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HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE 0 Date: 0 F FeeDue: Receipt# 0�0 Perm it # PLANNING & DEVELOPMENT SERVICES Y" BUILDING & CODE REGULATION DIVISION 2300 Virginia Avenue SCA Ft. Pierce, FL 34982-5652 ED 772-462-1553 BY St. Lucie Colint,, APPLICATION FOR ALUMINUM STRUCTURES PERMIT ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: 8 Violetta (Stock unit) Span i sh--L—a-ke s 2. PROJECT NAME: Riverf ront SITE PLAN NAME: 3. PROPERTY TAX ID #: 3427-111-0002-000/5 4. LEGAL DESCRIPTION (attach extra sheets if necessary): 27, 36, 40 All that part lying E & N of St. Lucie River and W of US 1 5. PLAT BK PAGE BLOCK LOT 6. PARCEL SIZE: ACRES/SQ FT. LOT DIMENSIONS 6 5 ' x 8 6.31lx41.06'x 821 7. SETBACKS (ACTUAL) FRONT: BACK: 15' RIGHT SIDE-.l 5 LEFT SIDE: 8. TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE) TYPE OF CONSTRUCTION N=New A = Addition SG = Slab on Grade SR =,Raised Slab DIMENSIONS SQUARE FEET OF Mobile Home reset R =Rebuild WD = Wood'Deck CONSTRUCTION R1 SCREEN ROOM N SG KI NEW El EXISTING 121 X2.2 18' 272 0 CARPORT/PATIO ROOF N SG Ek NEW [I EXISTING 121 X371 411 44 . .8 0 HABITABLE GLASS ROOM ❑ NEW EXISTING X. 0 CAT 1, 2 OR 3 SUNROOM El NEW ❑ EXISTING' X 1:1 ALUMINUM COMP. SHED El NEW ❑ EXISTING X El POOL ENCLOSURE ❑ NEW ❑ EXISTING. X ❑ M H ROOF OVER E NEW * El EXISTING X ❑ ROOF SYSTEM OVER ❑ NEW ❑ EXISTING X EXISTING ACCESSORY STRUCTURE R1 OTHER: driveway N SG NEW ❑ EXISTING 131 X69' 897 El ALUM' POOL FENCE Linear feet TOTAL SQUARE FOOTAGE OF CONSTRUCTION, 1,617 9.. VALUE OF CONSTRUCTION: $ 8, 0 9 0. 0 0 The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or modify the indicated value of construction if it is demonstrated that. the submitted figures are not consistent, with similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted PRIOR TO FIRST INSPECTION. SLCCDV Form No.: 001=02 Rev.0412612010 ,4, OWNER INFORMATION NAME: Wynne Building Corp. ADDRESS: 8000 S. US ONe CITY: Port St. Lucie STATE: FL ZIP 34952 PHONE (DAYTIME): 8 7 8 — 5 513 EMAIL: FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE: FEE SIMPLE TITLEHOLDER: same ADDRESS: CITY: STATE: ZIP PHONE (DAYTIME): (� CONTRACTOR INFORMATION STATE. OF FLORIDA REG./CERT #: SCC 13115 0 5 8 6 ST. LUCIE COUNTY CERT #: 2 5 5 8 4 BUSINESS NAME: Master Craft Aluminum Products QUALIFIER'S NAME: Jeff Jackman ADDRESS: _- 1634 SE Niemeyer Circle CITY: Port St. Lucie STATE: FL ZIP 34952 PHONE (DAYTIME): O 3 3 5 -117 7 FAX NO. 3 3 5- 0 8 6 0 email: ARCHITECT/ENGINEER: Lawrence Bennett PE ADDRESS: 4191 Dairy Court Suite A CITY: Port Orange STATE: FL ZIP 32127 PHONE (DAYTIME): Q 8 6 7 6 7— 4 7 7 4 NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING, AND HVAC ZONING REQUIREMENTS All such structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE. ❑ 2 scaled plot.plans showing lot size, dimensions of existing host structure, and proposed aluminum addition. All setbacks including front, side, rear and distance between adjacent property structures in•MH Parks shall be indicated on the plot plan. ❑ 2 sets of color photos for all storm, damaged areas to be reconstructed. One picture must include house address number for inspection verification. ( not required for construction unrelated to.storms) OFFICE USE ONLY: - SECTION SECTION Z l TOWNSHIP Z /„ `J `f' RANGE MAP NO. Additional ZONING PUP LAND USE LOT CVG % Permits Required REPORT CODE (� _ BIMS FEE $ MISC FEES $ TOTAL FEES ` BUILDING '& ZONING REVIEW. FRONT PLANS VALUE OF CONSTRUCTION REVIEW COUNTER ZONING _ SUPERVISOR E ER VEGETATION USING ICC TABLE DATE COMPLETE ��3�%•eo INITIALS �1� RM PLAN REVIEW SPECIFICATION CHECKLIST PLEASE PROVIDE ONE OF THE FOLLOWING: l 2 Sets of Detailed Plans: Dated, Signed & Sealed by an Engineer or Architect holding a Florida State professional license. ❑ 2 Sets of Detailed Plans: Designed in accordance with the AAF Guide to Aluminum Construction in High Wind Areas. ❑ 2 Sets of Detailed Plans: Designed in accordance with any Approved Manual per fs-489.113. (I) ANY PLANS SUBMITTED WITHOUT COMPLYING WITH THE FOLLOWING SHALL BE RETURNED WITHOUT APPROVAL. ALL PLANS MUST BE IN INK AND ANY NOTATIONS IN PENCIL WILL NOT BE CONSIDERED A PART OF A SUBMISSION. • All plans must be legible and must be designed in Architect's Scale on pages which are 81/2" x I I" or larger. • All relevant tables. & details, if using a manual, must be properly highlighted and must match design checklists & drawings. • The plan view must include all dimensions; the location of the host structure and all materials must be sized and identified thereon. • All elevations, must be shown, including 4"' wall detail, dimensions and all material must be sized and identified. • All primary and secondary carrier beams, spans, spacing, gauges must be shown [Example: 2" x 8" x .072"]. • All methods of fastening or other details which are relevant to the design must be identified on the Plans. • All upright column heights, sizes, spacing and gauges must be shown as follows: [Example: 3".x 3" x .050"]. • All chair -rails, roof purlins, girts, channels, knee -bracing, k-bracing, cable bracing or any other required component must be sized and identified. • All ridge beams and super gutter or fascia attachments must be identified. • All roof pans or composite panels, with gauges and spans, must be sized and identified. • All footing, slab and ISO pier designs must be on the plans, per the Architect / Engineer's plans & specifications. • All light metal alloys which are utilized shall be designed in conformity with the Florida Building Code of 2007, Chapter 20, including 2006 revisions. • Barrier railings, if utilized, shall have all materials, fasteners and height specified and shall have self -closing, self - catching gates with picket spacing. (I1) SITE CONSTRUCTED SHEDS, HAVING ANY ALUMINUM COMPONENT, SHALL MEET ALL OF THE ABOVE REQUIREMENTS AND THE FOLLOWING ADDITIONAL ITEMS: (A) 2 copies of the current product approval [i.e. N.O.A. or State of Florida approval] with the proposed "opening" or cladding component highlighted and with fasteners and design pressures, per FBC 1714, clearly identified. (B) 2 electric schematics, in accordance with the N.E.C., if applicable. (C) Design pressures, per ASCE-7, identified on the openings of all Plans. (III) HABITABLE ROOMS/ADDITIONS DESIGNS SHALL MEET ALL OF THE ABOVE REQUIREMENTS, EXCEPT AAMA SPECIFICATIONS, AND CHAPTER 13 OF THE FLORIDA BUILDING CODE. . (IV) SUNROOMS (as defined in R202 and FBC 2002.6) MAY BE CONSTRUCTED, SO LONG AS THEY MEET ALL OF THE ABOVE REQUIREMENTS AND MUST BE IN STRICT COMPLIANCE WITH AAMA/NPEA/NSA2100.02 AND MEET THE FOLLOWING ADDITIONAL ITEMS: (1) The designer or engineer will state on all Plans, which Category of Design [3.1.2] will be used, inclusive of the definition. (2) If designing a Category 4 or Category 5 structure, as defined in the current Edition of 3.1.2.4 and 3.1.2.5, proper energy calculations and long form equipment sizing calculations shall be required, pursuant to Chapter 13 of the current State of Florida Building Code. (V) MOBILE HOMES (FAC 15C-2.0081 - FAC 15C-2.0072): ALL STRUCTURES ADJACENT TO OR NEW ROOF SYSTEMS (Pan or Composite) OVER EXISTING ADJACENT STRUCTURES TO A MOBILE HOME SHALL REQUIRE: (a) A 4`s wall or a current, signed original manufacturer's attachment approval letter which includes the model number, serial number and current owner's name and street address. (b) That the complete guide to H.U.D. specifications be strictly adhered to. (c) A Certified Florida Engineer may design the manner of attachment of the proposed structure to the host house but shall assume full responsibility for both structures' integrity by site specific documentation. , . k CERTIFICATION: This application is hereby made in order to obtain a permit to do the work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work. NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: IN THE EVENT IT IS NOT YOUR RIGHT TITLE OR INTEREST THAT IS SUBJECT TO ATTACHMENT, THE APPLICANT DOES HEREBY MAKE A GOOD FAITH PROMISE TO DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT, AND DOES SO AS A CONDITION. PRECEDENT TO THIS PERMIT 1. If utilizing the AAF Guide to Aluminum Construction in High Wind Zones, I the Contractor/Owner Builder hereby certify that the components being used, fasteners type and fastening pattern meet all the requirements for the designated wind zones established by the county and take full responsibility for complying with the submitted design of the structure being permitted. 2. I further certify that all the foregoing information is accurate, that no work or installation has commenced prior to the issuance of a permit and that all work shall be performed incompliance with all applicable laws regulating constructionand zoning in. this jurisdiction. I understand that separate permits may be required for ELECTRICAL, and HVAC, etc., not otherwise included with this building permit application. 3. I , the Contractor / Owner Builder, have verified that the existing foundation meets the requirements of the Engineer of Record and is in adequate condition to withstand the uplift and weight of the.aluminum structure and said structure will not exceed the footprint of the structure that was in existence prior.to removal by the storms. O ONTRACTOR SIGNATURE STATE nFL RIDA COUNTY OF St. Lucie The foregoing instrument was acknowledged before me me this 7th day of October 20 11 by Jeff Jackman who is personally known X to. me, or who has produced as identification. CO , T SIGNATURE STATE OF FLORIDA COUNTYOF St. Lucie The foregoing instrument was acknowledged before me methis 7thday of October 12011 by Jeff Jackman who is personally known X to me, or who has produced as identification. o eeeueoaiaaa■■YnuiaalNames uaa'Else aaeaee� aaa ee eiuna�apaaaaaaaa"aaosuanunn RYL D. MOORE Y . MOORE SignatureofNota o ,a YP'',a COm }�0749247 r� j,,, #pQp0749241e;1) Notary ?�fF �81� Si ureo' pry a` YP �i� o s Expires 1/15/2012 a 3attg � s • , o - Expires 1/1512012 . IMPORTANT NOTICES: = '=X Oc FbddallotaryASO-Inc : : y• �� %'u�w ;;;.••�a •' Ficdda Notary Assn.. Inc • TWO (2) SIGNATIS eeAREaREQUIRED•eaEACH SIGNATURE MUST BEaaIFeAPPLYING FOR THIS BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR, IN THE OFFICE LISTED ON THE FRONT OF THE APPLICATION, TO SIGN THIS APPLICATION & THE OWNER/BLDR AFFIDAVIT. • ALL SIGNATURES ON APPLICATION SUBMITTED SHALL BE ORIGINAL, SIGNED IN INK. COPIES, FAXES, OR STAMPED REPRODUCTIONS ARE PROHIBITED. • WHEN A PERMIT IS AVAILIBLE FOR ISSUANCE BUT IS NOT PICKED UP WITHIN THIRTY (30) DAYS AFTER NOTIFICATION OF AVAILIBILITY, IT WILL BE VOIDED. IF THE APPLICATION IS RESUBMITTED, AN ADDITIONAL FEE WILL BE CHARGED. 11/10/2011 10:29 7723350860 PAGE 02/03 ,< lid 10/11 11:31 FAX 954 85t,' '14 QW1:010TAL k1A MATERIAL ° i Z003 CCcinflnenMI IFloritill Mateil9Als Inc. ..17 ? 2 Q 8 nonnenTRL 1s4so W. eunrlo Blvd., Suite 430 -� Lei Sunrise, FL 33323 ..-- Tel, (Bs�) an-0780 CAUTION►.I t�,rrsltty mix40 aemgnt, nmrler. UNLOADING mms w vowed C Group 1 MEMIQ or groin may eouse skin Inyury. Avoid Ram ddAM* A MOMS tytpppl under Uto 111 liI11 i Il1111I 1i11 t{i11111I11 1 Caniact witb ayes whm9 poZ11)(n and wnnh lnlcnb=9wow, atw%ftm0axxfitios9s' I I 1�1� 1' 1f11 11�1111i1 �! expound akin amps pmmpIly Nfih wafer, if any CRUI �q sete nad ProOonot 1:91mn of his iiEE� �t ffBB Comps ""Imn pet Into ayew dnsa tmihod(Riaty oqulPAR pdwtk NO not 1rna++tuod to cad Mpeateety wtlh watar and pet pmxrptl001 acid Wulet to Ihm robe abr 10 90 beyond fi0 itatilrtlam, Sawing, or grinding Of conrale canb tine, e><"p1 trperl the Q11ltharl7ntIon 0t masonry units may v=11 In Iha fulersn at Mat thn Pambtt FA Umhesveo Agem snit h1r. FORT PIERCE iBi CpidGflE7E PLANT parllcie3 WhIrm. dhoot itm ben of pmpar (rye or acceptoato Of M for �A* i= or cinama. 3778 SELVITZ ROAD station. Tiely he ME11001 Snmly pal 0hamtcould cause eye or n or lc�od mer�rari �radMn���r' 561-464-71?44 Inn pradaats sold by Conlinantal Florida r urW010IRnd rmdagma is the twins an Curb Otto orasaed at PuOt> elffurchaser eAnent raqul3zt Initiate of Furchaeermurchmars Maledsts Inc. om aVtittpottf paint requeot. Wn Ma 1wrand►= al thk3>l ,rorAL Agetd i'ARDSONTRUC1CIGALSOFwA ADDED WIN InllMr, Of PurtilWrlPtfmhasdw Agent 0attn07Aedgtng ssldalen a1 Wour.11 PurohaeerAnotam's to 9 6 S ' Agent r+3gtmnt. ARTINALTIM>Y CTgCitP0UFi1IME FIMFFIPoUMIY1MC LE4KJ0l3TiM5 t+� ' ' FURC1iA8@R B AGEAIT PIJRGtlA9faili'liRCifASERSAtaii P.O,NtiM/iifi4�15BBY CONE JD9NUMB9i TINlEiip(Ef>:0 nu S 5(89 DRIVEWAY I /RI3Iirl 1 ' 4p03 SOLDTO DELIVERTO " 13RAGRI 67 RODNEY HALLS 11INGRETE 8 VItiL TR ':^•. PPRT ST I;W xE ; . Canzreto tfbDct�h __�_...�.—,� Pals 1AN1llY at-W iO f Wooly. ppnbtltll'n egRgtiaN .., - , . QNiF Q txiIIV�EA" 'til;lbAii._ pa�A Eo _ n iit�47� A,,7�r. yjY! rl+4YrNr`.`i. 255111; •' .LfSW..r�1,i�. _4'. .�nP� p.lt..h,'1,I19L�1r. i•'II• r..r _.F IB _F_X1k1MLM� J M -I+sr —•--�-'- - .._..._: .._m^,...,., 50yry�98]] �" '�"+rli1EL"c'�-.�---- - . •. �.r. r — ,,1--. - --—�.,...-.r , .. ' ...-_ � - •!..:'T�A r ' ,r�r.a r,,,rCGC ,. ..� ' •F i '•• .�r..iuiN�w.w.�� i T,utk 8 Nlapt N Slump Our ak.lob _ti.— usu ai MIS sta a ii'' S . �raTbTAi, Cai?Aloa ArRdo duper Wv& Marc Nomo TAIL g a Cl 00NORIFIV i'>:ST6D OeilveN Irl�ttetetlatia l .. ...'