (in) 1 1 1 1 :1 75' 12 1 1 1 1 1 96 13 1 2 1 1 1 119 14 1 2 1 1 1 147 15 1 2 1 1 1 178 16 1 2 1 1 2 214 17 1 3 1 1 2 254 18 1 3 1 1 2 298 19 1 4 1 1 2 348 20 1 4 1 1 3 403 21 2 5 1 1 3 463 22 2 5 1 1 3 529 23 2 6 1 1 4 6172 24 2 6 1 1 4 680 25 2 7 2 1 5 750 Slab 2 7 2 1 S. 765 26 3 8 2 1 5 856 27 3 9 2 1 6 955 2B 3 nFa 2 2 6 1061 29 3 Na 2 2 7 1175 30 4 nta 2 2 7 1296 31 4 Ma 3 2 8 1426 32 4 nta 3 2 9 1564' 33 5 nfa 3 _ 2 Na 1710 34 5 Ma 3 2 n/a 1866 35 5 Na 3 2 n/a 2030 36. 6 rhfa 4 3 n/a 2204 37 6 Na 4 3' e/a 2388 38 7 nta 4 3 nta '2581 39 7 nfa 4 3 n/a 2785 40 8 n/a 5 3 nfa 2999 41 8 n1a 5 4 n/a 3224 42 9 Na 5 4 n/a 3499 43 9 Na 6 4 n/a 3706 44 Na Iva 6 4 nta 3965 45 n1a n/a 6 5 n/a 4235 46 Ma Na 7 5 n/a 4518 47 nfa Na 7 5 n/a 4812 48 n/a rNa 8 5 nM 5119 49 r9a Na 8 6 n/a 5439 50 ABLE 6.5: WALL ATTACHMENTS FOR PATIO AND COM. STRUCTURES ANC 1 ANC 2 ANC 3 ANC 4 O/C O/C O/C CLEAR- COF 114 SPACING SPACING SPACING SPAN LAG SCREWS CONCRETE MASONRYFOR010x2' (FT) PERSTUD ANCHORS ANCHORS SMS SCREWS 16' O/C SPACING [30 24 24 IS* 27 1 24 16' ' 6' 11' 1 IT 2 24 16' 6' 11' 1 19 2 24 14 S' 1Q 1 14 2 24 12' 6' 13 2 16'' 1 10 1 4 Ill 2 1 Spacing between boos and screws shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 Omes the shank diameter 3 Connections shall be arranged so that the center of resistance of the connection shell coincide with the resultant line of action of the load. 18 2003 . 032000 . A �1lulCii ii11�g B1)ODPICPROD7�� 1140 ALL PRO DRIV ELKHART IN 46514 ICBO ES EVALUATION REPORT ER -2621P COLUMN AND rASTENER TABLES SNEET 8 Or 6 DALE: 2 6 2000 R= .15' 1.0' R= 0.22' 0.95' 0.92' 876' 516' �-.70'TYP0' 9� 035' =.125' - R=.125 +INSIDE X1.903' OUTSIDE �{ 450' S5' 2 0.30' 0.5' R--0.15:e,—�� .216' TYP. I �-- P R= 020' 3.0' _ I 167' ( 1r8P7' 2.464° I 2 0' 49' 2.50 1.654 55 1 /7 1.714' 8�' 1 2, 39' I 47 167' 1.137' g g5 - 11.137' R= .125' 1 A• 10 R= 0.25' TYP. 12.00` R= OA 5'- �TYP .40 TYP. TYP. 6.00 TYP. 10' FOR STEEL PANEL: ASTM A 653 GRADE 80 STRUCTURAL QUALITY T Fy= 80 KSI STEEL 18.00' 6' FLAT PAN 30 GA GALV T=.0157 28 GA GAIN T=.0187 FOR STEEL PANEL ASTM A 653 GRADE 50, SQ CLASS 1 30 GA GALV.t=0.0157' QA EEL (3 STRUCTURAL PANEL, g 12" STRUCTURAL PANEL (3006—H391 ALUM. ALLOY C 18" STRUCTURAKSI L PANEL (3006—H391 ALUM. ALLOY) (3006—H391 ALUM. ALLOY) � ) IRS�E 0.060' R= 0.08' OUTSDE—i. 1 7/8' 3/4• 3� 6• 13/16' _-j1 3.00"— TYP. . R= 0.10' 0.125' 9/64 1/16' 6 TYP. /16' R TYP. 9/64• R 1.50' p.024'. 0.027' 3.090 TYP. R= 0.25• .0.72' -jam - 02 qg /16' TYP. 5/32' OR 0.040' TYP.- TYP. 2.06 TYP. 7/167- 7/16 1/ 1.50' 0 3.00" 1.03 3 5Er�g1 7/8' TYP R=.0937 1 13/32'61.* TYP. I TYP.. 7/le"TYP. TYP. 38.6' �p 6.00' 126 2 1 4' 3/32 TYP. 2 25/32' / /8' R. C E 1 1 2 SQUARE COLUMN F 3* SQUARE COLUMN „ .•12.00 ALTERNATE -12" STRUCTURAL PANECe. R. �� / " � ' QD 3 1/2 X 12 STRUCTURAL PANEL 3006—H391 ALUM. ALLOY (3003-H16 ALUM. ALLOY) (3003-H16 ALUM. ALLOY) 19 DETAIL Q p�ESSIOy 'A' E RIGHT SI � SIMPSON A34 CONNECTOR ��O KgTq <%y, HANGER SER ADDITIONAL TWO - 16d a OR EQUAL o`� �G .z STRUCTURAL PAN RN_ x . RP` NAILS 0 EA. RAFTER WHEN a RAFTER Crlo REQUIRED 6 - j10 SCREWS, 3 EACH LEG it " N0.16273 PANELS TI TYP. . 