. ORIGINAL speolal instructions Master Graf Aluminum Products 1634 S.E. Niemeyer 0rlyde Fort 5t. Lucie, FL 34r952 (772) 335-1177 Fax (772) 335-0860 NOV 1 p 2011 Plus iic w®r ks ' ; ' . •Sf. Lterlcie Cu nty, FL 11/10/2011 10:29 7723350860 PAGE 03/03 ' 11/10/11 11:31 PAX 954 8b2r, rr14 CUN INENTA,L FLAB MATERIAL 9004 �ontin Florida i4ls 1722083 conTmEnTAL W. Sundse 61vd,, SUM4,E0 Sundsty, Fl. 53323 ��l N1Z�!,Qu� �l1 Tel:t454)SSE-MiU CAUTIONll r-reetllymtxopeamanLmpnar, UNLOADINA umisgrepomw may cause InJtny, AYo(d from de9vaAtrg wnctem �+pt ut>dar t1w tt�11 I{` 11Ii1 ( 1 wpramtn ar grmu skG1 contact an oyes wham poamtuto and wash I1�� Illi IR1 supoo smn mm pm npuy wlth waurm 0 4ny pmmu 910 Cato and Propr r mlI n el hb 11�{ 4�11 IIII 1��l��i cament mixturea get Into syak Onto immedlalby equipment At OM nm 1101 permined to and repoptedy wllh wft SW not prompt medical add w*e to 01 mix nor to go tw/W Orb treatment. Snwlnp. or grinding of wurete , cwb 9Ao, namt upon 9ro mr9rtltl On 01 FORT PIERCE(S) Cgh1CR1 TF PLANT mmnry unnA may rati ll in the 011610A of dual the Pmcltaswftthswrn Agmd and ids papo or =Lvmmm arw Cgma o e� i x" d 377R SELVr TZ R13AD � p mlary ei�l�W cau * r wwwge that Irwa �fi i —��, � Iutlalloa Tne Mmiprurl nnroly Data Ghouls for �md mo wft*b Itafad on ffde Met. the prodaCYe Gold by Depnnnetal FlO= I 0116rel411d nftd agree ro 'to rarras err Curb nrte Crnasett at putt hasat/pumheaer'L Agent rages= inmals or flurohusar/Purcfta5eYtt Malorlata IND. are ave9eble up" rgqunni both u e Wat,arnn nnetr arm 5tihar TOTAL entw m99nisalPt opPurotftsSorsA9egtnoimowiedgingesidl9onalwaleratParuhaserlPurvhasa>'a 1fAFtDSONIMUCKMALSo W DDED a s Anon rOqu09L ,.. T. , R 6 R 4 ARRIVALTiME Si IWFOU 2 FINISHPOURTi tEAVEJOUTMIE - � 1 � PtJIiC�9�'EiAGklV>'4044 trWiGM(�9ERIPIIRCIIA9StSAG'�1T'' RO,l1 DEA/OHOA Ulf TOM 583S�rS DRIVEWAY •��/�3l11 35W0g4 SOLDTO DFWVF T4 ORDER; 67 RODNEY HALLS MURETE a U10LETA-..PEIRT 9T LU IE Call= VI&Tt]rx9:. PFitPubt4T. - PRgtlutni}ESf;Altdt4 'UN 4N 'UNIT ' --- — - - ..«90., ,L'3,50. .25FpiG. M.. w��1�1�Z.C�_28ai}q�IfS�WITFi V•:' �- �: ail -1 O. � . , . - - ,. .. -:F-iCB --&aRx�-�f1TED�. 71.i3�1fA: ,+ga , - - 44 16-40 -nox 7. . - , _ Trask 0 Plant 0 slump Rue at dab lks M Cmlomlo SUb•TQTAL.• �i !� CAP Air A, Soper Pia Mom Hama '' r • : 1A1,t 13 CONCREMTE:SM a 1iITA4 Dotttrery lttatntctrons ORIGINAL speprar rtrSlrudttotts 0 1110 .1 0-0\ 0 _�' Master Craft Aluminum Products 1634 SX. Niemeyer Circle Fort St. Lucie, FL 34952 (2) 335-1177 Fay; (772) 335-0860 RjEcmv o ?011 Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 Phone: (772) 4824553 Fax: (772) 462-1678 i Permit 1 Address 8 VIOLETA Owner(s) JWYNNE BUILDING CORP PORTSTLUCIE THistoric No Jurisdiction St. Luce County Parcel # 3427-111 ISpanish Lakes Riverfront Block Lot # FLU RU I Zoning IPUD Flood Map 280E Flood Elevation Food Zone IX Job Address 8 VImLETA Date Voided please explain in Additional Comment CONTACT INFORMATION Add Appiication Contact >> C tract Op - Category Type Contractor Property Owner Name Property Owner Contractor Business Address Email Registration Phone Fax Mobile Pager (772) 878-5513 ext SUB TRADE PERMITS Attach Sub Trade Permit Sub -Trade Permit # permit Type Sub Trade Status Contractor Taken By Company DateApplied Contn ( ) _ Issued Owner / Buildier Issued By Expiration Firmled Sub -Trade Job Description Finaled By ,CONSTRUCTION INFORMATION Units 1.00 Floors = Buildings # Bedrooms # Bathrooms Total Sq. Ft. 0.00 Min Flood Elevation Flood Map 280E Flood Zone FCC ® Mobile Home/Recreational V NOC Required ® NOC Received ® NOC Expiration 10/20/2012 Setbacks Front 50.00 Bade 15.00 Left Side 8.00 Right Side 15.00 Job Description Additional Info 1Z X 22.67 SCREEN ROOM (SLAB ON GRADE) AND 12' X 37.33 CARPORT (SLAB ON GRADE) Please incivae IIie ame ana your narrie wneu uum y nuunnauun. 10/21/2011 14:05 77233F99,5P, -, PAGE 02/02 Y U r JOSEPH E. SMITHp THE CIRCUIT COURT LEER N C-GRO-ING-RETURN 10: SAINT LUCIE COU r Master Craft Aluminum Products ORBFILE363 3W P AGE 771 it 10:38AM OR ROalc 3339 PAGE 779.779 Doc Type: NG 1634 • SE Niemeyer Circle RECORDING: $10,00 PoxtlSt_ Lucie, FL 34952 PrRnntr e,iuMnrn' , % %�•,� � ®off � 1 NOTICE OF COMMENC�N� {'NT The unArsignad hereby given notice that smprovcmcnt will be made to certain real properly, and in accordencc with Chapter 713, riorido !4atutes the Following information is provided in the Notice of r..orrtmencemc%t I. 1)ES(,,+ii)]'TJ.0N RF PROPPRT�' (Legal description and street address) TAX FOLIO NUM�BtR:• 34.27-3,1.1-0002- 000/5 3.ver SU76A VTSTON 1'OCK-, TRACT, LOT_ 13LDG UN(7 Scc�L'-Lon 27�. Township- --5� r �nQA ?. G. NI$1ZAC l)ESCRI)'TJON Oi INl'PIZnYEMENT:� Aluminum 8 _.p,0) cree.�' 3.0Wr`121.N'wORMA.'r.TON: a.Namc_(r)apr� Air i 1 d.j_nc)--04�7,Q�1:arAq b. Aci� c s„ 80()O Sj_. , ,ci to 402 F L _34957_ _ r-.• interest in property d. NatVne and address of fee simple titleholder (if other than owner) _- 4. CONTRACTOR'S NAM[Ci, A-0.0Rr55 AND 1'i10NE NUM136R: Plaster Craft Aluminum- Products 1634 SF Niemeyer'CixcJo, PSL• VL 34952 335-11_77 , 5. SURATY'5 NAME', A.ADRF_SS AND PHONE NUMAE)R AND UOND AMOUNT: 6. LrN1,$rR.'S NAMIZ, 4T)i712ESS AND PIJONF.. NUMBER: i 7. Pcrsolls within the 5catc of Florida designated by Owner upon whom notices or other documents maybe served as provided by SeC61713 13 (1)(n) 7., Florida Statutes: 2O1-841t3 NAM�r, LAAIZ.('SS ANO Pt•10N): NUM�tl:•rZ: Doug .Brantley 1. Silver Oak Dr_ . ]?SLr 9-L. S. to adrition [o himself or herself, Owner designates the following to receive a copy of the Lsenor's Notice as provided in Section 713 131 (1)(b), Florid,' Statutes' NA W!, At)DR.fSS AND I'HUN1_ NUMj3rR: 9 Expiration date of notice of commencement (the, expiration date's 1 year from the date of recording unless a d'ffeienl date, IS spgciRed) �_ — ,20 -- .._..... M a t t Ii e w L v_ l e W v n n e, V.._gQ2,ras-.:t-.,de nt: $ignatut';c or Ovrnrr or Print Name and Pi nvidc Si ,natnry's 1 itte/Ofrer, Owner' ! A,ut•hnsized 0fGtcr/1)ircctor/PartnerlManager State of larida Count Tilt, ForcC,nsng instrument was acknnwledp�rd before me this day of ©G is iC 7.17�[�� ,• Sy 41zthew Lyle W ny nc_ _,as�� C, 7ac �- (N�arrtt of person) (Type of authority. e.g. Owner, officer,'rustce, attarnry in Fact)— Wy one Dui.J.din Corporation � l (Narrvr of party on behalf of whom instrument was rscr�utcd) PCrsonally Known Y or pr duccd the following typC of IU: AR p ��� OOROTHY ANN HAFNER OT'NNNt Notary Public - State of Florida ��Pf`+r•^ Commission! bD 827096 (Primed-Vime of Notary public) (Signature o Norary Publir,) !��: : ,,,,,t, Banded Through National Notary Assn. Under p�,nnities of perjury, 1 declare that ) have read thnForegoing and [hat the Facts in it we tn.sc to the boll of my knowledge and beitef (s�!ction 9.2.575, Florida SWutcs). 1 - $ignatut' of •(s) or Owner(s)' Au rizcd OfficesNiretl.or/Partncr/Manager who 5il;nrd ssbovr: ll E Y,..._ V . P _ �— By: - — i n�.. aanar�haror�sn„ss�rl WITIPL(1CIE FkaL O 0F4 D��R ST. LUCIE COUNTY BUILDING & ZONING 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 772-462-1553 FILLED LANDS AFFIDAVIT Ci I, the undersigned, am the owner of the following described property �/ b\-Ck 3427-111-0002-000/5 (Tax ID/Legal description/Address) for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, and in accordance with Section 7.04.01(D), St. Lucie County Land Development Code, I shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. Property Owner Name Property Owner Signature Date STATE OF FLORIDA, COUNTY OF ST • " C I t ACKNOWLEDGED BEFORE ME THIS l� DAY OF ©CTa 60*E 20I, BY % A7T- &—W LYc. E (A) WA16'wHO Is PERSONALLY KNLDYN TOME OR WHO HAS PRODUCED ,, pp ' �1 AS IDENTIFICATION. ((�� a4, SIGNATURE OF NOTARY TYPE OR PRINT NAME OF NOTARY (SEAL) NOTARY PUBLIC TITLE COMMISSION NUMB R 'M..„ DOROTHY ANN HAFNER Notary Public - State of Florida My Comm. Expires Oct 2, 2012 ';g Commission # DO 827096 Bonded Through National Notary Assn. S r t � Cross Beam 9' 10-7/8" z x 5 x .ubu t-ourtn vvaii beam 3" x 12" x 12' x _024 Riser Roof Panels 37' 411 Part to Beam- Past to Beam See Detail 6-12 3" x 12-- x 12', x .024 Riser Roof Panels 2 —5 x .050 Edge Beam - 2 x 3 Knee Brace L � See Detail 2-128f12 'C •,-,• CI 1 C C) 19 11-3/4" T 5" S 3" x•1.2" x 12' x -024 Riser Roof Panels 1za' f a 3! (Y' \ : a 1 4 0 8' 8-101 T 2-7/9' T 2-7/8" T 2-3/4" �{ 22' 8-1/2" 61' 3-1/2" low — Plan View Parrs to Beam C See Detail Screem Room S 1OD-12 Q UPHsmro seam see oeba F 3" x 12" x 12' x .024 Riser Roof Panels f :cl a Beam Beam to Beam Connacti See Detail 7-12 9 10-718" 8' 8.1/4" 8' 8-114- 8' 8-1/4" 2 x 3 x .045 Edge Beam C 0 CY L C D D D O OO O O CD O X X X X O C7 C) M X X X- _ X C7 C'7 CI) C7 T 2-718" T 2-7/9' T 2-3/4' F Q 4 t i Post to Go— - saa oeraa 4"Nominal Slab �eDeGo—I2 Max Spacing on a 2 x 5 x .050 SMB ° Bottom PlateTo Concrete - SeeDeta°8-,2 is up to 117 as per Table 2.1.2B-140-1(pg 9A 1401-12) See tail U Front Elevation a u 1 x 2 OB To Structure See Detail Screen Room Q Left Side Elevation Scale: 1/8" = 1' P C L C 1 f C Right Side Elevation Site Address: 8 Violetta, Spanish Lakes Riverfront Design Criteria: Velocity Zone: 140 MPH Exposure B i CV cn U_ --C� rn � N M — _Q LJ C W >= Z L;LI >= - Co Co N � 5 N: CO • W � 1 a a)J O L V t6 C w w a °. E L }I O Ell r i1 W ❑ V W a)M t'J - We, {N (M X C O Uj MW J .> a. U i� U a� U Q� M a C6 0 Q LL Sheet # I — Of 1 ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AAASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon requesL A copy of Brian Starlings' letter is posted on my web site, www.lebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual prior to becoming a authorized user and bi-annually thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET.1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for Screen and Vunyl Rooms. SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Forth. SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. SHEET 4: Post to base and purlin details. SHEET 5: Beam connection detals. SHEET 6: Knee wall, dowel and footing details. SHEET 7: Span Examples, Beam splice locations and detail, Altemate self -mating beam to gutter detail. SHEET 8-110: Tables showing 110 mph frame member spans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET 8430: Tables showing 130 mph frame member spans. SHEET 8440: Tables showing 140 mph frame member spans. SHEETS: Mobile home aftachment details, ribbon footing detail, and post to beam and anchor schedules. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 10B: Roof connection details. SHEETIOC: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details_ SHEET 10D: Roof to panel. details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properties. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractors purchase of these materials. 1. Contractor represents and warrants the Contractor. 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed In the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such agreement. 1.4. Will not alter, amend, or obscure any notice on the ASDM; I.S. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM: 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute infringement of 'Bennett Engineering Group's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennetfs entire liability, if any, for any claim(s) for damages relating to Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising from or in any way related to, Contractor's use of the ASDM, even if Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attorneys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. `I� CONTRACTOR NAME: `. J �JGLVftoV% CONTRACTOR LICENSE NUMBER: (5�sgo COURSE # 0002299 ATTENDANCE DATE: CONTRACTOR SIGNATURE: SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS 1. Check the building permit for the following: Yes/ No a. Permit card & address , , , , , , , , , , , , , , , b. Approved drawings and addendums as required . . . . . . . . . . . C. Plot plan orsurvey . . . . . . . . . . . . . . . . . . . . . . . . . . . . d. Notice of commencement / 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for. Yeses No a. Structures length, projection, plan & height as shown on the plans. _ b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . . . 1� c. Purlin sizes, span & spacing d. Upright sizes, height, spacing & stitching screws (if required) . . . . .: . . e. Chair. rail sizes, length&.spacing. - . . . _ f. Knee braces are properly installed (if required) . . . . . . . . . . . . . . . . . g. Roof panel sizes, length & thickness . ... . . . . . . . . . . . _ 3. Check load bearing uprights I walls to deck for. Yes No a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . . b. Correct number, size & spacing of fasteners to upright . . . . . _L c. Correct number, size & spacing of fasteners of angle to deck and sole plate . d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . . . . . . . . . . . . . . . . . . . 4. Check the load bearing beam to upright for. Y No a. Receiver bracket, angle or receiving channel size & thickness . . b. Number, size & spacing of anchors of beam to receiver or receiver to structure host _ c. Header attachment to host structure or beam , , , , , , , , , , , , , , , , _ d. Roof panel attachment to receiver or host structure . . . — . e. If angle brackets are used for framing connections, check number, size & thickness of fasteners . _ . . , , / . . . . , f. Post to beam attachments to slab . . . . . . . . . . . . . . . . . . . . . . 5. Check roof panel system for. Yee No a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . . 7; c. Header attachment to host structure or beam . . . . . . . . . . . . . . - . . . . d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . . . . . — Notes: `f wo-oZoz ST. LUCIE COUNTY BU`gLDV G DIVISION REVIEWED FOR COS' "SCE REVIE B Y DATE PLANTS AN P�. R-MIT .!I€iST BE IMPT ON JOB OR NO INSPECTION WILL BE MADE. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our'pre-approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOI TCI 6005 HO C PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE DESIGNED TO BE MARRIED TO CONVENTIONALLY CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND MOBILE HOMES CONSTRUCTED AFTER 1984. J a X W a 2O Z Z0 o fA ,} Z C7 W Z Ill Z CO i W W Cd U U F W J C/) 0- JZ U Q Q Z Z CO) W Z :E (!) Z X C J W J Q v (O e- Co �k 2 LL W W LL LLI ? m X E a W O a c o m C ~ a N o 11 0 N. rn ..1- Uj aa o v t m U 5 Ci X N U a o a m fB m J n � m� dA mm zLL0 am z O w w o a o W N IL z Z m w ui W 0 o. W 0 O a O w Z 0 O O U rn Z z � o a m (u �o F z O W w LL F o ~ N � THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE N BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. o 00 O 6JJOB z_ lu NAME:HEET ZADDRESS:�0��t zw.�;�F� Pr 1 Z W n 12 m DRAWING FOR ONE PERMIT ONLY 08-12-2010 OF vQ r DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence . Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009 Suppl ents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure 'B'_ or'C'_ or'D'J Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; 120 MPH or 0 MPH for 3 second wind gust velocity load; Basic Wind Pressure Design Pressures for Screen / Vinyl Rooms can be found on page 3A-4i: a. "B" exposure = 0_PSF for Roofs & raN PSF for Walls b. "C" exposure = _PSF for Roofs & _PSF for Walls c. "D" exposure = _PSF for Roofs & _PSF for Walls Negative I.P.C. 0.18 For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 35i. 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will will be solid. �SeW -JGc It yqa_ Phone: T 7o�'�J2J5• I I f} Contractor / Authorized Rep' Name (please print) Date: ,O c, II C nt thorized Rep' Signature ML I - �i�le {�j7oc� Sfi,l.taye,t t73`�� Job Narbe & Address Note: Projection of room from host structure shall not exceed 16% 3. Building Permit Application Package contains the following: Yes, No A. Project name & address on plans . . . . . . . .. . . . . . . . . . . . . . . (� - B. Site plan or survey with enclosure location . . . . - C. Contractor's / Designer's name, address, phone number, & signature on plans . . _ D. Site exposure form completed . . . . .. . . . . . . . . . . . . . . . . . . . E. Proposed project layout drawing @ 118" or 1/10" scale with the following: 1. Plan view with host structure area of attachment, enclosure length, and . projection from host structure 2. Front and side elevation views with all dimensions & heights . . . . . . . . . - 3. Beam span, spacing, & size . . . . . . . . . . . . . - (Select beam size from appropriate 3A.1 series tables) 4. Upright height, spacing, & size . . . . . . . . . . . . . . . . - (Select uprights from appropriate 3A.2 series tables) (Check Table 3A.3 for minimum upright size) 1.5. Chair rail or girts size; length, & spacing . . . . . . . . . . . . . - (Select chair rails from appropriate 3A.2 series tables) -6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . . . (Check Table 3A.3 for knee brace size) `r `4.' Highlight details from Aluminum Structures Design Manual: Yev No A: Beam & purlin tables w/ sizes, thickness, sparing, & spans / lengths. Indicate. . - - ,Section 3A tables used: ;Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to _MPH wind zone and/or "C' or "D" Exposure for load width_ Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE (bord)= EXPOSURE MULTIPLIER (see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . - (Tables 3A.2.1, 3A.2.2, or 3A.2.3) Upright or wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to _MPH wind zone andlor'C Exposure for load width_ Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE (bord)= EXPOSURE MULTIPLIER (see this page 3) Yes i No C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . . r/ - D. Connection details to be used such as: 1. Beam to upright ✓ 2. .............................. - 3. Beam to wall . . . . . . . . . . .. . . . .. . . . . . . . . . . . . . - 4 Beam to beam . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . - 5 Chair rail, pudins, & knee braces to beams & uprights . . . . . . . . . . . . - 6, Extruded gutter connection . . . . . . . . ... . . . . . . . . . . . . . E. U-clip, angles and/or sole plate to deck . .. .. . . . . . . . . . . . . . . ✓/ - Foundation detail type & size . . . . . . . . . ... . . . . . . . . . . . . . - • Must have attended Engineer's Continuing Education Class within the past two years. " Appropriate multiplier from page 1. GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved Modular structures of adequate structural capacity. The contractor / home owner'shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing slab and 20'-0" with a type II footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to utiliy sheds, carports, and / or other structures to be attached. b. "Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two units being attached. Fourth wall construction is considered an attached structure. The most common "fourth wall construction' is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" withan 18' x 2" x 0.044" knee brace at each end of the beam. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Definitions, standards and specifications can be viewed online at www.lebpe.com 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. 13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports in the gutter. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA / NPEA / NSA 2100-2 for catagory I, II, & III sunrooms, non -habitable and unconditioned. 17. Post members set in concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. . 20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event For rooms where the glazed and composite panel/solid wall area exceeds 40%, glass room engineering shall be used. SECTION 3A DESIGN STATEMENT The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of The 2007 Flonda.Bw_Iding Code with 21Q09, Supplements. The loads assume.a mean roof.height. of less than 30'; roof slope of 0" to 20 , 1 = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads are based on 20 120 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific.All framing components are considered to be 6005-T6 alloy except where noted otherwise. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure "B" Basic Wind Pressure Screen Room & wn I Rooms Roof Walls over Hang All Roofs 100 MPH 13.0 10.0 12.0 46.8 110 MPH 14.0 11.0 13.0 47.1 120 MPH 17.0 13.0 15.0 48.3 123 MPtL 18.0 13.3 15.9 50.8 130 MPH 2O.0 15.0 18.0 56.6 140-1 MPH 23.0 17.0 21.1 65.7 140-2 MPH 1 23.0 1 17.0 21.1 65.7 150 MPH 1 26.0 1 20.0 24.0 75.4 Note: Framing systems of screen, vinyl and glass moms are considered to be main frame resistance components. To convert the above loads from Exposure 'B" to Exposures 'C" or'D' see Table 3A-C next page. Table 3A-A Conversion Factors for Screen & Vinyl Rooms From 120 MPH Wind Zone to fhbers. Exposure "B" Roof Walls Wind Zone MPH Applied Load (#ISFl Deflection d) Bending (b Applied Load (#!S Deflection (d Bending (b 100 10.0 1.09 1.14 12.0 1.08 1.12 110 11.0 1.06 1.09 13.0 1.05 1.07 120 13.0 1.00 1.00 15.0 1.00 1.00 123 13.3 0.99 0.99 15.9 0.98 0.97 130 15.0 0.95 0.93 18A 0.94 0.91 140-1 &2 1 17.0 0.91 D.87 21.0 0.89 0.85 150 1 20.0 1 0.87 1 0.81 1 24.0 1 0.85 1 0.79 Table 3A-B Conversion Factors for Over Hangs Wind Zone MPH Applied Load I (#/SF) Deflection (d) Bending (b 100 1 46.8 1.01 1.02 110 1 47.1 1.01 1.01 120 48.3 1.00 1.00 123 50.8 0.98 0.97 130 56.6 0.95 0.92 140.1 65.7 0.90 0.86 140-2 65.7 0.90 0.8E 1s0 75.4 0.8E 0.80 Conversion Table 3A-C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Mean Roof Height• Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0.15, 1.21 0.91 0.94 1.47 0.83. 0.88 IF-20' 1.29 0.88 0.92 1.54 0.81 0.87 20'-25- 1.34 0.86 0.91 1.60 0.79 0.86 25'-30' 1.40 0.85 0.89 1.66 0.78 0.a5 - use larger mean mor neignr or nost structure or enciosure Values are from ASCE 7-05 SITE EXPOSURE EVALUATIO FO �- -- ---.iLE COPY --- -•---- --- -•-- QUADRANTII 600' EXPOSURE L� I I I _ sop, QUADRANT IV - I EXPOSURE I too 1oa 4%0 ! ! - i QUADRANT II I I 40 100, I, 609 I. - I - EXPOSURE I •k I I I QUADRANT III I I spa EXPOSURE I� I I L-•--•--•--•--•- •--•--•-� NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B', 'C', OR -D, EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain Wh scattered obstructions, including surface undulaltions or other irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant 1. Any building located within Exposure B-type terrain where the building is within 100 feet horizontally in any direction of open areas of Exposure C-type terrain that extends more than 600 feet and width greater than 150 ft. 2. No short term changes in V, 2 years before site evaluation and build out within 3 yea(at site will be'b'.3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr than 1,500 feet. 4. Open terrain for more than 1,500 feet in any quadrant. SITE IS EXPOSURE: B EVALUATED BY: Jed I-Ct m-^ DATE: V SIGNATURE: LICENSE # 08 12-2010 1 OF J Q 0 Q 2 U) O 0 ct1 W LLUU (p F J p Z J w Woo WFW--- wo F=" J 0 1- } �Q cps F- N M W w H Z X U Z U Z C9 U) o W Q W c co �k 2 W LL W a w ° M Il.. U O C j m m C U M r W o C') t m C; Co: c xj SHEET 6 lulu w in to 0 A in LP iv a Z Ix W W z Z z W W Z z W m 12 1@ INTERIOR BE (PER TABLES 3A. HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM (PER SOLID PANEL HOST STRUCTURE OR ROOF SECTION) � FOURTH WALL FRAME � USE BEAM TO WALL DETAIL RIDGE BEAM (PER TABLES 3A.1.4) TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES 3A.1.1 8 3A1.2) 'LW' FOR H. UPRIGHT' HEIGHT (h) / 1"x 2' 'k— MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING (FOR FOOTINGS SEE DETAILS TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 7) W/ SOLID ROOF TYP. FRONT VIEW FRAMING " (HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) 'LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/2 �P/7 @FASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) (SEE TABLES) w C9 � O.H. F U SOLID ROOF m af NO MAXIMUM / wri (ELEVATION SLAB OR GRADE) _ P = PROJECTION FROM BLDG. VARIES VARIES LW = LOAD WIDTH NOTES: 'P' VARIES 1. ANGHORAZ=&:�OPEN`BACK EXTRUSION W/-1/4, Y -7/4^ (nn� RcrF:cncrFrvca neci _n�_o s n r-'N "VVA5MkzK,:FWK--1f1U'X 2-1/2- WASHER HEADED SCREW 2'-0" O.C.. ANCHORBEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100-123 130 140 150 #8 #10 1 #12 1 #12 TYPICAL SCREEN ROOM SCALE: 1/8" = V-0" U' z w W a Ix 0 LL p 0 z x w w z z w �m d m� o x t am 2 n oq cts �E g z_Q m ¢ coOO m 3 00 � LL ZQ �w 3ul ag .J O Q F z co Q � c 20 N Z 0 F z J U) w a co> W w W °d a U Q o -J Z (� i- LaLl U H U H Q W z Z U W W m _Z o U J n Q c It m (O U) c0 n `- 2 m n .J N co � — M LL WLL" W (D rn x E C O ai U a L O LL G C v m a. C U M Ld ca 4i O cD v m C UaO.'�c w m O F- N W a 00 S 0 Z OC w z SHEET W Z W O W W co3 Z z m 12 08-12-2010 OF PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING (4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED -TO POST W/ 1"x 1"x2"ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL "x 2" TOP RAILS FOR SIDE WALLS VITH MAX. 3.6 LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE MAX. UPRIGHT SPACING 100 T-0" 110 u-T' 120 6'-3" 123 6'-1" 130 5'-8" 140 1&2 5'-1" 150 4'-11" INTERNAL OR EXTERNAL 'L' CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4)#10 S.M.S. ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/4" x 2-1/2" BOTTOM W/ 1" x 1" x 2" x 1/16" CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH 6" OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/2" POST AT 24" O.C. MAX. OR S.M.S. THROUGH ANGLE AT 24" O.C. MAX. 1" x 2" x 0.032" MIN. OPEN BACK MIN. 3-1/2' SLAB 2500 PSI EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. a OR FIBER MESH a 1-118" MIN. IN CONCRETE (ALTERNATE WOOD DECK 2" , PTP USE WOOD FASTENERS VAPOR BARRIER UNDER W/ 1-1/4" MIN. EMBEDMENT) CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE: 2" = l'-0" ALTERNATE CONNECTION DETAIL 1" x 2" WITH BEAM / HEADER c(3) #10 x 1-1/2" S.M.S. INTO SCREW BOSS (2) #10 x 1 1/2" S. M. S. INTO ANGLE CLIPS MAY BE SCREWBOSS ANC OR 1 X 2 P- LA 'TO SUBSTITUTED FOR INTERNAL SCREW SYSTEMS CDNC�RET� x 2�/2" CONCRETEINCHORb�VlI11111N 6" OF EACH -SIDE QF EAC MIN. (3) #10 x 1 1/2" S.M.S. POST'A1JD4" O-C. MAX. INTO SCREW BOSS MIN. 3-1/2" SLAB 2500 PSI 1" x 2" EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE ALTERNATE HOLLOW UPRIGK T-BASE:AND `== HQCCOW=UP_RIGHT T&BEAM=DETAIL ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH 1/4" x 2-1/4"CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6x6-10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM (4) #10 x 1/2" S.M.S. EACH SIDE OF POST H-BAR OR GUSSET PLATE 2"x 2" OR 2"x 3" OR T S.M.B. POST MIN. (4) #10 x 1/2" S.M.S. @ EACH POST 1"x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: T = V-0" ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER (PER TABLE) WITHIN 6" OF — EACH SIDE OF EACH POST @. 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2"x TOR 2"x TPOST #8 x 9/16"TEK SCREWS BOTH SIDES 1" x 2-1/8" x 1" U-CHANNEL OR RECEIVING CHANNEL CONCRETEANCHOR (PER TABLE) 1-118" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2" = V-0" 1" x 2-1/8" x l" U-CHANNEL OR T x 2" OR T x 3" POST RECEIVING CHANNEL #8 x 9/16" TEK SCREWS BOTH SIDES COMPOSITE ROOF PANELS: (4)114" x 4" LAG BOLTS W/ 1-1/4" FENDER WASHERS PER 4'-0" PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2" x 2" OR 2" x 3" HOLLOW GIRT AND KICK PLATE 2" x 2" HOLLOW RAIL ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER #8 x 9/16" TEK SCREWS BOTH (PER TABLE) WITHIN 6" OF SIDES EACH SIDE OF EACH POST @ 1" x 2-1/8" x l" U-CHANNEL OR POST ATTACHED TO BOTTOM 24" O.C. MAX. RECEIVING CHANNEL W/ MIN. (3) #10 x 1-1/T MIN. 3-1/2" SLAB 2500 PSI S.M.S. IN SCREW BOSSES ® ® CONC. 6 x 6 -10 x 10 W.W.M. CONCRETE ANCHOR A OR FIBER MESH (PER TABLE) VAPOR BARRIER UNDER 1-118" MIN. EMBEDMENT INTO CONCRETE CONCRETE RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-11T S.M.S. IN SCREW -BOSSES . _ 2"x 2", 2" x TOR 3"x 2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1" x 2" OPEN BACK BOTTOM RAIL 1/4" x 2-114" MASONRY ANCHOR @ 6" FROM EACH POST AND 24° O.C. (MAX.) ALTERNATE POST TO BASE CONNECTION - DETAIL 2 TYPICAL UPRIGHT DETAIL SCALE: 2" = l'-0" SCALE: 2" = V-0" ALTERNATE CONNECTION: (2) #10 x 1-1/2" S.M.S. THROUGH SPLINE GROOVES EDGE BEAM FILE SIDE WALL HEADER COPY 1" x 2" OPEN BACK ATTACHED ATTACHED TO 1" x T OPEN PURLIN OR CHAIR RAIL TO FRONT POST W/ BACK W/ MIN. (2) #10 x 1-1/2" ATTACHED TO BEAM OR POST #10 x 1-1/2" S.M.S. MAX.6" S.M.S. W/ INTERNAL OR EXTERNAL'L' FROM EACH END OF POST CLIP OR'U' CHANNEL W/MIN. i SCREW BOSSES AND 24" O.C. (4) #10 S.M.S. CCC IDE WALL GIRT ATTACHED TO ~ ' x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL OSSES FRONT WALL GIRT FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2AW 1" x 2" OPEN BACK ATTACHED CONCRETE / MASONRY TO O F TFRONT POST W/ ANCHORS @ 6" FROM EACH #10 x S.M.S. MAX. 6" POST AND 24" O.C. MAX. AND FROM EACH END OF POST WALLS MIN. 1" FROM EDGE OF AND 24" O.C. 1" CONCRETE MIN. e TYPICAL & ALTERNATE CORNER DETAIL SCALE: 2" = 1'-0" SNAP OR SELF MATING BEAM ONLY SNAP OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 2" = T-O" a m 0 o¢ 0 00 CCw zz¢ 30 sg J Q Z (/7 Q :2 20 Z0 Of N } J N > W W °6 U cl) J Z � U o F Q W U) Z g Lu Lu Z w So J a ui a co a _j C7 _ c J W O LL FZ- ~ Z m # LU 6 x E J WILLuO c LL 6 2 3 IL c m C aLLI 0 LL 0 C O co CO rn O LLJ i coa LV y N Od m pa 2 m Un z a N o O w w .r- a m t O z z _ 0 z o o O N "} LL OFOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR M BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND O SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES CF O O 0 0O 2 FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE L OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4' x 4'STRAP a ui SHEET AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT U w = IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON w z ui THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. o w co m _ z 12 m 08-12-2010 OF 0 DSITE OR (CO [SOLID] FASTEN PANELS T ) EDGE BEAM N TYPE) (PER DETAILS IN SECTION 7 AND / OR 3A) = 6" MAXIMUM U LV%WLL ^ JWwUZ ¢a=w- ¢-atr IF KNEE BRACE LENGTH > > m w EDGE BEAM TABLES: EXCEEDS TABLE 1.7 USE W i � z 3A.1.1, 2 CANTILEVERED BEAM T w m CONNECTION DETAILS z =.