11/2° / CONNECTION 1/2' FASCIA OF CONNECTOR - TYPICALAA ESD b30 Oi pEraLS FASCIA DETAIL "A" D n I DATE' REVISION ��.�•, 14 x 1 1 2' . FOR MAXIMUM 0 12' O.C. OVERHANG SEESCIEDULE SCHEDULED RIGHT FOR I G flml LNELUS P S F. S.�:.10 20 25 30 40 BO 10 O 25 30 80 W �:•� En ineerin Servfcoo © ALTERNATE EAVE ATTACHMENT e o _ �'I 114QQ All Pro Ortw 10 ' B~ -3 % ��`'� EYiheif. IN 46514 12 23 15'X B • 7 25 21I 121 13 7 4 23 0 `l'lr�s r' i �� KG IC80 ES kl/ALUIITK)N REPORT N0. ER -2621 P 16 1918 18 �'t CA �ti NONE OECCOMPONENT PMTS & CONNECTION DETAILS 19 17 9 • REQUIRES AODITIONAL 2 16d' N!U O EAC RAFTER ENGINEER AMP 2/8/2000 &W 97CDOI 1 OF 9 3A0 3 - 4 SNS FOR 3 1/2" 0.72—L56�0.72 SrR�RAL PANEL OF SPLICE ON EACH � 2.00' 0.1136. PANELS C 0.93 �-- 040! 25' TYR 2.00' - FOR 2 1/Y" 0 0.72 /1 - - -� PANELS ROLL FOAMED HEADER 6.50' -�.5" �- NON-SIRUCNRAL I 0.28 0 93 1.56 3A0 TABLE &5 1 f! 2.50' SIDE FASCIA 5 "1 zw 10 SNS 0 FOLU711f- NOMINAL .018' c� OR 350• K qt�� 325. 1.00' t- 0.03C ROLL FORMED IN THICKNESS 0.37 0.72 A / Wn�+ ME HEADER SPLICE. TK3iT -0.17 9 EAC0`0H SIDE OINSIDE OF F T (IN)= 0.030, 0.040 (ALUM) 1.50' � PER � M SPUCE 1.50' = 0.046 (STEEL) EV JW7 3 - 14 SMS 2.00 0.16 2.00 COLUMNS MAY BE TRIMMED W/FLEX- OF SPLICmm. ON EkCHE ALUM. FACING. 0 2-1 1/2" SQ. (3004-H36 ALUM. ALLOY) X .062 OK 3" ALTERNATE COLUMN 1.66- -d.1l EXTRUDED COLUMN (3003-H16 ALUM. ALLOY OR L ROLLFORMED HANGER O O�yj ROLLFORMED HEADER SPLICE H 6 1 /2" ROLLFORMED HEADER (ALUM. 6063-T6) A-853 Fy�40 KSI STEEL) O (3006-1-1391 ALUM. ALLOY) (3006-H391 ALUM. ALLOY) 75' FASCA ME t0 SlPS 0 F011a!!IC 2 5/18' BOLTS t O.C.. FOR e PRE1S 1 FOR f PANELS r Ilf MC. FOR lir PANS . I' MIL TYR x 3//32" THK. SI16. BOLTS L WASHER 6.50' QR�ESSIpyA! 15' x 1 1/2' SO. ALM QUO \ A q `��L TME. ALUM. SCROLLS 5;1r OR 15'. 1110E pQ y OR SOLD FILL sntcu IL Row 3111" OR 9-tf (2) - 3/8-0 1/2- HIM KIMK it " No. 16273 Exp. 6-3a py 2 5/16" BOLTS 11P. N Ivi CA��E ` ® cow CHANT a 3.00' PR 18 2001 �• 4S' �• '@ ROLLF09MED 2 COLUMN CONNECTION W/ DECOR. SCROLL @ROLLFORMED HEADER 'H" CONN. QR1DATE REVISION GATE REVISIONFE /p�,9 (3003-1-116 ALUM. ALL" DETAILS TO STRUCTURAL PANELSLuuu rT18' Z ' .5" TYP. m rrm 70 . Enpfneerina ServicesTI O O O 8 _ t4SMSON EACHpaudff 1140 All Pro Ort" 6.50' I 5 5• SDE SPLICE CEJmmm � 31 t. tet, IN 46514 VIS- 0�\Q' KG ICBp ES EVALWTKIN REPORT NO. ER-2621P • 3' SPLICE LINE ® ROLLFORMED SPLICE CONNECTION DETAILS CALF NONE COMPONENT PARTS & CONNECTION OETAl1: . • (3006-H391 ALUM. ALLOY) 9' EERS STAMP qua/gyp 97CDO2 2 OF 9 5.5' 1 10.00" 1 8.0' — 0,14' SEE TABLE 'A' C ��m-- II No 6o- • �{ 0.17" E+ I TYP. v� J-0. 17' QY 10" X 5 1/2" W BEAM HEADER QQ� (6061—T6 ALUM. ALLOY) 1 Tr. PANEL SEE TABLE A 110" TYP.- QZ 6" W BEAM HEADER (6061—T6 ALUM. ALLOY) IOU #10 SMS • 6"S12" OR �J .372 9 O.C. FOR 6 ,12", do I 18" PANELS #10 SMS • 12' O.C. clABILIZER CLIP - I SEE DETAIL 'AG'. t/2' EXTRUDED HEADER �D ALASKAN EXTRUDED HEADER ( (6061—T6 ALUM. ALLOY) AC (6081-T6 ALUM. ALLOY) , SEE TABLE 'A' n- A=# - .09' TYP. FLU RADIUS 3.00- 0.72 �--1.56M72 --� 0.93 L- 0.72 -� 93 156 3.00 0.28 0.37 1 0.72 -� -0.17 T (IN)= 0.048 ®B 3" X 3" HEADER (STEEL) ® 7" X 5 1/2" W BEAM HEADER (A-653 Fy=40 KSI STEEL) (6061—T6 ALUM. ALLOY) 7ASTGNF24 2:0IIT2rn PrW PANrl Trl WF'Anro rnNNrrTTnN4 1 SMS 6 O.C. FOR 6' do 12" PANELS - 9' O.C. FOR 18' PANEL TABLE X10 SMS ®EACH ROOF 1.0' PANEL VA 3 1/2' STRUCTURAL 5.408" " PANEL STRUCTURAL PAN 6", 12' OR 18" WIDE — .079' .079" 2.725" MAX. TRIE 162' 4.00' LOAD DESCRIPTION t/2' EXTRUDED HEADER �D ALASKAN EXTRUDED HEADER ( (6061—T6 ALUM. ALLOY) AC (6081-T6 ALUM. ALLOY) , SEE TABLE 'A' n- A=# - .09' TYP. FLU RADIUS 3.00- 0.72 �--1.56M72 --� 0.93 L- 0.72 -� 93 156 3.00 0.28 0.37 1 0.72 -� -0.17 T (IN)= 0.048 ®B 3" X 3" HEADER (STEEL) ® 7" X 5 1/2" W BEAM HEADER (A-653 Fy=40 KSI STEEL) (6061—T6 ALUM. ALLOY) 7ASTGNF24 2:0IIT2rn PrW PANrl Trl WF'Anro rnNNrrTTnN4 ■1 .018 6 .024 PANELS AE 6' PANEL USE 50% LESS SCREWS e2 •032 6 .036 PANELS 18' PANE SE 50%. MORE' SCREWS �e IE,Ss,,, DATE REVISION DATE REVISION Z N0. 0I s Engineering Services o � � 1140 All Pro DrWe Elkhart. IN 4A3146514 tir j ►� �`r KO ICBO ES EVALUATION REPORT NO. ER -2621P G OA`\E DFAVANG NONE OR COMPONENT PARTS & CONNECTION DETAILS I S STAMP 2/8/2000 97CD04 4 OF 9 TABLE 'A' MAX: WIND HEADER MAX. TRIE FASTENING LOAD DESCRIPTION WIDTH SCHEDULE NOTE'S 90 -'MPH ALL FASCIA 10' 2-#10 SMS PER 12' PANE PATIO STEEL CLOVER, C BEAMS, I BEAMS 12' 2-#14 SMS PER 12' PANE STEEL CLOVER, C BEAMS, I BEAMS 21' 3-#14 SMS PER 12' PANE 70 MPH EXP C ALL ASCIA 10' -#10 SMS PER 12' PANE AND STEEL CLOVER, C BEAMS, I BEAMS 16' 3-#14 SMS PER 12' PANEL SEE al 0 MPH EXP B STEEL CLOVER, C BEAMS, I BEAMS 16' 2-#14 SMS PER 12' PANEL SEE ■2 FASCIA 10' SMS PER 12' PANE 90 MPH EXP C IALL STEEL CLOVER, C BEAMS, I BEAMS 16' 12-#14 4-#14 SMS PER 12' PANEL SEE ■l STEEL CLOVER, C BEAMS, I BEAMS 16' 3-#14 SMS PER 12' PANEL SEE w2 ■1 .018 6 .024 PANELS AE 6' PANEL USE 50% LESS SCREWS e2 •032 6 .036 PANELS 18' PANE SE 50%. MORE' SCREWS �e IE,Ss,,, DATE REVISION DATE REVISION Z N0. 0I s Engineering Services o � � 1140 All Pro DrWe Elkhart. IN 4A3146514 tir j ►� �`r KO ICBO ES EVALUATION REPORT NO. ER -2621P G OA`\E DFAVANG NONE OR COMPONENT PARTS & CONNECTION DETAILS I S STAMP 2/8/2000 97CD04 4 OF 9 3.00' — '— COVER PANEL SEE TABLE "A" NEXT PAGE 8.00' 12 GA. 8 x 3" 0.5' TY?. STEEL "C"— CHANNEL HEADER (STEEL A-653 Fy=50,000 PSI) r,,-1 I/ LCOVER PANEL 10.0" SEE TABLE 'A' NEXT PAGE Li 0.90" TYP. 12 GA 10" x 3 1 /2" Q STEEL "C"- CHANNEL HEADER (STEEL A-653 Fy=50.000 PSI) FOR BOLT 1.25 3.000' SIZE SEE .50' DETAIL 'S' AT LEFT 2 5/16' BOLTS W/ 1' DIA. x.3/32' THK. STL WASHER _l .80"3.00 3.000 I .68814) FASCIA HEADERS (STEEL A-653 Fy=40,000 PSI) 0�� 10'RX .7014) — .094' '-21.0' 10' HIGH AL p� .68 'M _ 2 5/16' BOLTS + 1.25' .437.14) 2,30' ALTERNATE COLUMN CONN. BRACI�f ��' SEE DETAIL 'S' AT RIGHT + .� 12�' PD. 36 OR 190' I FOR INSTALLATION AND + .020' DP. . I I 3' SQ. COLUMN I I DETAIL IF', V OR U' PROPER CONNECTIONS. x J (12) 062' RAD 420) T" O OO 1 OO OO 18T RAD(16), COVER F2'0� O U FLUTED COLUMN OO QS 3" 'COLUMN CONNECTIONS FOR OT 3" ALTERNATE COLUMN CONN. BRACKETS (3 ALUM. 6063-16) t' 0.062' UNLESS OTHERWISE NOTED FASCIA HEADERS (STEEL A-653 Fy=40,000 PSI) .= 5.5' 1.25' SPLICE ML .