� I, O w SCREEN OR SOLID WALL POST SELECT PER TABLE 3A.3 (MAY FACE IN OR OUT) -� USE 2 x 3 MINIMUM HOST STRUCTURE ROOFING 2" STRAP - LOCATE @ EACH POST, (2) 1/4" x 2" LAG SCREWS @ 24" O. C. (MAX.) EACH STRAP (2) #10 x 1/2" SCREWS USE ANGLE EACH SIDE FOR 2 x 2 TO POST CONNECTION WITH HOLLOW POST 1/4" BOLT @ 24" O.C. MAX. WITHIN 6" OF EACH POST FASTEN 2x 2 POST W/ (2) EACH #10 S.M.S. INTO SCREW SPLINES 2" x 2" x 0.062" ANGLE EACH I ® EXTRUDED SIDE (3) EACH #8 S.M.S. EACH OR SUPER LEG INTO POST AND INTO ® GUTTER MAX. DISTANCETO GUTTER (MIN.) HOST STRUCTURE WALL d FASCIA AND SUB -FASCIA 36" WITHOUTSITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER (OR TRANSOM) WALL (aD- FASCIA (WITH SOLID ROOF) SCALE: 2" = l'-0" W ROOF PANEL (SEE SECTION 7) BEAMS MAY BE ANGLED FOR 11JR GABLED FRAMES ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND _ SIZE OF POST (SEE TABLE BEAM AND POST SIZES --' 3A.3) (SEE TABLES 3A.3) 1" x T MAY BE ATTACHED FOR SCREEN USING (1) POST NOTCHED TO SUIT #10 x 1-11T @ 6" FROM TOP AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION. SCALE: T = l'-0" 1-3/4" x 1-3/4" x 0.063" RECEIVING CHANNEL THRU BOLTED TO POST W/THRU BOLTS FOR SIDE BEAM (SEE TABLE 3A.3 FOR NUMBER OF BOLTS) ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 3A.3) BEAM AND POST SIZES I (SEE TABLE 3A.3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) #10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" =1'-0" HEADER PANS OR COMPOSITE PANELS PER SECTION 7 POST TO BEAM SIZE AND # OF BOLTS (SEE TABLE 3A.3) 2" x-" S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U-BOLT HEADER OUGH POST AND ANCHOR 2) #10 x 3/4" S.M.S. @ 6" M EACH END AND @ 24" MAX. E BRACE :EQUIRED 'POST ALTERNATE 4TH WALL BEAM CONNECTION DETAIL SCALE: N.T.S. 2" x 9" x 0.072' x 0.224" BEAM SHOWN 1-3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL (SEE TABLE FOR LENGTH AND # OF SCREWS REQUIRED) WHEN FASTENING 2" x 2" THROUGH GUSSET PLATE USE #10 x 2" (3) EACH MIN. 4P ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM ds = DIAMETER OF SCREW 2& 2"x 6"x 0.050"x 0.120' UPRIGHT SHOWN kk k® \ k® kk k® \ kk kk kk k® \ kk kk kk ® \ Isk k k \ kk kk k'` kk \ ®'< >< k k k X k ®k \ ®.1® ® kk kk kkk® ® \ ® I�0 k®kk k®Xk - < a 2Yds \\ tia `1• 1 STRAP TABLE BEAM SIZE S REWS #/SIZE STRAP LENGTH 2*x7' a #12 2" x 8" 4 #14 3-1/4' 2'x10 6 14 "1 NOTES: I " ALL SCREWS 3/4" LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2" = l'-0" PRIMARY FRAMING BEAM (SEE TABLES 3A.1.1, 2) 1-1/2" x 1-112" x 0.080" ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY INTERIOR BEAM TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL SCALE: 2" = 1'-0" BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" ANGLE OR RECEIVING EXTERNALLY MOUNTED CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TO WOOD INTERNAL SCREW BOSSES \ FRAME WALL W/ MIN. (2) 3/8" x MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR (2) #10 x 1-112" INTERNALLY TO CONCRETE W/ (2)1/4" x ® 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER #8 S.M.S. x w � ® SIDE FOR EACH INCH OF BEAM LONG NUMBER REQUIREEDD coMINIMUM (L DEPTH LARGER THAN 3" EQUAL TO BEAM DEPTH w ~ ® IN INCHES 0 W ALTERNATE CONNECTION: a ® (1) 1-3/4" x 1-314" x 1-314"x 1/8" ® INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME INTERIOR BEAM TABLES: p WALL W/ MIN. (3) 3/8" x 2" LAG 3A.1.3 SCREWS OR TO CONCRETE OR MASONRY WALL W/ (3)1/4" x 2-1/4" ANCHORS OR ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" 2 x 2 EXTRUSION NOTES: 1. Door to be attached to structure with minimum two (2) hinges. HINGE LOCATION 2 x 2 EXTRUSION HINGE LOCATION HINGE LOCATION 2. Each hinge to be attached to structure with minimum four (4) #12 x 314" S.M.S.. 3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S.. 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. 6. If door location is adjacent to upright a l" x 2" x 0.044" may be fastened to upright with #12 x 1" S.M.S. at 12" on center and within 3" from end of upright. TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. J Q Z U) MO Z0 CD cc fn } J U W W °5 0 �U M Z U p U~ HQ W N Z � LU LU Z CO J Q v � CD � Cm, C LL W LL W 6 � oLL E a J O n qQ0 m N , a C UCo co �. a).Z.3 m m a N L LU moa O J In C � c a O � n m � Im SHEET r / J 5 w co 08-12-2010 OF rn s oQ 9 o° K LL Q J za 30 o� <5 z O P ww 0 o 0 N z iyz w z m w W W w to 3to rn g 0 O iy `✓ O o z o co U O z it W w o z 3 O w LL F Nr7i z zz UJI z w 12 0 ANCHOR ALUMINUM FRAME TO WALL OR SLAB WITH 1/4" x 2-1/4" MASONRY ANCHOR WITHIN T OF POST AND 24" O.C. MAXIMUM RIBBON OR MONOLITHIC FOOTING (IF MONOLITHIC SLAB IS USED SEE NOTES OF APPROPRIATE DETAILS) W x 8" x 16" BLOCK WALL (MAX. 32') CONCRETE CAP BLOCK OR BLOCK (OPTIONAL) (1) #40 BAR CONTINUOUS (1) #40 BAR AT CORNERS AND 10'-0" O.C. FILL CELLS AND KNOCK OUT BLOCK TOP COURSE WITH 2,500 PSI PEA ROCK CONC. DECK 6 x 6 - 10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) (2) #40 BARS MIN. 2-112" OFF GROUND KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114" =1'-0" 'h' I 'W' N I 'x- 32" 12" " 2 10'0T 40" 12 2 8" 48" 18" 3 6'-0" 56" 18" 3 4'-0" 60" 24" 3 2'-8" 72" 30" 4 1'4" LL L ALUMINUM ATTACHMENT CONCRETE FILLED BLOCK STEM WALL 8" x 8" x 16" C.M.U. (1) #40 BAR CONTINUOUS (1) #50 VERT. BAR AT CORNERS ND 'x' O.C. MAX. FILL CELLS W/ 2,500 PSI PEA ROCK CONCRETE I B" x 12' CONCRETE FOOTING WITH (N) #5 BAR CONT. ioyyLOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-112" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fbermash ® Mesh, InForce' a3TM (Formerly Fibermesh MD) per maufacturers specification may be used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil „42_ ,Localtode footing requirements shall be used in of the minimum footings shown. Orange County footings shall'tie a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq.1L. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" = T-0" NEW SLAB �'�12' 41 EXISTING SLAB #30 RE -BAR DRILLED AND • EPDXY SETA MIN. 4" INTO .MIN. (1) #30 BAR I EXISTING SLAB ND A MIN. 4" CONTINUOUS 8" 'I INTO NEW SLAB 6" FROM EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 3/4" = T-0" USE 2" x 4" OR LARGER, SCREWS DETAILS FOR FRONT WALL (SEE FASTENER TABLE) UPRIGHTS. 1"x2" CHANNEL 1/4" S.S. x_" LAG SCREWS W/ 1/4" x 1-1/2" FENDER 3/4" PLYWOOD DECK WASHER (SEE TABLE 4.2) @ 6- FROM EACH IT I AND24TR "O.C.PERIM 1-1/2" (MIN.) 1/4" LAP PERIMETER DOUBLE 2 x 6 OR 2 x 8 STRINGER @ 16" O.C. ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2- 5/4" P.T.P. or Teks Deck 3-314" 2" P.T.P. 4" SCREEN ROOM WALL TO WOOD DECK SCALE: W = V-0" 1/4" x 6" RAWL TAPPER THROUGH 1"x 2" AND ROW LOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0-063" THICK STRAP rO� @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4"TAPCON TO SLAB OR FOOTING ALUMINUM FRAME SCREEN WALL ROW LOCK BRICK KNEEWALL TYPES MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) 4< (1) #5 0 BARS W/ 3" COVER (TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2" = T-0" (2) #,5 BAR CONT. (2) 95 BAR CONT. 2" MIN. • --a 12" TYPE III STEEP SLOPE FOOTING > 1'-10" Notes: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM e3TM (Formerly Fibermesh MD) per manufacturers specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type 11 footing or footing section required by local code. Local code governs. (See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0" projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE: 3/4" = V-0" 1" PER FT. MAX. FOR 3-1/2' (TYP 1` 2'-0' MIN. ALL SLABS) BEFORESLOPE I TYPE 1 TYPE II FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-2" / 12" 2" / 12"- 1'10" REQUIRED FOR STRUCTURES ! BUILDINGS OVER 400 SQUARE FEET ONLY- m a� - dN BLOCK KNEE WALL MAY BE ADDED TO FOOTING (PER SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE u z WITH APPROPRIATE KNEE 6 x 6 -10 x 10 WELDED WIRE 3 o < WALL DETAIL) MESH (SEE NOTES a = CONCERNING FIBER MESH 5 a ALUMINUM UPRIGHT ) q o CONNECTION DETAIL d O m (SEE DETAIL) (2) #50 BARS CONT. W/3" z COVER LAP 25" MIN. _c N Sd MIN. :y ZAF MIN. z16"MIN. / •- \ mTOTAL /\/\/ 3 Cl) w �\ \/\/\/\ \\��CroES \ 6 MILVISQUEEN VAPOR r o 0 BARRIER IF AREA TO BE cc ui O ENCLOSED Z. o a O 16" MIN. TERMITE TREATMENT OVER 3 0 I j UNDISTURBED OR g s m COMPACTED SOIL OF UNIFORM 95% RELATIVE z DENSITY 1500 PSF BEARING Q 0_ Notes: uJ 1. All connections to slabs or footings shown in this section may be used with the above footing. Z 07 2. Knee wall details may also be used with this footing. < O $ 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. ' 4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForce- e3TM (Formerly Fiberrnesh MD) per maufacturers Z O F specification may be used in lieu of wire mesh. (7 of W MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA J W SCALE: 1/2" = T-0" 0 K < i LLI y I V Q — MCIS I— J Z w EXISTING FOOTING 8" NEW SLAB W/ FOOTING V Q W z CO --— — — — — — — — — — — W (2) #5 BARS "DOWELED INTO/\\ \ ? U EXISTING FOOTING Wl EPDXY\%/%/%/%/%/%/% !!) p 8" EMBEDMENT, 25" MIN. LAP J LL TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING Q N SCALE: 1/2" =1'-T s �� ^''� ,ems, � °•� y EXISTING WOOD BEAM OR HEADER 1/4" x 2" LAG BOLT (2) PER POST TYP. UPRIGHT (DETERMINE HEIGHT PER SECTION 3 1" x 2" TOP AND BOTTOM TABLES) PLATE SCREW 2'-0" O.C. #10 x 1-112" SCREWS (3) MIN. PER UPRIGHT TOP & BOTTOM (2)114" MASONRYANCHORS (PER SECTION 9) INTO CONCRETE EXISTING FOOTING ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME PORCH SCALE: 2" = V-0" ui a: It C 5 (0 CID to LL IU O Ju LL m .. ? J W c�5Xo O d W 2 LL " 0 a z a) o L rZ C U a)Z) to O inrn O LI yN0L La. a. m° c . W U m m N o 0 O c m 0 m r I- Z �41d z o' C9 m S w SHEET W z z w w O W 6 � Z w m 12 08-12-2010 OF 0 N. UNIFORM LOAD UNIFORM LOAD TRUFAST SIP HD FASTENER c^ "P+1-1/2" LENGTH (t+1") @ m 8" O.C. t+1-1/4' SELF -MATING o Z l Z a BEAM o LL A B A B (SIZE VARIES) ®® SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN ®® 20 p E F c UNIFORM LOAD UNIFORM LOAD 1 1-4 1 1 1 A B C A B C D 2 SPAN 3 SPAN UNIFORM LOAD Z Z l l A B C D E 4 SPAN NOTES: 1) 1 = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. A (9I4-L) SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d -.50" STAGGERED ON•EACH * d-.50". d-.50" SIDE OF SELF MATING BEAM I PLATE TO BE SAMEU-76* + + + + + + THICKNESS AS BEAM WEB d-.50" d PLATE CAN BE INSIDE OR OUTSIDE BEAM OR LAP CUT+ + + + + + DENOTES SCREW PATTERN 1" MAX. NOT NUMBER OF SCREWS HEIGHT 2 x (d - .50") LENGTH Minimum Distance and Screw Size ds (in.) I Edgeto Center 2ds Qn.j Center to Center 2412ds in. Beam Size Thickness m. #8 0.16 318 7116 2"x7"x0.055"x0.120"•• 1/16=0.063 #10 0.19 3/8 1/2 Y x 8" x 0.07T x 0.224" 1/8 = 0.125 #12 021 1 7116 9/16 Yx9"x 0.07Y x 0224" 1/8=0.125 #14 or 1/4" 0.25 - 1/2 5/8 2" x 9" x 0.082- x 0.306" 1/8 = 0.125 5I16- 0.31 SIB 314 • x10' x 0.092x 0.36r 114=0.25 • refers to each side of splice •• use for t x 4• and Y x 6" also Note: 1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 1" = V-0" ® SUPER OR EXTRUDED ® GUTTER Tx TANGLE EACH SIDE SELF -MATING BEAM — POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A.3 LOAD PER TABLE 3A.3 # AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 THRU-BOLT # AND SIZE PER TABLE 3A.3 BEAM SIZE PER TABLE 1.10 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER IL'm C.COPY w Q. of O IL w m O O 2 It w w z 0 Z w O a r E z Q g y Oo m j 0O S <� z¢ �o 8g z J O Q ~ M W Z (o A 0 20 N �, Z O N w L5 Z m Ld CO.__I J 2 w W Z Q _j U H a w > W M W 06 °' g () Cl) N O F- Z w z U _O o O U U Co H Q W z N Z U) o w a 2 W w U) z 3 O0 w J `r- H Q o 7 N 0 I -- It It N 10 19 ¢ 0. J W c m LL O tU LL J W x o x d W m a m ¢, 0 v m Z C j' W �ui� U j o'.10 p. m CL ti�m O y` mr a W m o w UJ m X ! O wtn C U o N L O V Q Z lL w co Lu co 7 w co Z Z m 12 OB-12-2010 OF @ Table 3A.1.1-110 Town & Country Industries, Inc. 6005 TCI Allowabler Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 110 MPH velocity; using design load of 11.0 N1SF (47.1 #/SF for Max. Camileverl 2" x 2" x 0.040" Hollow tr x 3" x 0.045" Hollow Load Width (it) Max. Span Vi(bending'b' or deflection'dl Load Width (fL) Max. Span 'L'/(bending W or deflection'dj 1&2 Span 3 Span 4 Span Cant ever 1&2 Span 3 Span 4 Span Cantilever 4 5'-10' d T-2' d W l' V d 4 &-1` d 9'-11" d 10'-2' i'-6" d 5 5'S' d 6'-0' d 0'-11' d 5 7'-6" d 9'3' d 9-5' d 1'4' d 6 5-1'd 6'3' d 0'-11' d 6 7'-1" d B'3' d B'-11'd 1'-0' d7 4'-10' d &-11' d 0'-1V d 7 6'-B' d B-0' d 8-5' d 1-0' d4'-T it 5'-8" d Wl�Vd 0'-10- d 8 6'-5" d 7'-11'd 8'-1" d 1'-2- d 9 4' 5" d 5'-6" d U-10" d 9 6'-2' d T-Td T-9- d 1'-1- d 10 4'3" d 5'3' d d 0'-9' d 10 S-11" d T-0' it 7%d 1'-1'd 11 4'-2" d 5'-1' d 0'-9' d 11 5'-9' d T-1' d 7-3" b i'-1' d 12 4'-0" 'd 4'-11' d 0'-9' d 12 5'-7' d 6 -11'd 6'-11'b i'-0' d 2-x3"x0.060"Hollow2" x 4" x 0.050" Hol low Load Width (IL) Max. Spa n'127(bendingWor deflection'd) Load Width (fL) Max.Span'L'/(bending'Wordeflection'dj 1&2 Span 3 Span 4 Span Cantllever 1&2 Span 3 Span 4 Span Cantilever 4 8'-11" d 111'-1" d 11'-3' d 1'-8" d 4 10'-6' d1 13'-0" d 13'3- d I T-11" d 5 8'-4' d 10'3" d 10'-6' d 1'-6" d 5 911" d1 12'-1" d 12'4" d 1'-9' d 6 T-10' d 9'-8" d 9'-10' d 1'-5' d 6 9'-2' d 11'4" d 11'-7' d 1'-8' d 7 7'-0' d 9'-2" d 9'-4" d 1'-4° d 7 8'-9" d 10'-9" d 11'-0' d 1'-T d 8 T-l' d 8'-9" d 8'-11" d T-4' d B 8'-4 d 1 0'-0" d 10'S" b 1'-6' d 9 6'-t0" d 8'S' d 8'-7' d T3" d 9 8'-0' d1 9'-11' d T-10" b 1'-6' d 10 6'-7- d B'-2- d 8'-4" d 1-2" d 10 T 9" d 9'-7' d 9'-0" b 1'-5' d 11 6'S' d T-11" d 8'-1" d 1'-2" d 11 7'-6' d 9'-2" b 8'-11b 1'-4' d 12 1 6'-2' d T-8' d T-10" d 1'-2" d 12 T4" d I 8'-10' b 8'-0' b 1'4- d " x 2" x 0.045" Hollow Load Width (fL) Max. Span 13(bending'b' or deflection'dj 1&2 Span 3 Span 4 Span Mom' Cantilever 4 6'-0" it 8'-1' d 8'3" it 1'-2" it 5 6-1' d T-6' d T-8" it 1'-1' d 6 &-9" d 7'-1" d 7'-2" it 1'-1' d 7 5'-5" d 6'-B" d 6'-10- d 0'-11" d 8 5'-2" d 6'-5" d 6'-6" d 0'-11' d 9 4'-1 1' it 6'-2' d 6'-3" d 0'-11' d 10 4'-10" d 6-11' d 6'-1° it 0'-11' d 11 4'-W d 5'-9" d &A V d 0'-10- it 72 f 4'-W d 5'-7" d 5'-9" d 0'-10' d Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.2110 Allowable Upright Heights, Chair Rail Spans or Header Spans 6005 TCI Under Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 U5 For 3 second wind fluster 110 MPH veloe ; using design load of 13.0 #/SF Sections Trib tary Load Wldth'W=MemberS aein 3'-0" 3'-6" 4'-0" 4•-6' 1 5'-0" 5' 6" 6'-0" 6'-6" 1 T-0' 1 T-6" Allowab a Hel ht 'H• bsnding 'b' or deflection 'd' 2" x 2" x 0.040" Hollow 8'-7" b IT-1 1' b 1 7'S' b 6'-11' b 61-8" b1 6'4" D 1 6'-l" b 5'-10* b 5'-7" b 6Y b 3" x 2" x 0.045" Hollow 9'4° bNY 8'-1" b 7'-7' b T3' b 6'-11, b 6'-7" b 6'4' b 6'-1' b 5'-11' b 2" x 3" x 0.045" Hollow 10'-7" b b 9'-2". b 8'-8' b 8'-2' b 7'-10' b T-6" b T-2" b 6'-11" b 6'-8' b 2° x 3" x 0.060" Hollow 13'4' b b 11'-7" b 0'-11" b 10'4" b 9'-10' b 9'S' b 9'-1' b 8'-9" b 8'S' b 2 x 4 x 0.050" Hollow 2'-10' 11-1' b 0-5 9-11 9'-5' -1 b 8-8 8 -5 -8-1 2" x 5" x 0.062' Hollow 18'-8" b b 15-2' b 15'3' b 14'-5' b 13'-9' b 13'-2' b 12'-6" b 12'-3' b 1'-10' b 2" x 4" x 0.046 x 0.115" S.M.B. -s 15'-9" b b 13'-7' b 12'-10' b 12'-2' b 11'-7" b 11'-V b 10'-W b 1 o'-3" b 9'-11, b 2"x5"x0.050 x0.735" s. 8'- 1 16 4 15-5 14'-8" b 13- b 134 b 2'-10" b 124" 1-ii` b 2' x 6' x 0.050" x 0.135" S.M.B. 21'-11" b b 18'-11' b 1T-10" b 16'-11" b 16'-Y b 15'-6° b 14'-10" b 14'4" b IT -10" b 2" x 7' x 0.057" x 0.735" S.M.B. 29-W b bb 22-9- b 21'-T b 20'4"b 19'4'b 18'-Tb 17'-10- b 17'-2- b 16'-7" b 2" x 8" x 0.072" x 0240.S.M.B. 3-2 b b 27'-10" b 26'3" b 24'-11" b 23'-9' b 22'-9- b 21'-10" b 21'-0' b 20'4' b 2 x9 x0.072 x0.239 S.M.B. 37'-3 b 34'-5' 323 30'-5" b 28'-10 27-6 b 26'4' 25'3" 24'4' 23-6' 2" x 9" x 0.082" x 0.321" S.M.B. 41-tr b 38'-5" b 35'-11" b 3T-11' b 32'-2" b 30'-8' D 29'4" b 2"" b 27'-2' b 26'-3' b 2" x 10" x 0.092" x 0.389" S.M.B. 53'-11' d 51'3' d 49'-0` d 47'-2" d 45'-1" b 42-11° b 41'-2" b 39-7 b 38'-1' b 36-10" b Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3-110 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing l3eams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF Tributary Load Width 2'-0" 1 3'-0" 1 4'-0" 1 5'-0" I 6'-0' I T-0' 1 8'-0" 1 10'-0" 1 12'-0' 1 14'-0' 1 16'-0" 1 18'-0' Hollow Beams Allowable Span'L' / bending'b' or deflection'd' 2' x 4" x 0.050" 13'-W di 11'-7- dl 10'-6- di 9'-9" di 9'-2" di 8'-9- d 8'-4' di T-9- d T-4' d&-i t" di 6'-8' di 6'41' d Self Mating Beams Allowable Span W / bending W or deflection'd' 2" x 4" x 0.046" x 0.115" 14'-9" di 12-10' d 11'-W d 10'-10' d 10'-2- d 9' T it 9'.3- d 6'-7- d 6'-l' d T-0' d T-4- d T-1" d 2" x 5" x 0.050" x 0.135" 18'-2" d 1S-11' d W-F it 13'.5` d 12'-7' d 11'-11' d 1 V-6` d 10'-8- it 1 V-W d 9'-0" d 9'-1' d 8'-9' it 2" x 6" x 0.050" x 0.135" 21'-V d 18'-B" d 16'-11- d 15-9' d W-9' d W-1' d 13'S" d 12'-6" it 11'-9' d 11'-2' d 10'-8' d 10'J' it 2" x 7" x 0.057" x 0.135" 24'-V d 21'4' d 19'4" d iT-11- d 16'-11' d 16'-1- d 164" d 1 V-3' d 13'-5' d 12'-9' d 12'-2' d 11'-9' d 2" x 8" x 0.072" x 0.240" 30'-1' d 26'-W d 23'-10' tl 22'- " 2 d 20'-10' it 19'-9' d 18'-11' d 1- T Tit 16'-6' d 15'-9` it 15' ' -0 d 14'-5' d 2" x 9" x 0.072" x 0.239" 33'-1" d 28'-10" d 26'3' d 24'-4" d 22'-11' it 21'-9' d 20'-10' d 19'-4' d 1 B'-2' d 1T-0' d 161-V A 15'-11' d 2" x 9' x 0.082" x 0.321" 35-5" it 30'-11" d 26'-7' d 2&-1' d 24'-T d 23'4" d 22'-4" d 20'-9" d 19'-6' d IW-V d 1T-9" d 1r-W d 2" x 10" x 0.092" x 0.389 41'-7" d 3S-11' d 32'-T di 30'3" d 2&-6" d 2T-1' d 25-11' d 24'-0" d 22'-7' d 21'-6" d 20'-0' d 19'-9' d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.4-110 Town & Country Industries, Inc. 6005 TS Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 110 MPH velocity: usina design load of 11.0 NISF Self Mating Sections Tributary Load Width'W = Purlin Spacing 5-0' 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 1 11'-0' 1 12'-0" Allowable Span'L' / bending'b' or deflection'd' 2" x 4" x 0.046" x 0.115" 14tV d 13'-8- it 12'-i t' d 1 12'-5- d 11'-9- b 11'-2' b 10'-W b 10'-2- b 2" x 5" x 0.050" x 0.135" 17'-11" d 16'-11' d 16'-1" d 15'4" d 14'-9" d 14'3' d 1 T-9' b 13'-2' b 2" x 6" x 0.050' x 0.135" 21'-1" d 19'-10' d 18'-10" d 18'-0' d 1T4' d 16'-6' b I W-W b 15'-0' b 2" x 7" x 0.057" x 0.135" 24'-1' d 22'-W d 21'-0' it 20'-7- d 19'-10" d 19'-1' b 18'-3" b 17"-5' b 2" x 8" x 0.072" x 0240" 29'-8' d 2T-11' d 26'-0" d 25'S d 24'S' d 23'-7' d 22-10' d 22'H- d 2" x 9" x 0.072" x 0.239" 32'-8' d 30'-9' d 29'-2' d 2T-11' d 26'-10- d 25'-11- d 25'-1- d 22" x 9" x 0.082" x 0.321" 34'-11' d 32'-11' d 31'-3' d 29'-11' d 28'-9' d 2T-9' d 26'-11' d 2 12"2' x 10" x 0.092" x 0.389" 40'-7' d 38'-2' d 363" d 34-8' d 334' d 32'-2" d 31'-2" d 3 Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be Interpolated. Table 3A.2110 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 110 MPH velocity; using design load of 13.0 #/SF Sections Tributary Load Wldth'W = Purlin Spacing 3'-0" 3'-6" 4'-0" 4' 6" -0 5'" S-0" 6'-0" 1 6'-0" 1 T-0" 1 T-6" Allowable Height 'H' 1 bending 'b' or deflection'd' 3" x 3" x 0.045" Fluted 9'-1' b 1 8'S' b T-10' b 7' 5' b 7'-0' b 6'-0' b 6'S' b 6'-2' b 5-11. b 5'-9' b 3" x 3" x 0.060" Square 11'-2' b 10'4' b 9'3" b 9'-T b 8'-8" b 6'3" b T-11- b 7W- b 7'4" b T-1" b 3" x 3" x 0.093" Square 16'-0` b 14'-10- b 'IT-11" b 13'-1" b 1Z-6' b 1'1'-10" b 1 V-4 b 10'-11- b 10'-6" 3" x 3" x 0.125" Square 19'-1' b 1T-W b 16'-T b 15'-7' bi 14'-10' b 14'-1' bi 13'-T b 12'-11` b 17-0' bi 12'7b 4" x 4" x 0.125" Square 24'-9" b 22'-11" b 21'-5" Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005.alloy shapes.when.using.this.engineering.. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOI TCI 6005 HO �m d o Z O C x LLm 2 rj n M ZO w tom- z m y m O LL O O of O o� (C LL z¢ f� 30 os .J Q (n o Z Z 0) Q O w o �O $ ZO w Ur m Z J Lu Lu W Z J Q. N W a6 rn J LL N Lu Va. �U 13 o Q O Z NZ Q W M W Z > m Z of O o U W o J Q CO u- n 0 N CAD IN tD � m n LJL to LL zm � W 2 m , o d O LL n N rt o n m C ~ a � m Cl)CDE0 no U n W .e o m C U o 0 � a m J XHEETuj Z 0 Z w 8-110 Z w Co OF 12 0 Table 3A.1.1420 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans -Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 120 MPH velockv. usino deslan load of 13-n tBSF f411-3 HIRF fnr M4 ramp" 2" x 2' x 0.040' Hollow - - - 2"x3"x DAW Hollow ------ Load width (R) Max. Span'L'/(bending V or deflection V) Load width (R) Max. Span 17(bending W or deflection'dj 1 &2 Span 3 Span I 4 Span Cantlmlev� 1&2 Span 3 Span 4 Span Cantilever 4 11' d &-9' it 1 6-11' d T-1' d 4 7'-8' d 9'-5" d 9'-7d 1'S' d 5 5'-1- it 6'-3' it I 6'-5' d 0'-11' d 5 7-1' d 7-9' d 8'-11' d 1'-0- d 6 4'-9- it 5'-11- it &-0" it 0'-lV d B 6'-8' d_ 8'-3' d 9-5- d 1'3' d 7 77- d S-7" it 5'-9' it 0'-10' d 7 F- d 7'-10° d T-11" d 1'-3" it d Y- d 5'S' d 0'-10' d 8 6'-1 kit 7SW tl T3' d 1'-2' d 9 4'-2' d 5'-2' d 5'-3- it 0'-10' d 9 5'-10' it T-2- it 77d 1'-1' d 10 1 4'-W it 4'-11' d 5--1° d 0'-9° d 70 5'-T d 6'-11' it 6'-17' b 1'4' d 77 3'-11' d 4'-1g' d 4'-71' d 0'-9- d 11 5'-5° it 6'-9" it 6'-8' b 7'-0' d 12 T-10' d 4'-W d 4'-9- b 0'-9" d 12 S3- d 6'-6°.- cl 6'-4' b 1'-0' d 2" x 3" x 0.060" Hollow 2" x 4" x 0.050" Hollow Load Width (R) Max. Span VI(bending b' or deflection'dl Load Width (R) Max. Span'LY(bending W or deflection'd7 I&2Spa0 3 Span 4 Span Mom" Cantilever 182 Span 3 Span 4 S an P Max. Cantilever 4 81-W d 10'-5' d I 10'-W d 1'-7" d 4 9'-11" d 124" d 12'-1' it I l'-71° it 5 T-10° d 9'-W d I 9'-11' d 7-6" d 5 9'3' d 11'-W it 11'-8" it 1'-9". d 6 T-V d 9'-2" it 9'-0" it 1'-5' d 6 8'-8" d 10'-9' it 10'-11' it I'll" it 7 7-0° it B'-8° it 8'-10' it 1'-0° d 7 8'3" it 10'-2" d 10'3- b T-7" it 8 7-9" d F- d B'-6° it 1'-3- d 8 7'-11" d 9'-9" d 9'-7b 1'S' d 9 UT d 7-11" it 8'-2" it 1'-3" it 9 T-7" d 9'4" b 97i" b TS' d 10 6'-3" d 73• d T-10" it 1'-2" it 10 T-4" it 8'-11" b 8W' b 1'-5" d 11 -.6'-1" it T-V it 7'-T d 1-2" d 17 7'-1- d 8'-T b 8'-2- b V-4- tl 12 -1 5'0' - d 7'3' d 7. d 1'-l' d 12 1 6'-11" d I 8--1" b T-10° b 1'-0' d "x 2" x 0.045" Hollow " Load Width (R) Max. Spa n'L7(bending'b' or deflectlon'd7 1&2 Span 3 Span 4 Span Max' Cantilever 4 6'-2` it T-8" it I T-10' d 1'-2' d 5 5'-9' d T-1' it T-3" d 1'-l' d 6 5'-5" d 6'-8' d 6'-10' d d 7 5'-2" d 6'-0' d 6'-6' d 0'-11' d 8 4'-11' d 6'-1' d 6'-2° d d 9 4'-V d SAD' it 5-11' it 0'-11" it 10 4'-7' it 5'-8" d &-9" it 0'-10' d 11 4'S' d &-5' d 5'-7' d 110. it 12 1 4'3" d 54' d 5'S" Cl 0'-10' it Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3-120 Town & Country Industries, Inc. TC16005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 :.For 3 second wind gust at 120 MPH velocity; using design load of 13.0 NSF - Tributary Load width 2'-V T-V 4'-0` S-0' 6'-0" T-0' 8'-0' 1 10'-V 1 12'4' 1 14'.0• 1 16'-0' 1a'-0` Hollow Beams Allowable Span'L' / bending'W or deflection'd' 2"x 4" x 0.050" 17-W ill 19-11' ill 9'-11' d W-W c1 8'-W di 8'3- di T-11' di T-4" di 6'-11' ill 6'-7- dI 6'3' it 6'-0- it Self Mating Beams Allowable Span'L' 1 bending'b' or deflection'd' ' 2"x'4" x 0.046" x 0.115" 1T-11' ill 12'-2' it 11'-1' it 10'-3' d 9'-W d 9'-2' d 8'-9' it 8'-2' it T-W it T3' d 6'-11' d 6'-w it 2" x 5' x 0.050" x 0.135" 1T-2' d 15'-V d IT-8' it 1743" d I V-1I" d 1 T4' it 10'-10' it IVA" d 91S" d 8'-11" it 8'-71 d 813' d 2• x 6" x 0.050" x 0.135" 20'-2' d 1T-7' it 16'-0' d 14'-10' it IT-1 I" d 13'3' d 17-W d 11'-10- d 17-1- d 10'-7- it 10--l' it 9'-8' it 2" x 7" x 0.0S7" x 0.135" 23'-1" d 20'-2' it 18'4" d 16'-1I'd IT-11' it 1S-T d 14'-0' it 13'-6' it 12'-W d 12'-l' d 1 T-6' d 114' d 0.072' x 0.240" 28'5' it 24'-10' it 22'-7' d 2&-11' d 19'-W it 18'-9' it 1T-11" d 16'-7' d 164r d WAD' it 14'-3' it 13'-8' d 2" x 9" x 0.072" x 0.239" 31'3' it 2T4" it 24'-10' it 2T-0" it 21'-W it 2W-7- it 19'-8' d 1 &3' it 17'-2' d 164" d 15'-8' d 15-0' it 2' x 9" x 0.082" x 0.321" 33'S' it 29W3' d W-T it 24'-W it 2T-T it 22'-1' it 21'-1' d 19'-7- d 18'S d 1T5' d 16'-9" it 16'-1' d 2" x 10' x 0.092' x 0.389" W-10" d 3T-11' it 30'-lo' d 28'-8- cil 26'-11- d 25'-T d 24'-6" d 22'-9' it 21'-5' d 20'4' it 19'S d 18'-W d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.4-120 Town & Country Industries, Inc. Allowable Spans for Ridge Beams with Self Mating Beams - - for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind must at 120 MPH velocity; using de-dnn inaa 0r is n tucc Mating Sections "Tributary Load Width'W' = Puriin Spacing 5'-0' 6'-0' T.0 a'-0" 9'-0' 10'-0" 11'-0" 12'-0" Allowable Span'L'/bendin Wor deflection 'd' 0.046" x 0.115" IT-9' d 12'-1 T d 12'-0• b I V-6' b 10'-10• b 10'3- b 9'-10' b W-F b 0.d k 15'-11' d 15'-2' d W-T d 13'-11" b 13'-3• b 12'-T b 12'-1'b 0.050"x 0.135" 19'-11- d 18'-9' d 17'-10' d 16'-11' b 15-11' b 1S-2' b W-F b IT-1D' b 0.057" x 0.135" 22'-9' d 21'S' d 20'4' d 19'S' d 16-6 b 1T-T b 16'-9" b I"'0.072" x 0.240 2&-1" d 2F-5' d 25-l" d 24'-0' d 2T-1' d 22'-3- d 21'-5• b 20'-V b 0.072' x 0.239" 30'-1 V d 29'-1' d 2T-T d 26'-S d 25S" d 24'-W b 23'-V b 27-4• b 2" x 9" x 0.082` x 0.321" 33'-1" d 31'-2' d 2-T-T d 28'3• d 2T-2- d 26'-' d 2SS d 24'-9' d 2' x 10" z 0.092" x 0.369" 38'S d 36'-1' d 34'-0" d _to.d 31'-T d 30'-6' d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2120 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans For Screen, Acrylic, or Vinyl Rooms and Under Solid Roof Aluminum Alloy 6005 T-5 For 3 second wind oust at 120 MPH veiochwv gsmn d-1gg innd °s 4 c n ercc Sections - - - Trlbuta LoadWidttr'IM=Members men V-0"1 3'-0' 1 4'-0" 1 4'4" Allowa la Hel ht 'H' bendin w or deflection'd' 2" x 2" x 0.040" Hollow b T-5" b 6'-11' b 6'-0' b 6'-2' b 5'- ' b 51-F b 5'-5" b125'4* ' b 5'-0" b 3 x2'x 0.0 o ow 8-0 T-6' 7-1' 6-9 6-F 6- b 5'-11" b' 5-6' b 2" x 3" x 0.045" Hollow b 9'-2' b 8'•6' b 8'-1' b 7'-6' b 7'3" b 6'-11'b 6'-8' b° b 6'3' b 2" x 3"x 0.060" Hollow b 11'-W D 10'-9" b 10'-2" b 9'-8" b 9'-2" h 8'-10' b 8'S' b- b 7'-10' b 2" x 4"x 0.050" ollow ' b 11 -0° b 10.4' 9'-9" b 9-3' b 8'-10 8-5" B'-1' b0" 7-6"2"x5" x 0.062" Hollow b lb 16'-1" b 15'-0° b 14'-2" b 13'S" b 2'-10' b 17-3- b 11'-10' b° b 10'-11-b 2" x 4"x 0.046 x 0.115" S.M.B. b 13'-6" b 12'-8' b 11'-11" b 1 T4' b 0'-10" b 10'4" b 9'-11" b• b 93" b 2" x 5" x 0.050' x 0.135" S.M.B. b 16'-3" b 16-3' b 4'4' b IT-7' b 2'- 1" b 12'S" b ll'-11' b' b IT-1" b 2 x6 x0.050 x0.135' S. .B. 8'-10' b 17'3" b 63" b 15'-9" 15-w 14'S' b 13-10' b" b 2'-11"2" x 7" x 0.057" x 0.135" S.M.B. b 22W" b 21'-2° b 19'-11'b 18'-11'b 18'-0" b 1T3' b 16'-7' b11' b 16-5" b 2"x8"x0.072"x0.240" S.M.B. " b 27'-8° b 25'-11" b 24'-5" b 23'•2' b 22'-1' 21'-2' b 20'4' bT b 16'-11' b 2'x9"x 0.072"x 0.239" S.M. . 