� 3.00", 4.00' .188' 5.00" OR 6.00' TMP• . T" O OO 1 OO OO COVER OO 00:00 OO 10.00' PANEL 99 OO 190 09 8.0' 34" / BOLTS DETAIL 'A' SEE 3" 1.5" 1.25' 3.00', 4.00' 5.00' OR 6.00" AT RIGHT 36"QX 'A' 3", 4", 5" :OR 6" DETAIL STEEL COLUMN Fy=36 KSI 1/2" X 9 1/4". ' DATE REVISION DATE REVISION D�ESS10Nq� �O uMA v Engineering Services 0.14' 0,1 y TMP No.16213� g * � mi NO. 2 N. . #KmmpKouCl%DL 1140 All Pro Drive . ,w 0 17 a E.v g3o L • .3' f'O Elkhart. IN 46514. IV. E f r SJ � qlF ' KC ICBG -ES EVALUATION REPORT NO. ER -2621P W 10" FULL—STRENGTH O SPLICE DETAIL 0'R 1 a 24T AP F C �IE�%/ _ NONE.NOW COMPONENT PARTS & CONNECTION DETAILS SHEET ASTM.. A 653 Fy=36 KSI EN S STAMP 2j8/2000 ffmw 97CDO3 3 OF 9 85 . .125• 6.0' 5.75' 010• BOLTS — ® 6' W ALUM. HEADER (6061-T6 ALUM. ALL I JSEE DETAIL 'AH' E. .062' FOR EXTRUDEDR=.375" HANGER W/ A -RAIL 1.187 ® A -RAIL 437• (6063 -Te ALUM. -ALLOY) 2.10" 1.710" t.375' .057" 1.380" ® STABILIZER CUP FOR EXTRUDED HEADER 'AC (6063 -TB ALUM. ALLOY) r SKYLIGHT PANEL DETAIL sus TABLE e.5 FOR SPACING • 1.50" TYP. #10 SYS a FOUDTI- iND;I rp�� t .G fA tff PNM 2:25' OR 2.50' 0.30'•-� Ih"' 1.50• ® EXTRUDED HANGER (6063-T6 ALUM. ALLOY) SCHEDULE OF ALLOWABLE SPANS FOR ADJACENT TO SKYLIGHT PANELS. 6 " & 12" PANELS LIVELOAD PSF *6" '0 PANEL SPANS 0.024 0.032 0.036 *12" 0.018 PANEL SPANS 24 M0 0.032 0.036 10 11'-9' 14'-5' 17'-2' 17'-9' 11'-0' 13'-3' 14'-7' 15'-1*. 20 8'-8' 10'-6' 12'-6.° 13'-5' 7'-11' 10'-4' 11'-8' 12'-1' 25 7'-2' 9'-5': 11'-3' 12'-1' 7'-2' 9'-3' 10'-7' 11'-2' 30 6'-1' 1 8'-8" 1 10'-4.'11'-1' 1 6'-7' 1 8'-6' 1 9'-9' 10'-3' e USE A MINIMUM OF (1) SKYLIGHT PANEL PER (4) - 6' ROOF PANELS AND (1) SKYLIGHT PANEL PER (2) - 12' ROOF PANELS FOR SKYLIGHT TO PANEL CONNECTIONS, USE THE SAME NUMBER OF SCREWS AS PANEL TO HEADER. SEE TABLE 'A' DETAIL 3 PLASTIC USED IN SKYLIGHT FABRICATION G.E. LEXAN POL,YCARBINATE PER t .062' RES. REPORT /3286 FOR 6' PANE. 1.10' FOR 1Y PMNFL 0.85' TVPR9IL If V -PAN 1.07' FOR 6' PANEL 0.80' FOR If PANE. TYPICAL 1Y V -PAN TYPICAL ® + CONNECTIONWITHI rNEL-PANS 0.5' .375• -#asp .42 .375' - #14 S" 1-7 yii'I R - 4.50' F� 30' .30' E ER SPLICEBE LOCATED WITHIN ESStoNgl 5.50' HEADER 0.13' EWITH TIGHT naHT FTT SPLICE HEADER INSIDE HEADER ��Q� KATq�F�c \ � Q G � A; SEE SCHEDULE ABOVE FOR ALLOWABLE SPANS FOR PANELS ADJACENT TO SKYLIGHT PANELS A NUMBER OF ROOF 5' H y Tj PANELS NEEDED FOR 1 SKYUGHT PANEL. 0.n1P3' —�5' 0. 16273 d ® SKYLIGHT PANEL 24" ,p. 5.406" ®ALASKAN EXTRUDED HEADER SPLICE F P� DATE REVISION DATE REVISION e - #14 SMS (6061=T6 ALUM. ALLOY) 8 Z� O D 250' R. 1.686" -- 4" . 00 711.500 e 140 l Pr Services 1 1140 All Pro Dttye ®EXTRUDED CHANNEL CONNECTOR r NO 260 �, UfJQ��PII�,�H�. Elkl,mf, IN 46514 " (6063-T6 ALUM. ALLOY) -31ur `Pl IC �QURAWNG KG IC80 ES EVALUATION REPORT N0. ER -2621P l ALIF�. O OR PART COMPONENT PARTS & CONNECTION DETAILS NONE NAME 06. p I �• jf-1.562 —�j ENGI P EET 2/8/2000 jKjF97CDO5 5 OF 9 3 2 5/16' BOLTS - 0.0 9' TYP. II t 2.5' C i r.100' -L 1.575" �_ 5.5° 2=3/8-x 3 1/2' HUI KWIK— BOLTS TO SLAB OR FOOTER (ONE EACH, SIDE) 3' x 3' ALUMINUM I I 2 t ■ 2 1/2' ■ 1/4' POST .750. 2 1 0' /2' 2,i3/,e.V t0. 