34-B 32-1 30-0' 2-5-3 26-1(r 2&-7- 24-6" b 23-0 8° 21-11- 2" x 9" x 0.082" x 0.321" S.M.B. 38'-8' b 35'-10' b 33'S' b 31'-7" b 29-11- b se '-I- b 27'4" b 26'-3` b " b 24'S b d 44'3" b 41'-11'b 40'-0' b 38'4' b 36'-10" b " b 34'3' b 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans maybe interpolated. Table 3A.2120 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 120 MPH velocity; using design load of 15.0 XSF Sections Tribute Load Width'IM=Pudln Spacing T-0' T-6' V-0" 4'-6' 5'-0' 6, 6 6'-V 1 6'-6' 1 T-0" T-0' Allowable Height W / bending'b' or deflection'd' 3" x 3" x 0.046" Fluted 8'S' b I T-10• b 1 714b 1 6'-1 V b 1 6'-6' b 1 6'3' b 1 5'-11' b I b I 5'S' b I 5'4" b 3" x 3" x 0.060" Square 10'-5' b 9'-7' b 8'-11' b 8'-6' b 8'-0' b T-W ti T4- b T-1- b 6'-10' b! 6'-T b 3" x 3" x 0.093" Square 14'-11' b 13'-10' b 12'-11 ° b 12'-2' b 11'-T b 11'-0' b 10'-T 6 10'-2' b 9'-9' b 9'-5' b 3" x 3" x 0.125" Square 1T-9' b 16'S' b 15'S' b 14'S' b IT-9" b 13'-2" b 12'-7' b 12'-1- b l l'-8" b 1l'- b 4" x 4" x 0.125• Square 23'-00 bi 21'4- bi W-11- ti 18'-9° bi 17'-1 D' b 16'-1l' b 16'3° bi 1 SS til 1 S-l' lit 14'-T b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans maybe interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy.indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only .6005. alloy shapes when using this engineering: We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING _ ALLOY INDICATOR TCI 6005 HOLLOW CATOR lco0 3 C y 73 G 43 n z Q m ca m L J n Z Z CO Q IL fn Ut W m N J W 0 Z N> LU � - LL .J EL �U � (�. Q N Z Q W C7 W z_ U O U U :3 W J U) a d a oQ 9 O� � LL ui z c :go 30 eg Eo (0 lfl C9 n LPL W - W LL W Ce corn x 't _M8 IL Lij 0` LL di 0 v m a. ID73 , o a m C O d o L m f4 F ui Q. Jn. 01S I-Y, w SHEET z z w 8-120 z to m 12 08-12-2010 OF Q Table 3A.1.1-130 Town 8 Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 NSF for Ma)L Cantileverl 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width (ft.) Max. span'VI(bending W or deflection'd') Load Width (fL) Max. Span Vi(bending'b' or deflection'dj 182 Span 3 Span 4 Span Cantilever 1&2Span 3 Span 4 Span Cantilever 4 5-3' d &-W d 6-T d 0'41" d 4 T-W d 8'-11" it 9'-2" d 1'-5' d 5 4'-10" d 711' d 6'-I d. 0'-11" d- 5 6'-9" d 6'-0' it 8'3' d 1'-T d 6 4'-T d SS' d 5'-9" d 0'-10' d 6 6'4' it 7'-10' it 8'-0' d 1'3" it 7 4'4' d 5'4' d 5'S'- d _NW-d 6-1(r d 7 6'-0' d 7'-5" d T-T d 1'-2 d 8 4'-Y d S-1- d U-9- d 8 S-9" d T-Y d T3- b 1'-1' d 9 V-11" tl 4'-11" tl RT d 0'-0' d 9 5-7" d 6'-10- d 6'-10- b 1'-1- it 101 T-10' d 4'-9" d 4'-10' d 0'-9' d 10 Y- d fi-r d 6'S' b 1'-0' d 11 T-9" it 4'-T it 4'W b u-9" d 11 S-Y d 6'S' b 6'-2- b V-11- d 12 1 3'-7" d 4'-6' d 4'S" b 1 0'-8' d 12 I 5'-1" d- 1 6'-2- b 5'-11" b 0'-11" it 2" x 3" x 0.060` Hollow 2"x 4" x 0.050" Hollow Load Width (ft) Max. Spa n'L1(bsnding'b' or deflection'dj Load Width (ft.) Max. Span Vi(bending'b' or it action'dj 1&2 Span 3 Span 4 Span Cana Max`a ar 1&2 Span 3 Span 4 Span Cant 4 8'-1" it 9'-11" d 10'-2' d 1'S" d 4 7-6" d 1V-9" d 11'-11" it 1'-10" d 5 7'S" d 9'3' d 9'S' d T5' it 5 8'-10" d 10'-11' d 11'-1" d l'S' it 6 T-1" d 8'-W d 8'-11" d 1'-0' d 6 F4 d 10'3" it 10'-4- b 1'-7- d 7 6'S' d 8'-3" d 8'-5" d T5 d 7 7'-11" d 9'-9" d 9'-T b 1'S' d 8 6'-5' d 7'-11' d 8'-1' d 1'-3'. d a T-6' d 9'-W b 8'-11" b 1'-5- it 9 6'-2' d 7'-T d T-9' it 1'-2" it 9 7'3' d 8'-9" b 8'-5" b 1'-5" it 10 1 5'-11' d T-0" d 7;-6- d 1'-2- it 10 6'-11' d 8'3' b T-11' b 1'-' d 11 S-9' d 7'-1' d 7'-3" b 1'-1' it 11 6'-9' d T-11" b T-7 b 1'3' d 12 5'-1' d 6-11' d 6'-11" b 1'-1 d 12 6'-7" d T-T b T3" b 1'-3' it "x 2" x 0.045" Hollow Load Width (ft.) Max.Span'L'/(bending'b'or de0ection'd') 1&2 Span 3 Span 4 Span Max' Cantilever 4 5'-11" it T-3' d T-5" it 1'-1" d 5 5'S' d -9' d 6'-11' d 1'-0" d 6 5'-Y d V-4' it 6'-6" d 0'-11" d 7 4'-11' it V-1" d 6'-2" d 0'-17' it a 4'-W d 5'-9" d 5'-11' it 0'-11" it 9 4'S' it 5'-T d V4 d 0.10- it 10 4'4' d 5'4" it 5'S" d 0'-10' it 11 4'3" d 5'-2' d 6-4" d T-10' it 12 1 4'-l' d 1 5'-l' d 5'-Y d 0'-9- it Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2 Spans may be interpolated. Table 3A.2130 Town & Country Industries, Inc. 6005 Tt 1 Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 . dn"econd wind gust at 130 MPH velocl ; using design load of 18.0 #ISF ry ember ' Trihuta Load Width'IM=M otes. 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be. interpolated. Table 3A.1.3430 Town 8 Country Industries, Inc. .-TCI 6005 Allowable Beam Spans for Miscellaneous Frarging,Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF Tributary Load Width 2'-0" T-0- 4'-0" 5'-0" 6'-0" T-0" W-V 10'-0' 12'-0' 14%0" lw-o" 18'-0" Hollow Beams Allowable Span'L' I bending'b" or deflection'd' 2" x 4" x 0.050" 11'-11" d 10'-S d 9'-0' d 8'-10" ci 8'-W d T-11- d T-6' d EiA ll' ci6'-T d 6'-T d 5'-11' d 5-9' d Self Mating Beams Allowable Span'L' I bending W or deflection'd' 2" x 4" x 0.045' x 0.115" 13'3" d 11'-T d 10'-6' d 9'-9' d 9'-2' d V-9" d 8'-0' d T-9' d T4' d 6'-11' d 6'-8- d 8'-4' 2" x 5" x 0.050' x 0.135" 16'5' d 14'4' d 73'-0' d 12'-1' d 11'4' d 10'-10' d 10'4' d 9'-T d 9'-0' d 6'-T d B'-Y d T-11' d 2" x 6" x 0.o50' x 0.135" 19'3- d 16'-10" d 15'3" d 14'-2' d 13'4" it 175` d 17-1' d I V3' d 10'-7-d 10'-l' d 9'-7-d 9'3' d 2" x 7" x 0.05T x 0.135' 21'-1 I' d 19'-2" d 1T-5' d 16'-Y d 153- d 14'-6- d 13'-10- d 17-10- d 17-1' d 11'S' d IV-11" d114W4 2' x 8" x 0.072" x 0.240" 2T-l" d 23'-W d 21'-W d 19'-11' d 18'-9' d 1T-10' d 1T-1' d 15-10' d 14'-11' d 14'-Y d 13'-T d 2" x 9' x 0.072" x 0.239' 29'-10' d 26'-0" d 23'-W d 2V-11" d 20'-W d 19'3' d 18'-9" d 1T-S d 16'-5" d 15-T d 14'-11" d2"x 9'x 0.082'x 0.321" 31'-11' d 27"A T d 25-4' d 23S" d 22'-2' d 21'-0' - d 20'-1'd18'-T d 1 T-7 d 16'-W d 15'-11" d2"x 10"x0.092"x0.389" 3T-l' d 374' d 29-5' d 2T4- d 2S5' d 24'-5' d 23'-4' d 21'-8" d 20'S' d 119'4" d 18-V d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2 Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.4-130 Town S Country Industries, Inc. 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind must at 130 MPH velocity: using deslon load of 15.0 #ISF Self Mating Sections Tributary Load Width'IM= Puriin Spacing S-0' S-0" T-0' 6'-0' 9'-0" 10'-V 1 11'-0" 1 12'-D- ` Allowable Span'121bending'b'or deflectlon'd' 2" x 4" x 0.046" x 0.115' 1 T-1' d 12'4' it 11'-5' b I 10'-W b 10'-1' b 9'-7- b 9'-1- b I 8'-9' b 2" x 5" x 0.050" x 0.135" 16'-2" Y 15'3" d 14'S' it IT-9- b 12'-11" b 12'4- b 11'-0' b 1 t'3" b 2' x 6" x 0.050' x 0A35' 18'-11" d 1710- d 16'-10" b 15-W b 14'-10- b 14'4- b 13'-5- b 17-1 t" b 2" x 7" x 0.057" x 0A35" 21'-W d 20'S" d 19'S' d 18'3' b 1T3' b 16'-4' b 15'-7" b 14'-11' b 2" x 8" x 0.072" x 0.240" 26'-9' d 2S-2' d 23'-11' d 22'-11" d 22'-0" d 20'-11' b 19'-11'_ b 19'-1" b 2" x 9" x O.O7Y x D.239' 29'S' d 2T5" d 26'-0' d 25'-2- d 24'-0" b 22'-9' b 2V-9- b 20'-10- b 2" x 9" x 0.082" x 0.32T 3V-7 d 29'S` d 28'-Y d 26'-11' d 25-11' d 25-W it 24'-1' b 23'-1" b 2" x 10" x 0.092" x 0.389" 36'-7w it 34'S' d 37.8' d 31'3' d 30'-1' it 29'-0' it 28'-2' d 2T-4' d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans maybe Interpolated. Table 3A.2130 HST- Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 130 MPH velocity: using deslon load of 18.0 #ISF Sections Tribute Load WIdN W = Pudin Spacing 3--r T-6- 4'-0" 6'-0' 6'-V 1 T-0" 1 T-6' Allowable Height 'H'! bending'b' ordefleetlon'd' 3" x 3' x 0.045" Fluted 3" x 3" x 0.060" Square 9'S' b 5-9" b 8'-2' b T-9" b T4' b 6'-11' b 6'S' b 6'-5' b 6'-Y b 5-11" b 3" x 3" x 0.093" Square 13'-T b 17-T b 11'-10" b 11'-1' b 10'-T b 10'-1' 6 9'-8' b 9'3' b 8'-1I" b 8'-7' b 3" x 3" x 0.125" Square 16'-3' b 15-0' b 14'-1' b 13'-3" b 17-7' b 111'-11" b 1.11'S" b 11'-0' b 10'S' b 10'3' b 4" x 4" x 0.125' Square 20'-11" b 19'S' b 18'-2" b 1T-2' b 16'3' bi 15'6' b 14'-10' b "'3' Notes: 1.. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Town 8 Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005.alloy shapes.when using this.engineering....Weare providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING J Q U) o Z O W d LiCC Q G U) 20 N W Z 0Q' CD z Z m J W Z g � -j ui LLI 0 LU L j to � LU �s ai 0 g JLL } = V� a = W O Z O. U o U to FQ M Z Ir Ir Z Q 0 IL = W co m µzI Z� p c W F fn U W J W U) Q a o ~ N � CID n LL W LL W _ W j3 tm x E W LL 0 o m C ~ CD to a) j Cl) n rn IJJ . cor X co a) Cc nJ� 84EETul Z 13 Z W 8-130 W 12-2010 1 OF 12 0 Table 3A.1.1-140 Town & Country Industries, Inc. v 6005 TCI Allowable Edge Beam Spans -Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 NSF (65.7 #/SF for Max. 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width (R.) Max-Span'L'1(bendingWorda0ectlon'dj Load width (fL) Max.Span'L'/(bending'b' or deflection'd '1&2Span' 3 Span 4 Span CaMax-ntilever 1&2 Span 3 Span 4 Span Cantilever 4 5'-0' d 6'-2' d 1 6'4' it U-11' d 4 6'-11' it 1 &-7° d 8'-9' d V-4" it 5 4'-8' d 5'-9" d 5-10" it 0A 1" d 5 T-11' d 8'-2' d T-3' d 6 4'-5' d 5'S' d 5'-6" d V-10- d 6 T-6" d 7'-8" d 1'-2- d 7 T-Y d 5'-2 d 5'-T d 0'-9" d 7 7'-2' d T-4' b 1'-1' d a T-11" d 4'-11- d 5'-0' d 0'-9' d 8 6'-10" d .U-10" b 1'-1" d 9 3'-10' d 4'-9' d 4'-10' b 0'-9" d 9 14'41 &-T d 6'3" b 1'-0' d 10 T-8' d 4'-7-d 4'-T b 0'-8' d 10 6'4' b 6'-1' b 0'-11' d 11 T-7- d 4'-5- d 4'4" b 0'-8- it 11 R:56 5'-10"b 0'-11- d 12 W-6' d 44" d 4'-2' b 0'-8" d 12- 5'-9' b S-T b 0'-11- d 2" x 3" x 0.060" Hollow 2" x 4" x 0.050" Hollow Load Width (fL) Max. Span'L'/(bending'b' or deflection 'd') Load Width (fl Max. Spa n'L'/(bending W or deflection'dj 1&2 Span 3 Span 4 Span Mom• Cantilever 1&2 Span 3 Span 4 Span Mom' Cantilever 4 T-9' d 9'-7" d 9'-9- d V-6- d 4 9-1' d I 11'-0' d 11--6' d 1'-9" d 5 7'-2' d 8'-11- d 9'-1' d 1'4" d 5 8'-5' d 10'-5' d 1V-7' b 1W' d 6 6'-9' d F- d 8'-6' d 1'-3' it 6 7'-11" d 9'-10" d 9'-8" b 1'-6- d 7 6'3' d 7'-11" d 8'-1' d 1'-0° d 7 7W" d 9'-3" b 8-1'1" b 1'-5' d 8 6'-2' d T-T d 7'-9' d 1•-2- it 8 73" d 8'-0° b 8'-5" b 1'4" d 9 6-11' it 7'4' d T-5' it 1'-1" d 9 6'-11' d 8'-2' b 7'-11" b 1'-4" d 10 5'-8" d T-l" d T-2' b 1'-1" it 10 6'-9" d T-9' b 76' b 1'-3" d 11I 5'-6' d 6'-10' tl 6'-10" b 1'-1" d 11 6-6* d T-5-_bT-2- b V-3- d 12 5'4" d 6'-8' d 6-6- b 1 1'-0" d 12 6'-4" it 7'-1" b 6'-10" b 1'-2' d "x 2" x 0.045" Hollow - Load width (t) Max. Spa n'L'/(beni ing W or deflection'dj 1&2 Span 3 Span 4 Span Max• Cantilever 4 5'-W d 6'-11" d T-2- d 1'-1" it 5 S-T d 6'-6" d 6'4" d 0 -11' it 6 4'-11' d 6'-1' d &-3' d U-11" d 7 76' d 5'-10' d S-11' d U-1I- d a 4'-6' d S-T d 5'-8' d V-10" d 9 4'40 d 5'4" it 5'-5" d 0'-10' it 10 4'-2' d V-2" d 5'-3' it 0'-9" it 11 4--0" Cl 4'-11" d 5'-1 id 0'-9' it 12 1 S-11" d 4'-10' d 4'-11' it Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3-140 Town & Country Industries, Inc. .TCT$005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 -`..ForS second wind gust at 140.1&2 MPH velocity; using design load of 17.0 #/SF Tdbuta Load Width 2'-0" 3'-0' 4'•0^ 5'-V 6'-0" T-0" 8'-0' 10' -0" 12'-0" 14'-0^ 16'-0" 18'-0" Hdlloiv, Beams Allowable Span'L' / banding'b' or deflection 'it' 2"x',4" x 0.050' 11'-T d I 10'-W di 9'-l' d I 9-T di T-11' di T-7- di T3' ill 6'-8' di 6'4' di V-1 V di 6-9- di 6-5- b Sdff Mating Beams Allowable Span'L' / bending'b' or defledtion'd' 2`xA-, x 0.046' x 0A15" 12'-9" di 11•-1' it 10•4T d 9'-5' d V-10" d 8'3" d 8'-0' d T-5' dl T-0' d 6'-W di 64' bi 541' 21tx3" x 0.050" x 0.135" 15-9' d 13'-9" it 17-60 d 1 V-T d 10'A l" d 10'4" d 9'-11' it 9'-2' d 8'-8' d 8'-3' dl T-10" d T-7" d 2" x 6" x 0.050" x 0.135' 18'-5' d 16'-T it 14'-8' it 13'-7' d 12'-9" d 17-2' d 11W" d 10'-9' d 10'-2° d 9'-8' di 9'-3' d W-9" b 2" x 7" x 0.057" x 0.135' 21'-1" d 18'3' d 1 V-9' d 153' d 14'-T d 13'-11- d 13'-3- d 12'4- d 11'-T d 11'-0' it 10'-7- d 10'-2' d 2" x 8" x 0.072" x 0.240" 25'-11" d 22'-8" d 20'-8' it 19'-2' d 18'-0' d 1T-1" d 16'4' d 13-2' d 14'4" d 13• 7' d 12•-11" it 17-6" d 2" x 9" x 0.072' x 0.239" 28'-T d 24•-1I" d 22'-8' d 21'-1" d 19'-10' d 18'-10' d 18'-0' d W-9' d 15-9' d W-1 V d 14'4' d 13'-9' d 2" x 9' x 0.082' x U21' 30'-6' d 26'-9' d 244' d 22'-7' d 21'-3' d 20'-2' d 1914' d 1T-11' d W-10" it 16-0- d 154' d W-9- d 2" x 10' x 0.092' x 0.389" 35'-0" d 31'-0' d 2&-2" d 26'-Y d 24'-8' d 23'3' it 22.5' d 20'-9' d 19'-7' d 18'-7- d 1T-9' d 1T-1' d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia orwall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. S. Spans may be interpolated. Table 3A.1.4-140 Town & Country Industries, Inc. 6005 T-5 x %! -° Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 140 MPH velocity; using design load of 17.0 #1SF Self Mating Sections Tdbutery Load Width'W = Pudin Spacing 5'-0" 6'-0' I T-0' 8'-0' 9'-0' I 10'-0" 11'-0" 12'-0' Allowable Span'L' l bending'b' or deflection 'd' Y x 4" x 0.046' x 0.115" 12'-T d 1 11'-7' b 1 10'-9' b I '-1' b 9'-W -b I V-11' b 8' 7- b 8'-2- b 2" x 5' x 0.050' x 0.135' W-6' d W-T it 13'-10' b 'I T-11' b 1 T-2' b 11' 7' b 11'-0' b I U-T b 2' x 6' x 0.050" x 0.135" 18'-3' d 1T-T b 15-10' b 14'-10' b 13'-11" b IT-T b 1Y-8' b 17-l' b 2" x 7" x 0.057" x 0.135- 20'-10' d 19'-7- it 1 t1'-4' b 177-2' b 16'-2" b 15'4- b W-8- b 14--w b Y x 1, x 0.072" 0.240' 25'-8' d 24'-2" d 22'-11" d 2l'-11' d 20'-9" b 19'-8' b 16'-9" b IT-1 1' b 2.. 9' x 0.072' xx 0.239" 28'-W d 26'-T d ?6-3'd 23'-11' b 22•-T b 21'-Y b 2W-5' b 19'-W b 2' x 9" x 0.08V x 0.321" 30'-3' d 28•-6' d 2T-1' d 25-10' d 24'-10" it 23'-9' b 22'-8' b 21'-8" b 2' x 10" x 0.092" x 0.38V 35-1" d 3X-W d 1 31'4' d 30'-T it 28'-10" d 2T-10" tl W-10" b 25-8' b notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2140 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 140 MPH eloci ; usina deshin load of 21.0 #/SF Sections Tributary Load Width 'W'= Mom bers acln T-0" T-6' 1 4'-0" 4'-6' 1 5'-0' 1 5'-6" 1 6'-0" -1 6'-6' 1 7'-0' 1 7-4- Allowable a m: I bandinaVor deflection d' 2" x 2" TO-."0' Hollow 6'-9" b 6'-3" b 5'-10" b &-6' b V' 3' b 4'-11' b 4'-9" b 4W' b b 4'-3" b 3" x 2" x 0.045' Hollow T4' b 6'-9' b 6'4' b 5'-11" b 5'-8" b 5'-5" b 5'-2' b 4'-11' b " b 4'-8' b 2 x3 x0.045" Hollow 84" b 7'-9 7-3' b 6'-10" b 6'-5" b 6-2" 5'-11' b 5-8' b SJ' b 2" x 3" x 0.060" Hollow -x 10'-6" b 9'-9" b 9'A' b 8'-7" b 8'-2' b 7'-9' b T-5' b T-2- b " b V-8" b Y x 4" 0.050- Hollow 10'-1' b 9'4' b 8'-9' b 8'-3' b 7'-10" b 7'3' b T-1' b 6'-10' b b V4- b 2" x 5" x 0.062" Hollow W-8" b 13'-7' b 12'-9- b 11'-11' b 11'4- b 10'-10" b 10'3' b 9'-11" b b 9'-3' b 2" x 4" x .046 x 0.1 5" S.M.B. 12'4" b 11'-5" 10-8' 0'-l" b 9 -7" b 9'-2" b 8 -9" b 8 -Y T-10 b 2" x 5' x 0.050" x 0.135" S.M.B. W-10' b 13'-9' b 7-19' b 12'-2" b 11'-6" b 10'-11" b 10'3' b 10'-1" - b ' b 9'3" b M29-112 2" x 6" x 0.050" x 0.135- S.M.B. 17'J" b 15'-11" b 4'-11' b W-1" b 13'4" b 12'-9' b 12'-2" b i t'-8' b " b 10'-11' b 2 x7" x 0.057" x 0.135" S.M.B. 20-8" 19-1 b 17-1o" 16'-10 15-11' 15-3 b 14-7' b 14-0" b b 13'-l" b 2" x 8" x 0.072" x 0.240" S.M.B. 25'-0" b 23'-5- b 21'-11' b 20'$ b 19,7 b 18'-s- b 17'-11' b 17'-2' b b 15'-11' b 2" x 9" x 0.072" x 0.239' S.M.B. 29'J' b 2T-1' b 25'4" b 23'-11" b 22'-8' b 21'-8' b 20'-8' b 19'-11" b ' b 78'-6' b 2" X 9" x 0.082' x 0.321" S.M.B. 32'-8" b 30'-3" b 28'4' b 26'-8- b- 25'4' b 24'-2' b 23'-1' b 22'-2' b b 20'-8' b 2'x 0 x0.092 x0.389 S.M.B. Notes: '-10 42-5" 39'-0' 373 b b 33 -10' 373' b 31'-1 b . 1 28'- 1" 1- Above spans do not Include length of kneebrace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. - 2. Spans may be Interpolated. Table 3A.2140 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 140-1&2 MPH velocity: using design load at 21 oWAF Sections Tributary Load Width W= Pudin Spacing 3' -V T-6- 4'-0" 4'-6' 1 g5_741117 1 f,S=fib 1 6'-0' 1 6'-6' 1 Allowable Height 'H'! bending'b' or deflection'd' 3" x 3" x 0.045 Fluted T-2° b 6-7- b 6'-Y b 5'-10°_ b S-6" b V-7 b 5'-1' b 4'-10° b 4'-8' b V-6- b 3" x 3" x 0.060" Square 8•-9' b 8'-7' b 7'-T' b T-2' b 6'-10' b 6'-6" b 6'-2' b 5'-11" b 5'-9- b 3' x 3" x 0.093" Square 12'-T b 11'-8" b 10'-11 ° b 10'4' b t9=9'iF,b 9�b 8'-11' b 8'-7- ti 3' x 3" x 0.125' Square 15'-0- b 13'-11' b 13'-0' b 12'-3" b 11'-8- b I V-1- b 10'-8' b 10'-0' b 9'-10" b 9'-6' b 4' x 4" x 0.125' Square 19'-5' b 17'-11' b 16'-10' b 16-10" b IS-V b 14'- V b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. Thesealloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005.alloy shapes.when.using this engineering.. -We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOI TCI 6005 HO' d^ o � i = LL y n n Z w C z Q � m to 08 S DO (C LL z¢ fw io oD og J a U) Z O E Z W Z Gw o 7EO a W N ZO (' w m to Z J W Z W ul -1 13- 2 IL (1)2 D W J L 0 I'- i 0 IY 2 °" lu o � 0 a V N Z Z W M Z O c co W O a LL 0 N 4 lD n T � L W LL M W W (6) # d W L 8 � O � d; 0 v ro N a _ ui o � rn .a o M r m C vt Ci N 0 m "J F Fjj - �-AAV 10 IN �HEET z Zz w 8-140 w m OF 12 1 o REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING ALTERNATE: 4" x 4" P.T.P. POST W/ SIMPSON 4" x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM - THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME THE FLOOR, WALL, AND ROOF �- SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME LISTALL NEW 48" OR 60" LUGER ANCHOR PER RULE 5C @ EACH NEW PIER. dSTALL 1/2" CARRIAGE BOLT HRU PERIMETER JOIST AND -TRAP TO NEW AUGER ,NCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = V-0" "'::REMOVE VINYL SIDING AND '.SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM 'TRUSS'h AFTER TO BOTTOM OFO(719BEE TOP PLATE JOIST &EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1".DECK SCREWS @ 16' O.C. VERTICALLY REPLACE VINYL SIDING 8"'L' BOLT @ 32" O.C. TYPE III FOOTING OR 16' x 24" RIBBON FOOTING W/ (2) #50 BARS, 2,500 PSI CONCRETE THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME THE FLOOR, WALL, AND ROOF �- SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME KNEE WALL W/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE SIMPSON SP-1 OR EQUAL SHEATH W/ 1/2" P.T. PLYWOOD NAILED W/ #8 COMMON 6' O.C. EDGES AND 12' O.C. FIELD OR STRUCTURAL GRADE THERMAL PLY FASTENED PER THE MANUFACTURERS SPECIFICATIONS STRAP SIMPSON COIL STRAP OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = V-0" INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH' KNEE BRACE (SEE TABLES 3A.3) LENGTH 16" TO 24" MAX. ALL FOURTH WALL DETAILS POST SIZE (SEE TABLE 3A-3) MAX. POST HEIGHT (SEE TABLES 3A.2.1, 2) " LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A_MOBILE / MANUFACTURED HOME SCALE: 1/8" = V-0" Table 3A.3 Schedule of Post to Beam Size # Thru-Bolts L=D+'/,- Beam Size Minimum Post She Hollow Beams Minimum Mln. #'Knee Mln. Stitching Knee Brace• Brace Sanwa screw Spacing_ 1/4'0 3/8'o 2'x4'x0.050- 3'x 3'x 0.040' 1 2 1 2'x3'70.045• 3 #te 2'x 5-x 0.062• 3'x 3•x 0.040' 1 2 1 1 2'x 3'x 0.045' 3 #8 - --titing Beams 2'x4'x0.044"x 0.100- 3'x 3'x 0.060' Fluted 2 -1 2'x 3'x 0.D45' 3 #8 #1124'0.C. -. 2-x5'x0.050-x D.116" 3'x 3•x 0.060• Fluted 2 -1 2'x 3'x 0.046' 3 #8 #8 @ 24.O.C. 2"x6-x 0.050-x 0.120' 3' x Tx 0.060' Fluted 2 - 2'x 3'x 0.045' (3)#10 #10 @ 24- O.C. 2- x Tx 0.055' x 0.120" 3'x 3'x 0.093' 2 2 2'x 3'x 0.046' (3)#10 010 @ 24- O.C. 2' x 7' x 0.055" x 0.120"w/Insert 3'x3'x0.125' 2 2 2'x3'x0.045' 3 #1D #10 @ 24. O.C. 2"x 8"x 0.082"x 0306' 3'x 3'x 0.125' 3 2 2'x 4• x 0,044' x 0.100' (3) #12 #12 @ 24- O.C. 2-x9'x0.072-x0.224- 3-x 3•x 0.125' 3 3 20x5'x0.050'x0.116' 3 #14 #14 tED 16'0.C. 2"x9"x 0.0BT x 0.306" 4'x4'x0.125' 4 3 2'x 6' x 0.05D' x D.120' (4)#14 #14 16.O.C. 2x0371' 4'x 4'x 0.12S 5 4 2'x 7x0.055'x 0.120' 6 #14 #14 16'0.C. Self-Mating Doubllee Self-Matln Beams 2 2"x8"x0.08Yx0306' I 2-x5•x0.050-x0.116' 1 6 1 4 1 2'x4-x0.044'x0.100' 8 #12 #12 0 24'O.C. 2 2'x9'x0.072•x0224' 2•x 6'x 0.050'x 0.120' 1 6 1 4 1 2'x 5'x 0.05P x 0.115' B #14 #14 a 16'0.C. 2 Yx9'x0.082"x0306' 2'x Tx 0.055'x 0.120• B 6 2'x 6'x 0.050'x 0.120' B #14 #14 16'0.G 2 2'x 10'x 0.092'x 0.374' The minMum numberof thm balm k (21 2'x8'x 0.082'x 0308' 10 B 2'x 7'x 0.055'x 0.120' 10 #14 #14 16'O.C. minimum posit beam may be used as minimum knee brace Knee Brace Min. Lenlith Max Length T x Y 114' Z-0' 2' x Y 1'4' 2'.0• 2' x Y V V Z-01 2' x 3' 1'-6' 2-6" 2'x 2'x 4' 1'E' 3'-T STUD WALL OR POST RIBBON FOOTING SCALE: 1/2" = V-0" Minimum Ribbon Footing Wind Zone #I S . FL x Post Anchor @ 48" O.C. Staid • Anchors 100-123 +10 -14 1'-0' ABU 44 SP7@32"D.C. 130 - 140-1 + 30 -17 1'-0' ABU 44 SP1 @ 32" O.C. 140-2 -150 +30 - 20 1 V.3- ABU 44 SPH4 @ 48" O.C. Maximum 16' projection from host structure. For stud walls use 1 /Y x B" L-Bolts @ 48" O.C. and Y square washers to attach sole plate to footing. Stud anchors shall be at the sole plate only and coil strap shag lap over the top plate on to the studs anchors and straps shall be per manufacturers specifications. 3A.8 Anchor Schedule for Composite Panel Room Components Connection Description 80 -100 MPH 110 -130 MPH 140 -150 MPH Receiving channel to roof #10 x (I'+l/2") SMS #10 x (T+112') SMS #10 x (T+1/2') SMS panel at front wall or at the 1 @ 6' from each side de @ 6" from each 1 @ 6" from each receiving channel. of the panel and of the panel and of the panel and 0.024" or 0.030" metal i @ IT O.C. 1 @ 8' O.C. 1 @ 6- O.C. 1/4' x 1-1/2" lag IW x 1-10 lag 318' x 1-VZ* lag Receiving channel to 1 @ 6' from each end of 2 @ 6' from each end of 2 @ 6" from each end of wood deck at front wall. receiving channel and receiving channel and receiving channel and #2 pine or p.tp. framing 1 @ 24- O.C. 2 @ 24" O.C. 2 @ 24" O.C. 1/4" x 1-1/2' Tapoon 1/4' x 1-11Y Tapoon 3/8' x 1-1/2' Tepcon Releving channel to 1 @ 6' from each end of 1 @ 6' from each end of 2 @ 6" from each end of concrete deck at front wall. receiving channel and receiving channel and receiving channel and 2.500 psi concrete 1 @ 32" O.C. 1 @ 24" O.C. 2 @ 24" O.C. Receiving channel to uprights, #8 x 3/4' SMS #10 x 3/4' SMS #14 x 3W SMS headers and other wall 1 @ 6' from each end 1 @ 4' from each end 1 @ 3" from each end connections of component and of cam rent andr3/B'x omponent and 0-024" metal 10 36" O.C. 1 @ 24' O.C.fI-lWlag D.C. 0.030" metal 1 @ 48- O.C. 1 @ 32- O.C.D.C. channel to existing 1/4" x 1-1l2" lag 1!4' x 1-1lY laggReceiving beam, host structure, deck 1 @ 6' from each end 1 @ 4' from each end endwood Infill connections to wood ofcomponentand of component and ndor 1 @ 30' O.C.1 @ Is- O.C.. Receiving channel to existing 1W x 1-3/4' Tapoon 1/4' x 1-1/2" Tapoon 1-1/2' Tapoon concrete beam, masonry wall, 1 @ 6' from each end 1 @ 4' from each end 1 @ 3" from each end slab, foundation, host structure, of component and of component and of component and or Infill connected to concrete. 1 @ 48- O.C. 1 @ 24' O.C. 1 @ 24- O.C. 1 @ 6" from each end 1 @ 4' from each 1 @ 3- from each Roof Panel to top of wall of component end of component end of component -wood &1@12"O.C. &1@8"O.C. &1@6'O.C. a.T #10 x'r+1-1/2" #10 x'r+1-10 #10x"r+1-11T b. To 0.05"aluminum #10x"t"+1/2' #10 x'r+11Y #10x"t"+112' Notes: 1. The anchor schedule above Is for mean roof height of 0-20•, enclosed structure. exposure'B', I = 1.0. maximum front wall projection from host structure of 19, with maximum overhang of Z, and 19 wall height. There Is no restriction on room length. For structures exceeding this criteria consult the engineer. 2 Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side at the required spacing. 3. Wood dark materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of anchors by 0.75. Reduce spacing of anchors for "C' exposure by 0.83. 4. Concrete is assumed to be 2,500 psi @ 7 days minimum. For concrete strength other than 2.500 psi consult the engineer. Reduce anchor spacing for'C' exposure by 0.83. 5. Tapcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1-1/2" embedment at minimum 5d spacing from concrete edge to ranter of anchor. Roof anchors shall require 1-114' fenderwasher. Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind load Diameter Anchar x Embedment Number of Anchors 1 2 3 4 1/4'x 1' 264#/11SF 528#/22SF 792#/33SF 1056#/44SF 114" x 1-1lY 39BN17SF 792#/33-SF 1188#/50SF 15UN66SF 114"x2-1/2" 66MBSF 1320#/SSSF 1980#/83SF 2640#(/11DSF 5116" x 1" 312#/113SF 624#/26SF 936#/39-SF 1248#/52SF 5/16" x 1412" 466f#20-SF 936#/39SF 14D4##/59-6F 1872#f78SF 5116" x 2-1/2" 780#/33SF 15609165SF 2340#198SF 312041130SF 318'x 1" 356##15SF 712##/30SF 1068#/45SF 1424#159SF 318'xi-1/2' 534#122-1 1068#1401 F 1fi0967SF 2136t#189-SF 3/8"x2-1/2" 890#/37SF 1780#174SF 2670#1111SF 3560##148SF 1. Anchor must embed a minimum of 2' Into the primary host ' � - I WIND LOAD CONVERSION TABLE: For Wind ZoneslReglons other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION Applied Load CONVERSION FACTOR 100 26.6 1.01 Ila 26.8 1.01 120 27.4 1.00 123 28.9 0.97 130 322 0.92 140-1 37.3 0.85 140-2 37.3 0.86 150 42.8 0.80 Allowable Load Covvrsion Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Multipllers Tension Shear 12d 1.10 127 lid 1.07 1.18 10d 1.03 1.09 9d 1.00 1.00 ad 0.98 0.90 7d 0.95 0.81 Bit0.91 0.72 Sri 0.88 0.63 Note: 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between anchors shall not be less than 9d where d is the anchor diameter. 2 Concrete screws are limited to 2' embedment by manufacturers. 3. Values listed are allowed loads with a safety factor of 4 applied. 4. Products equal to raw] may be substituted. . 5. Anchors receiving loads perpendicular to the diameter are in tension. Anchors receiving loads parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required by dividing the uplift load by the anchor allowed load - For a 2' x 6' beam with: spacing = 7-0' O.C.; allowed span = 26-V (fable 1.1) UPLIFT LOAD=1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBEROFANCHORS = [1/2(25.75') x 7x 7#/Sq. Ft)/ALLOWED LOAD ON ANCHOR NUMBEROFANCHORS = 630.875#/300# = 2.102 Therefore, use 2 anchors, one (1) on each side of upright Table Is based on Rawl Products' allowable loads for 2.500 p.s.i. concrete. J Q Z (1) 20 Z0 CD IY J W } o- U_ U I)f =3 U IX Q I - CO Z 2W =) W Z !Y fn J Q W m () O W .J F- a LU OW IL U fn CO J W O= U P¢3 Q 0 OQ F'- U W in co (O [N7 z LL WLL� � 11 W 1! LL LL Lua. J O ¢�ov d O W a �.. U 1 LL to J N Z) C3 m r N 0W Ld y x t to as o 0 J m U.>p d£ C 60. o a W a, z W O a O `< LL < 62 X LL in Lai za MCI 30 QS z O M- 0 ul W o 0 o N ' Z W Z f W Z m W ui ui W a z LL W rn g 0 O LL N- O W Z 0 O o to U D t1 � Z � O (L W Q o z � O W LL o F o ^ N � rp O S t9 Z tz tu z_ SHEET J W z W 0 z U) 9 Z m 08-12-2010 OF 12 0 ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:. 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural Capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense} shall hire an architect or engineer to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum five load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans 6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 7. Composite panels can be loaded as walk on or uniform loads and have; when tested, performed well in either test. The composite panel tables are based on bending properties determined at a deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 112" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" D.C. each wa 10.5pans may be interpolated between values but not extrapolated outside values. 11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealant Panet area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating 15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16.Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304. or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners;that are warrantied as contusive resistant shall be used; Unprotected steel fasteners shall nottie used. -ROOF,:P..ANELS DESIGN STATEMENT: 1. The roof systems are main force resisting systems and components and cladding in conformance with :the:2007;F7orida Building Code w/ 2009 Supplements. Such systems must be designed using loads for .components and cladding. Section Tuses ASCE 7-05 Section 6.5, Analytical Procedure for The procedure assumes mean roof height less than 30'; roof slope 0 zompopents and Cladding Loads. .to 20 1='0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen'Roons and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are b:06,for.oPen structures, 0.18 for enclosed structures. All pressures shown are in PSF. A. 'freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design wind,loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor-of.0.75_ 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms. 