20"-. . F< r i 1r i.1/4' TYP t.750" 'ALL PARIS TO eE Hm-aPPM GAIWaMWEUSIROP AIM ZINC_MAY eE USED IN LIEU O ATTA *=TO CONCRETESEE NOTE#2'OETNL 'Yw' 16' ®SAFETY STAKE (ALTERNATE TO CONCRETE SLAB ATTACHMENT) ®ALTERNATE 3' SQ. COLUMN CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) 4�fELO�gg= �s 1. TILL R1RM W EIDT-W OALWUD W Q=0PIU9ED ZINC MAY E USD N = E ATDIOeO TO CONCRETE SLAB. L FA9N3ODN OF AMNO NNHON AND 9METY 9rAM TS Wow THE SCOPE 0371411 RFPWL FA NWON DETAILS AND QIN" OONIRM PROWAN OUSEE SIea= T) Ti UIM aF ak FOR APFWVAL 1 AMINO AY ANIMM ME USIW N THE FULWOM TYfE9 OF SDL. SA4 MUMM. CUM SNOT MVEI, SILTY. WAYII. SILTY SMD, CAV SAIDC UMV WAS. SAD► OAC. SILTY OAT. NO GAYLY SILT. ®AWNING ANCHOR p(w STm COLUMN 9118 A8 IE711(eL (SEE mm Bonn) A. ,r LmR �rsTELmG EL ON CONCRETE F001D0 lye: USE 1 1 2' • STEEL BAR FDR FOOTIMOS UP TO 3r CUBE 2 - 1/r • BARS FOR FDOTINGS UP TO 4r CUBE AND 3 - 1/2' • ONO FOR FOUTIM W M sr CUe6 No_16273 Eap. 6 -30 -pe SCHEDULE "F' - COLUMN TO FOOTING CONNECTIONS FOR 18':10 42' FOOTING SIZES REQUIRED TENSION FOOTING SIZE *HILTI FASTENER CONNECTION TO FOR 'd' (INCHES) (OR EQUAL) Sig COLUMN TUBE BOLTS REQUIRED 'WWIDTH 430; FASTENER MINIMUM 22' 2-5/10-0 mm SIZE 1M' OTH 700 1/4' 3 28' 3/8, 4 1 2' 197 12 e 34' S B 7 1 2 N/A 38' STm COLUMN 9118 A8 IE711(eL (SEE mm Bonn) A. ,r LmR �rsTELmG EL ON CONCRETE F001D0 lye: USE 1 1 2' • STEEL BAR FDR FOOTIMOS UP TO 3r CUBE 2 - 1/r • BARS FOR FDOTINGS UP TO 4r CUBE AND 3 - 1/2' • ONO FOR FOUTIM W M sr CUe6 No_16273 Eap. 6 -30 -pe SCHEDULE "F' - COLUMN TO FOOTING CONNECTIONS FOR 18':10 42' FOOTING SIZES REQUIRED TENSION FOOTING SIZE *HILTI FASTENER CONNECTION TO FOR 'd' (INCHES) (OR EQUAL) Sig COLUMN TUBE BOLTS 'd' = 19' 2-1 4'/ i 2' d 1-5 16'1 BOLT 430; 20' .21 d se 22' 2-5/10-0 mm 6500 24' 2-3/8-0 BOLTS 700 26' 2-1 .31 d 3-51e'/ BOLTS 1330 28' 1 30' 197 32' 2-5/8"o i 4'd 34' N/A 36' N/A 38' MIA 40' N/A 42' 3-311ro BOLTS N/A ©ALTERNATE FREESTANDING STRUCTURE COLUMN ''d' SUE IN ANCHOR BOLT OR FASTENER SRES QIDICATES DEPTH TO FOOTING CONNECTION DETAIL OF EMBEDMENT. EXAMPLE 2 1 2 d INDICATES 2 T1E/2 EMBEDMENT OF APPHROOVED TO QPRROOVIDEALLOWAFBLE TENSION E� TO 'REp D ICBO ES. TENSION FOR ANCHOR BOLT' VALUES SHOWN. HILTI INDICATES HILTI KB -II ANCHOR BOLTS PER ICED E.S. EV +4627. ® ATTACHED STRUCTURE COLUMN TO FOOTING ®FOOTING SCHEDULE CONNECTION DETAIL 'd' = 18' TO 32' <C, DATE REVISION DATE- REVISION HILT) FASTENER ALTERNATE CMAN ANOLIS 3 1/2' CONC. SLAB 1: • 8AB ENT i i...4.. ® COLUMN CONNECTION DETAIL FOR SLAB. R FOOLING ATTACHMENT r NO - ENGINEERS 'STAMP 0. ENGINEERS'STAMP Engineering Services" g 1140 All Pro Drive Elhhmi. IN 46514 KG IC80 ES EVALUATION REPORT NO. ER -2621P NONE OR E� COMPONENT PARTS & CONNECTION DETAILS 2/8/2000ffX 97CDOO 6 OF 9 POST 5 1/2' x 10' ALUM IAF BEAM OR 5'1/2' x 7* ALUM NF BEAM OR 2 5/16' BOLTS W/ 1.0' DIA. 1 2 x 8 ALUM W= BEAM 1/2 1 x 3/32' THK. STL. WASHER 1.575' COLUMN 1.0' 1 fi — -+- CUT BOTTOM FLANGE OT [-BEAM AS SHOWN AT • 3.8x12 GA. 'C' COLUMN OR 3 1/2'x10'x12 GA. 'C' ®C -BEAM TO COLUMN CONNECTION ® ALTERNATE - 4 1/2' X 6' X 5 1/2' X 7" ALUM. W BEAM CONNECTION DETAIL 5/1W BOLTS SEE TABLE 8.4 , COLUMN E4 FOR QUANTITY (MIN4) 15 w YIN. OF 4.50' TOP PLATE A L 0.5' .0 hm TOP PLATE V = COLUMN SIZE + i' Nr COLUMN SIZE + 1/2' WITH A MINIMUM OF 4.5' ® TOP PLATES 'A' & '8' AND SCHEDULE 'B' FOR TOP PLATE CONNECTIONS WITH 'I' BEAMS (Y, Z, AA) ON STEEL POSTS 3' x 3'sTM 1.0' I HEADER AB' 6.0' 6-/14 SMS 1.D' ® COLUMN TO HEADER CONNECTION FOR 3' X 3' STEEL HEADER 'AB' No. 16210 1.xc•�'3a 5.5' i x��lt• 11 ■t.�xsO�Ata .750' ,056 —moi 2 5/16' BOLTS 3' x 3' COLUMN ALL 'T' BEAMS 8 'C' BEAMS USE TABLE 8.3 COLUMN 'J' FOR QUANTITY OF HORIZONTAL BOLT USE TABLE 8.4 COLUMN 'N' FOR VERTICAL BOLTS. ®ALTERNATE 3' SO. COLUMN CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) ALUMINUM 1' BEAM OR STEEL 'C' BEAM u+U2 5/ib' BOLTS W/ 1' OUB 2 5/16' BOLTS SEE TABLE 8.3 COLUMN x 3/32' THK. STI. WASHER '0' t=0.125" � RY 'K' FOR QUANTITY COLUMN QUANT 3' STEEL COLUMN 't' a 0.048' . ® 3' Sn OLUMN TO HEADER CONN. BRACKET (6063-T6 ALUM.) - TE REVISION DATE REVISION t1AR � 3 Engiering vices 1 140 All Pro Dr 4 1140 DrI El. IN 465114 CMp IC80 ES EVALUATION REPORT NO. ER -2621P - 003 �� COMPONENT PARTS A CONNECTION DETAILS EN INET STAMP 97CDO7 7 OF 9 E2�8/2 5 1/2' BEAM h0.1 O.00' "/a. 80LTS, _0.09' I FAH SIDE OF ;SPLICE �. 0.1 2-7' C SPLICE t -A62: TYP ONE EACH SIDE OF Y 1' BEAM TIGHT FIT 1' 1.0' 0.1 ` 0.12' 7' X 5 1/2- I—BEAM SPLICE (6061—T6 ALUM. ALLOY) ® SPLICE DETAILS AWNING ANCHORS 2 ANCHOR 3 ANCHOR 4 ANCHOR 2. 3. OR 4 ANCHOR DETAIL ,5• FFE+_ v 'y AWNING ANCHOR CLEAR CENTER IN FOOTING IYP. BI ANCHOR DETAILS FOR ATTACHED STRUCTURES 7• C SPLICES (6061-T6 ALUM. ALLOY) 07' X 5 1 /2' ALUM. I—BEAM SPLICE BOLT LAYOUT 3— #14 SMS EACH SIDE 1/4' 2X 6 1/2' ALUM. No. 16273/ Exp. 6.30-0 b wo APR 18; 31X 8' ALUM. HEADS;5 2'X 6 1/2'X .024' ALTERNATE FOOTING SIZE NO. OF ANCHORS 1 2 ♦ /2. 1/2 'X 3' . 3— #14 SMS ALUM. 12 12 15 1 ♦ 15'X 15'X 15' ALUM. SIDEPLATE 22 18 18 5 1 24 EACH SIDE 3— #14 SMS EACH COLUMN 1 26 20N 20N 15 28 24 24wX 15' SIDE OF COLUMN 2'X 6 1/2' ALUM. 30 x 8" HEADER 2 32 24 24 15 3 3'X 3' ALUM. SIDEPLA COLUMN END VIEW 24 24 15 CONNECTION SC 36 24'X 24-X 15 a4 WITH SIDEPLATE S FOOTING 'd' (IN) ALTERNATE FOOTING SIZE NO. OF ANCHORS 18 12 12 15 1 20 15'X 15'X 15' 1 22 18 18 5 1 24 20'X 20'X 15' 1 26 20N 20N 15 28 24 24wX 15' 2 30 4'X 2 5' 2 32 24 24 15 3 34 24 24 15 36 24'X 24-X 15 a4 3— #14 SMS DOUBLE 2" X 6 1/2" EACH SIDE BH HEADER CONNECTION Q��W� EARO s / 9 TE REVISION DATE REVISION a WITH SIDEPLATE S m o NO. 0 �' ' Engineering Services �� 1140 All Pro Draw EIld+arl.. IN 16514 or Q `�19j 1L vQ�\ CMP IC90 ES EVALUATION REPORT NO. ER -2621P 0 CAl\E/DRAWING 3.31.0q, NONERLrRT COMPONENT PARTS d: CONNECTION DEmLs SMELT GIN ES STAMP 2/8/2000= 97CD68 8 OF 9 OA/' D(TRUDED HEATRR SPLICE WITH TIGHT FIT IN90E HEADER. r l l t — SPI u SPL/DETNL. ® 5 1/2' EXTRUDED HEADER SPLICE (6061-T6 ALUM. ALLOY) /10 : 1.5' SMS SEE TABLE 8S FOR SPACING ® 3 1/2' 'G' RAIL (6063-T6 ALUM. ALLOY) TERNATE 2- 2"X 6 1/2' HEADERS IN PLACE OF 3'X 8' HEADER WRH POST do SIDEPLATES 3i( 3' POST ®ALTERNATE 2-2' X 6 1/2' HEADERS 3 %14 SMS EACH SIDE Ic (6V63 -T6 ALUM. ALLOY) 'r �o NDN -STRUCTURAL e 2.109' COMPONENT 3' X 8' BOX ® 5 1/2' EXTRUDED SIDE FASCIA BEAM -HEADER y . '! MAR 0 E REVISION DATE REVISION ' L UMINUM 1i' �6 Engineering Services BRACKET Q. Elkhart. NI 44314eS14 �f • KG ICSO ES EVALUATION REPORT NO. ER -2621P 3'X 3' ALUMINUM DRAVANG ORE COMPONENT PARTS & CONNECTION DETAOS '. STAMP 2NAM /8/4000 97CD09 COLUMN 3' a. 3 3 #14 SMS EACH SIDE ®ALUMINUM 'H' BRACKET FOR . CONNECTING COLUMN TO HEADER (6063-T6 ALUM. ALLOY) 3 014 SMS EACH SIDE kALLIM. FOOTING ap EIRALICET 9'USE ONLY ON SLAB SEE NQIE S, USE OR d-26' FOOTER AT RIGHT �:OR SMALLER OR FOOTING ®ALUMINUM FOOTING BRACKET FOR CONNECTING COLUMN TO COW. SLAB OR FOOTING (6063-T6 ALUM. ALLOY) Ego � p CPQ Zp03 21 .6 1" 12' INNGER ALUM. RWO 0 16' OR 24' O.C. RO HE 21I 6 1/2' ALUM fASpA 6 ® ALTERNATE -DECORATIVE FASCIA TRIM DETAIL 'AF'SEE -.750' 0.062• TYP: ® 3 1/2' 'J' HANGER (6V63 -T6 ALUM. ALLOY) �o NDN -STRUCTURAL e 2.109' COMPONENT ® 5 1/2' EXTRUDED SIDE FASCIA (6063-T6 ALUM. ALLOY) y . '! MAR 0 E REVISION DATE REVISION ' �6 Engineering Services 1140 All Pro Crtva Q. Elkhart. NI 44314eS14 C • KG ICSO ES EVALUATION REPORT NO. ER -2621P NONE DRAVANG ORE COMPONENT PARTS & CONNECTION DETAOS '. STAMP 2NAM /8/4000 97CD09 SHEET 9 OF 9 " 1 1/Y OR Y L= 1.82' FOR 2' X 6 .1/2' RAFIFRS 2 1 8 �� L= 2.91- FOR RAFTERS 04 --�{ .�� 1 1� OR r a I � � io L3 LATTICE 1' TYR t=0.036" 1 .og Typ OR —t=0.024 O (3105—H25 ALUM. ALLOY) .048 MIN. 4' 2-18 SYS EACH SIDE 0.042'00 OR n `me�q^q66 0.032 ASTM A-653 Fy=40 KSI O STEEL CONNECTOR FOR WOOD COLUMN CONNECTIONAMC K��y n e1IR F� M 18 X 2 'SYS FOR 1 1/2' OR .0265' LATTICE—f8 x 2 1/2' 2-++10 X 1 3/4' WOOD FOR 2' CE SCREiYS OR 2-110 SYS O RAFTER do SIDEPLATES INTO METAL Lt HEADER1. (3006-H391 ALUM. ALLOY) L4 COLUMN44 1 (606345 ALUM. ALLOY, 'T'= 0.0401 (3006-H391 ALUM. ALLOY) (3006-H391 ALUM. ALLOY)L6 RAFTER HANGER UTTiCE M. RAFTER L9 LATTICE TO RAFTER CONN. 4- 1B SMS EACH RAPIER HANGER I� \ 1 4-18 SMS 1 , k k HANGER SEE TABLE AT RIGHT. 15/16 1�'t 2 1 4' ti OtACKET USED W\Y X 6 1/2' RAPIERS BRACIO:T USED W/3' X 6' WIEIS L7 RAFTER TO HEADER CONNECTION BRACKETS (6063-T5 ALUM. ALLOY, T=.060' HEADER HEADER DETAIL MAXIMUM MAX FASTENTING GAGE WIND LOAD TRIG .042 3' x 8' Ll 90 MPH 6' 2—#8 SMS EACH 'BRKT. ti� 3' x 8' ALL 10 PSF USE 1 LAG-- PATI❑ 10' 3—#8 SMS EACH BRKT, 036LL2 V. L1 90 MPH 5' 2—#8 SMS EACH BRKT. fate 3 3t 2 Engineering Services 1140 All Pro Orlw ALT, SHOWN 6R PFR I.C.BA. I1SO�X EES EV. f 1258 PATI❑ 10' 4—#8 SMS EACH BRKT. [.032 P Q .LQ03 L11 90 MPH PATIO 10' 3—#8 SMS EACH BRKT. 094 C L23 90 MPH 22' 2—#14 SMS EACH BRKT. ENGINEERS STAMP 90 EXP- C 10' 12—#14 SMS EACH BRKT. 1/4' x 4' LAG SCREW ! �Q C• �,• DATE REVISION DATE REVISION SEE TABLE 8.5 COLUMN WOOD LEDGER- 2 X DEPTH ANC4_ FOR QUANTITY ti� ALL 10 PSF USE 1 LAG-- p�EIZSION41 f Q� �. KATq � �G92� � PER STUD 16' O/C �SOE ALUM p N 2 70 rn EXISnNc RAFtF>2 SiRl1CR1m HAN "' 1623 * " Nfl' 07 fate 3 3t 2 Engineering Services 1140 All Pro Orlw ALT, SHOWN 6R PFR I.C.BA. I1SO�X EES EV. f 1258 d EiD63a `rT,� ��ll��r�\Q' Elkhart. -IN 46514 2 FACFi P Q .LQ03 p� f CALVE • KC ICBO ES EVALUATION REPORT NO. ER -262'11P ® ALTERNATE RAFTER TO WALL CONN. NONE HEART RAWNG COMPONENT PARIS A CONNECTION DETNLS FOR PATIO A COMMERCIAL LATTICE STRUCTURES ENGINEERS STAMP SHLLT 2/8/2000 M 97LT01 1 OF 4 1/2' . RAS1C 2'x 6 1 2" OR 3' x 8' SEE SCHEDULE FOR SIZE J TERKATE 2— 2'X 6 i/2" Box HEADERS IN PLACE OF `\\ 3'X 8' HEADER WITH HEADER SPUCE MUST BE CENTERED ON COLUMN ` POST do SIDEPLATES ` 2- !14 0 VO INTO � 3'X 3' POST F/lCp SIDE 3' X 8' HEADER o NOTE USE PUGllC PLUG TO RBL 1 Olk ATTACHING T ACCESS HOLES USED WHEN S.M.S. INTO ANOMER BOX SECTION IN WHICH THE SMS LENGTH WOULD EXCEED 2 1/2'.� 10 2- Y X 6 1/2' 9DEPUUES I 1 SIDE OF L10 PLASTIC PLUG DETAIL L11 ALTERNATE 2-2' X 6 1/2' HEADERS. I I COLUMN �LU11N L16 HEADER SPLICE DETAIL IONAI . 1 •m 14,�G92� Wao W 3.00 cs Exp.63o 37' (4) 0.72r1.56�0.72 -� 0.93 h` 3.00°, 4.00° .188' I 3 689•(4) 0.72 B 2003 AP R 5.00' OR 6.00' Typ• ao' 1 �4) "(4) �� 3.00 L32 3", 4", 5" OR 6" 10" R X .7 10' HIGH 0.931.56 i;l STEEL COLUMN ALUMAX I.D. 6 "(4) 0.72 Fy=36 KSI L3.00., •43714)5.00" ' 4.00' OR 6.00' . . 0.17 125• RAID. T (IN.)= 0.024, 0.030, 0.040 (ALUM) .020' DP. (36) = 0.048 (STEEL) x 70' .062" RAD. (20) am - DATE REVISION DATE REVISION (12) 187' RAD.(16) MIS MAY- BE TRIMMED W/ELSE- ALUM. FACING. RpfESSI Q L31 FLUTED COLUMN L30 3' ALTERNATE COLUMN �� U (3' ALUM. 6063-T6) 't' 0.062" UNLESS OTHERWISE NOTED (3003-1-116 ALUM. ALLOY ORSery A-446 Fy=40 KSI STEEL) n Engineering a = Drive NO. . CC�J� 1140 All Pro rly� Elkhart. IN 46514 � o4i �. i • KC ICBG' ES EVALUATION REPORT NO. ER -2621P `rlgj OF ✓ �h;% / NONE COMPONENT PARIS A CONNECTION DETNLS MM hi NAME FOR PAT10 & COM& LATTICE STRUCTURES SHEET ENGIN P 2/8/4000 EF 97L.T03 2OF4 0 V ' 5/16' BOLTS W/ 1' DIA. x 3/32' THK. STL. WASHER 5.5' TO 8' STEEL 'C' BEAM ' SEE TABLE 8,4 COLUMN E4 —1-.5754-4--2.35' FOR QUANTITY Lj .750' 2.5' 1.0 .750' .056 5/16' BOLTS SEE TABLE 8.3 COLUMN 'M' FOR QUANTITY .048 x 3' x 3' STEEL POST ®ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET (6063-T6 ALUM. Ai101) . 8 2003 1 DETAIL 3" X 8" — 1 FOR ATTACHED STRUCTURES COLUMN TO WRAPPED 3" X 8" X 12 GA. No. 16?73 'C' BEAM HEADER CONNECTIONS �`° s•ao of F � 3'X'87 B�OpX . 8X 12 GA' 3"X BEAM "C" BEAM -� - DATE REVISION DATE REVISION BEAM WRAP n^. v(CSC Y NC,, - `j Engineering Services 1140 All Pro Drtve L23 3" X 12" X 12 GA. STL. 'C' BEAM xf nj'3 P,risr S ` � MAO. M 4014 K210 ES EY MATM REPORT NO. ER -2621P WRAP W/ " " 3 X 8 ALUM. BOX BEAM /ql I �! i :. • , KG . : ��, � ' `►E NONE COYPat m Pmm a CowmnCN oETA" FOR PATIO a COIe1MMM. tAMM smucnim - EERS STAMP X612000EN 97LT03 WILU . 3 OF 4 .0316' OR .042' x 3' x 8" HEADER L25 70 do 90 MPH WIND SPEED ° L26 3'X 8 HEADER 2 914 SNS EACH SITE 3 814 SNS EACH SIDE 3" X 8" BOX BEAM HEADER 00 ALUM. "H" 3' � 6" BRACKET I 0 3 1614 SMS EACH SME X. 3"X 3" ALUM. 2 914 5715 EACH SIDE COLUMN 2'X 6 112" 3'x 3' POST SID 3"x 3' POST 3" 0 COLUMN W/ 'H' BRACKET COLUMN W/ SIDEPLATfS 60 . L24 ALUMINUM 'H' BRACKET FOR HEARSPLa T BE CONNECTING COLUMN TO HEADER CDMM ON W.WN •. �- (6063—T6 ALUM. ALLOY) 2- /14 0 •_ ;: 12' Fl i ME 3' X 8' HEADER e r '• S :. �; 3 #14 SMS EACH SIDE DR 2 5/16' BOLTS q�2Me�r� EPIATFS 12' • �, 116 HEADER SPLICE DETAIL aK� 2 3/8• HILTI KVIK DOLT 11 V/ 2.S• ®SAFETY STAKE IN EMBEDMENT CONCRETE FOOTING lb "I I . 31X 3 "X 6 1/2 • ,y9 POST I SIDEPLATES I ALUM. FOOTING { BRACKET I I �ovESS 3 20bi DATE REVISION DATE REVISION r :• ESSI�Q U W W ,4 r cc N0. O Engineering Services SLAB OR FOOTING x No. 16273 1140 All Pro Drfw ERp.6-Z O� ��' � EUdmf. IN 46514 L27 ALUMINUM FOOTING BRACKET FOR CONNECTING �� l9lf ' `�L2�a IC80 ES EVALUATION REPORT NO. ER -2621P POST TO CONC. SLAB OR FOOTING F �� F (_.!•� COMPONENT PARTS s CO NiECr1DN DETAns SMELT (6063—T6 ALUM. ALLOY) APR 18 Z003 -- ?s NONE MR PAno & CONATERCML LATTICE STRUCTURES ENGIN S STAMP RW 97LT04 40F4