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Conversion Table 7A Load Coriversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B" to "C" Exposure "B" to "D" Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 -15' 1.21 0.91 0.94 1.47 0.83 0.88 15'-20' 129 0.88 0.92 1.54 0.81 0.87 20'-25' 1.34 0.86 0.91 1.60 0.79 0.86 25' - 30' 1 A0 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS i- i 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = V-0" M 12.00' I' 4,2kWjQE?x)3iaRISEgt7f- fifRLO'CKING=ROOF PANEL SCALE: 2" = T-O" ¢T 1 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = V-0" ALUMINUM SKIN TABLES Open Structures Mono Sloped 1= 0.87 for 90 to 100 MPH 1=0.77for100to150MPH KCp1= 0.00 Zone 2 loads reduced by 257. Screen Rooms & Attached Covers . = 0.87 for 90 to 100 MPH I=0.77for100to 150 MPH KCpi - 0.00 Zone 2 Glass & Modular Enclosed Rooms & Roof Overs I=1.00 KCpi = 0.18 Zone 2 Overhang / Cantilever All Rooms 1-1.00 KCpi = 0.18 Zone 3 Basle Wind Pressure Effective 50 T25 Area 10 Basle Wlnd Pressure Effective Area Basle Wind Pressure Effective Area Basic Wind Pressure Effective Area 50 20 Flo 50 20 10 5D 20 10 100 MPH 13 13 16 .25 17 20 23 26 17 23 27 30 17 27 38 45 110 MPH 14 .14 17 20 1B 21 25 28 18 27 32 36 18 33 46 55 12 MMPH 17 17 20 23 22 25 3D 33 22 32 39 43 22 39 54 65 123 MPH 18 17 21 24 23 .26 32 35 23 34 41 45 23 41 57 69 130 MPH. 20 20 23 27 28 29 35 39 26 38 45 51 26 46 64 77 140-1 MPH 23 23 27 31 - 30 34 40 46 30 44 53 59 30 53 74 89 14D-2 MPH 23' 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89 15o MPH 26' 26 3236 34 39 46 52 1 34 51 60 68 34 61 85 102 ' Minimum live load of 30 PSF controls In high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C or "D" see Table 7B on this page. Anchors for composite panel roof systems were computed on a load width of 1U and a maximum of 20' projection with a T overhang. Any greater load width shall be site specific. E.P.S. CORE z a :. SIDE CONNECTIONS VARY a o I:: (DO NOT AFFECT SPANS) 48.00" COMPOSITE ROOF PANEL [INDUSTRY STANDARD]_ SCALE: 2" = V-0" PRIMARY CONNECTION: (3) #• SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL #10 x 3/4' S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2' = 1'-W ROOF PANEL TO WALL DETAIL SCALE: 2" = 1' -W SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL # ' x 1/2' S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS 1-.1/2' x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-02 SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL # • x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 112" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH #_ x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW_ # • x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # • x 1/2' S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 100 -1231 130 1 140 1 150 #8 1 #10 1 #12 1 #12 EXISTING TRUSS OR RAFTER (2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: #10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12' O.C. EXISTING FASCIA 6" x T x 6' 0.024" MIN. BREAK FORMED FLASHING PAN ROOF PANEL POST AND BEAM (PER TABLES) ALTERNA,f,tiM081[Eet10ME FLASHING FORAFOURT, IOW I L)tCONS7'RIJ ,Tl_ON - � PAN'ROOF=PANES`= ��__ SCALE: 2' = 1'-Y INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6' O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. O z Lu W 0- Of O LL W to 0 O z K W W Z 0 z W O LL _ .. dw mm ZO LL d= am n o O z � to d w , C Q L J z E Z (A W � p LU W o ui a 20 Cn Z ry O L� O O a� N z Z m J co Cl) U ui ui WZ -6Z 1-UJ 0 CO W O- IL z W od 0 J to g �U ZLii o H J J Q �0- W z U� C W o V 0 I --Co Q Z W O z N Z O IY a �W WZ in zv Qw EL o f) LL LU JO W ""I Q O Q LL N CID (O n CO r Z N J � M LL W E: ?mat W Z C xE 0 a O LL n '+ � 0 m C ~ LL C U m r N o n a m y i no LLI J 0 j O � U ' � n J , W SEA K W SHEET z -U' w Izu Lu Lo 10A z m 12 08-12-2010 OF p EXISTING TRUSS OR RAFTER #10 x 1-112" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4' S.M.S. OR WOOD SCREW SPACED @ 12- O.C. #8 x 1/2" S.M.S. SPACED @ 8` O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2" =1'-0" #14 x 1!2` WAFER HEADED WOOD FRAME, MASONRY OR / — S.M.S. SPACED @ 12` O.C. OTHER CONSTRUCTION FOR MASONRY USE (2) 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12" O.C. FOR WOOD USE: #14 x 1-112" S.M.S. OR WOOD SCREWS @ 12" O.C. FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2" =1'-0' WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-114" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "[". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION-1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. =pN - HORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING INVERSION: 1100-1231 130 1 140 150 #8 1 #10 1 #12 #12 EXIST.INGTRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE #8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE C) Lu -0 if 1-112" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE SCALE: 2" = T-W REMOVE RAFTER TAIL TO HERE �--- REMOVE ROOF TO HERE I � I #8 x 1/2" S.M.S. SPACED @ 8' O.C. BOTH SIDES FLASH UNDER SHINGLE COMPOSITE ROOF PAN HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = T-0" EXISTING TRUSS OR RAFTER (2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I #10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6` x T x 6" 0.024" MIN. BREAK FORMED FLASHING ROOF PANEL* .. :...a....::::. .: SCREW #10 x (T + 1/21) W/ 1-1/4" FENDER WASHER FOR FASTENING TO ALUMINUM USE TRUFAST POST HD x ("P + 3/4") AT 8" O.C. FOR UP TO 130 MPH AND BEAM (PER WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES) 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2"= V-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER HEADER IS USED AS FLASHING ONLY. HOST STRUCTURE TRUSS OR RAFTER 1- FASCIA (MIN.) z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN.ANCHORTO FASCIAAND RISER OF PAN AS SHOWN #8 x 3/4" SCREWS @ la"O.C. #8 x 112" SCREWS @ EACH RIB ROOF PANEL ----- ao 1-1/2' x 1/8' x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 #8 x 1/2° S.M.S. @ 8" O.C. HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE: FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4' x 1-114" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24- O.C.FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. #8 x 1/2" ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING 6' T 3" COMPOSITE ROOF PANEL (SEE SPAN TABLE) STRIP SEALANT BETWEEN _lul FASCIA AND HEADER 1/2" SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16- O.C. EACH WAY FASTENING SCREW SHOULD BE A MIN. OF 1" BACK FROM THE EDGE OF FLASHING WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL IS LESS THAN 314" THE FLASHING SYSTEM SHOWN IS REQUIRED ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 2" = l'-0" NOTES: 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED_ 12" .03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 10 SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOSTSTRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME N z THICKNESS AS PAN (MIN.) `i EXTEND UNDER DRIP EDGE 1' MIN.ANCHORTO FASCIAAND RISER OF PAN AS SHOWN z 1" FASCIA (MIN.) k #10 x 1-1/2" S.M.S. @ 16" O.C. w 0.040' ANGLE W/ #8 x l/2" w S.M.S. @ 4' O.C. 0 m� COMPOSITE ROOF PANEL m w m O z K w w HEADER (SEE NOTE BELOW) 0 #8 x (d+1/2") S.M.S. @ 8' O.C. w tr FOR MASONRY USE 0 a 1/4' x 1-1/4" MASONRY ANCHOR OR EQUAL -@ 24" O.C.FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2" = 1'-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" = V-0" S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2°) LONG CORROSION RESISTANT S.M.S. PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x l' OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. w 0 0 U J Q Z (n Q 20 - 0 Q W' W J 0 J Z O_ p W °6 W U Z Z U } O Of LLI ~ Q Q UZ a 2 w IL W 0) J Q "t m CO n rn n Z .J lu cNn M LL LU Ci " 2 m E W 0 c m Lu O a a �qzv m m a0 N j o O' Cc) c Lll roof r m U > # C d 00 `- La 3 m a) w y 08-12-2010 OF OQ 0 <o o� mw �a 3� 8g z O I= o Ld w a o 0 N z r) z f w z m w ui w IL w U) �y 3 o LL 0 o z O O U y 0 g z � o w a o m O tr K � O w L H o N N m w EET = z z w 10B z w 12 0 CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF (SPAN PER TABLES) #8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER wI IA II >II VABu IIB z O 0 w fO O a /� EXISTING TRUSSES OR RAFTERS IIHOST STRUCTURE II II II FASCIA OF HOST STRUCTURE 2" x _ RIDGE OR ROOF BEAM (SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED / *— W / VARIES A ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUALJOB COMPOSITE ROOF: #8 x "t" +1/2" LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 1-1/4"0 FENDER WASHERS @ PLAN VIEW 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = V-0" 2" X 2" x 0.044" HOLLOW EXT. 5/16"0 x 4" LONG (MIN.) LAG SCREW FOR 1-112" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" i O.CFFOR, UP TO 130 MPH WIND SPEED "D" ' EXF 61SURE; 6" O.C. ABOVE 130 i 4PH AND UP TO A 150`MPH WIND SPEED "D" EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: 2" = V-0" 30# FELT UNDERLAYMENT W/ 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 0.024" FLASHING UNDER AGAINST EXISTING ROOF EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8 MIN. 1-1/2" PENETRATION 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. 1" @ INSIDE FACE EXISTING RAFTER OR FASTEN W/ (2) #8 x 3" DECK SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS A - A - SECTION VIEW SCALE: 1/2" = V-0' RIDGE BEAM COMPOSITE PANEL BEAM (SEE TABLES) REMOVE EXISTING SHINGLES 2" x 6" FOLLOWS 1" x 2"-OR 1" x 3" FASTENED UNDER NEW ROOF ROOF SLOPE TO PANEL W/ (2) 1/4" x 3" LAG SCREWS W/ WASHERS .FOR 140 8 150 MPH USE 12 (2) 3/8" x 3" LAG SCREWS W/WASHERS Q 6 B - B - ELEVATION VIEW SCALE: 1/2" = l'-W ATTACH TO ROOF W/ RECEIVING CHANNELAND — (8) #10 x 1" DECK SCREWS � AND (8) #10 x 3/4" S.M.S. RIDGE BEAM 2" x 6" EXISTING 1/2" OR 7116" POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" = V-0" I B - B - PLAN VIEW SCALE: 1/2" = V-0" POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4)1/4- x 1-1/2" LAG SCREWS AND (2) 1/4" x 4" THROUGH BOLTS (TYPICAL) TRUSSES OR RAFTERS (2)1/4" x 4" LAG SCREWS AND WASHERS EACH SIDE RISER PANEL ALL LUMBER #2 GRADE OR BETTER (OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL FOR FASTENING TO WOOD SCALE: 2" = V-0" USE TRUFAST SD x Cr + 1-112") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE"D" ALL LUMBER #2 GRADE OR BETTER (OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 19-0" OR LESS (3) #8 WASHER HEADED m SCREWS W/ 1" EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS n W O Z LL G a� UNTREATED OR PRESSURE z >; TREATED W/ VAPOR BARRIER w C A COMPOSITE PANEL UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" = V-0" PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER #10 x 2" S.M.S. @ 12" O.C. EXISTING FASCIA 3" PAN ROOF PANEL (MIN. SLOPE 1/4": 1') (3) #8 x 3/4" S.M.S. PER PAN W/ 3/4" ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS SEALANT 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WAY SEALANT - = .- BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 7 SCALE: 2" =1'-0" EXISTING FASCIA PLACE SUPER OR EXTRUDED EXISTING TRUSS OR RAFTER �— GUTTER BEHIND DRIP EDGE SEALANT #10 x 2" S.M.S. @ 12" O.C. 1/2" 0 SCH. 40 PVC FERRULE SEALANT - (1) # 8 x 3/4" PER PAN RIB ONLYT3" CAULK EXPOSED SCREW I HEADS POST SIZE PER TABLES PAN ROOF PANEL INSTALL W/ EXTRUDED OR 1/4"x 8" LAG SCREW (1)PER EXTRUDED OR (MIN. SLOPE 1/4": V) BREAK FORMED 0.050" TRUSS / RAFTER TAIL AND SUPER GUTTER ALUMINUM U-CLIP W/ (4) 1/4"x 1/4" x 5" LAG SCREW MID WAY 3" HEADER EXTRUSION 1-1/2" LAG SCREWS AND (2) BETWEEN RAFTER TAILS FASTEN TO PANEL W/ " 1/4" x 4THROUGH BOLTS #8 x 1/2" S.M.S. EACH PANEL (TYPICAL) SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 2" = V-0" J Q Q 2 U) 20 =' O¢ � O.' w J Z O U U W °6 W U Z f=. J O % U LU Imo- Q Z Z CL W tL W so It Q ,It u) ID U) n � rn� k 2 N m Z LJL W LL Z m # W 6 m m E w a w O LL n won 0 N a LL C E` O C V MrD n ¢ CO 0)_g w LLI �xt m ro o J m C m a O cl m w 07 F z U' Z w 0 m O LL � � 0 � LL a� Z< it 30 Sg z O H w w 0 0 z 2 w w J a D U) rn N w 0 O U C9 z 0 J 'm ¢ 0 O .J n 0 N v u " VdAu t, SEAL z w z SHEET U w Lz N 10C z m 12 08-12-2010 OF 0. • BREAK FORMED OR EXTRUDED HEADER _ PLACE SUPER GUTTER SEALANT BEHIND DRIPEDGE #10 x 4" S.M.S. W/ 1-1/2"0 FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & EXISTING TRUSS OR RAFTER WASHERS SEALANT CAULK EXPOSED SCREW #10 x 2" S.M.S. @ 24' O.C. HEADS 3" COMPOSITE ROOF PANEL 1/4" x 8" LAG SCREW (1) PER (MIN. SLOPE 1/4' : l') TRUSS / RAFTER TAIL 1/2" 0 SCH. 40 PVC FERRULE EXISTING FASCIA EXTRUDED OR SUPER GUTTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2" = V-0" OPTION 1: 2" x _ x 0.050" STRAP @ EACH COMPOSITE SEAM AND 1/2 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS (3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED (3) #10 x 3/4" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1/2"0 SCH. 40 PVC FERRULE SEALANT #10 x 2" S.M.S. @ 24" O_C. 3" COMPOSITE ROOF PANEL — — — — — :. (MIN. SLOPE 1/4" : l') EXTRUDED OR 3" HEADER EXTRUSION EX)STING TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL W/ EXISTING FASCIA #8 x 1/2" S.M.S. EACH SIDE @ 12" O.C. AND FASTEN TO SEALANT GUTTER W/ LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = V-0" GUTTER BRACE @ 7-0" O/C CAULK SLOPE COMPOSITE ROOF J / SUPER OR HEADER EXTRUDED CAULK GUTTER SOFFIT 2" x 9' BEAM i (2) #10 x 1/2" S.M.S. @ 16" O/C / 2" 0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" = P-0" ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF as 12. -\\,, 3/8" x 3-112" LOUVER VENTS FASCIA COVERS PAN & SEAM ® OR 3/4"0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-11T & 3" RISER PANS GUTTERS FOR 2-112"AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8" x 4" LOUVER @ 12" FROM EACH END AND 48' O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2' = V-0' FLASHING 0.024" OR 26 GA. GALV. 2" x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2-318" LAG SCREWS @ EACH ANGLE MIN. 2" x W x 0.050" S.M.B. (4) #10 S.M.S. @ EACH ANGLE EACH SIDE I- A 1B A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2' LAG SCREWS PER SIDE OR (2) 1/4" x 2-114" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3- (ALTERNATE) (1) 1-3/4" x 1-3/4" x 1.3/4' x 118" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" =1'-0' RECEIVING CHANNEL OVER BEAM ANGLE PROVIDE 0.060' SPACER @ RECEIVING CHANNEL ANCHOR POINTS (2) #10 x 2-1/2' S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX_ W/ 2" x 6' SUB FASCIA 2" x 6" S.M.B. W/ (4) #10 S.M.S. @ EACH ANGLE EACH SIDE NOTCH ANGLE OPTIONAL MUST REMAIN FOR ANGLE STRENGTH CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) SCALE: 2" = l'-0' RIDGE CAP #8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS #8 x 1/2' S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: #8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER PAN ROOF ANCHORING DETAILS ROOF PANEL TO BEAM DETAIL WHEN FASTENING TO SCALE: 2" =1'-0" ALUMINUM USE TRUFAST HD x I-0 + 3/4"1 AT 8" O.C. =1. 110 — 130 MPH V1 EXPOSURE "D"; ABOVE 130 MPH 150 MPH VI EXF CAULK ALL EXPOS HEADS 8 FORCOMPOS #10 x (t + 1/2 1-1/4"0 FENDEF @ 12- O.C. PANEL THICI @ ROOF BEARIN( (SHOWN) ANC NON -BEARING ELEI SEALANT PAN HEADER (BREAK - FORMED OR E)CT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION PAN OR COMPOSITE ROOF PANEL #8 x 1/2' S.M.S. (3) PER PAN ALONG PAN BOTTOM AN=ROOFS d EN #8 x 1/ " A M.S. 2-P NEL 3/ !N"UM:PANeVJASHER PANEL FABLES SECTION 7) DRTING BEAM FABLES) rn O w rn 9 mn dN mm p 3 wit Z LL 0 a� y 0 0 �E rri H H 0 w 3 �E zQ m a y CD .o o¢ o9 c <ur Zo 3� vg J Zo z U) Lu o a2 J aoQ N Z F- (' W J Li z f z 0 a-' C6 a W W X U Z rn o J Z O Lu U W H Q Z V z yz a 9 W 0 to Z_ 0� 0 c K LL Q o N coco �k CID 2r m LL m J E LL W (D m W LL -, O n 'Rr v m C j a C U M n m I a LU ro o co J pm � IV L9 z lu w W SHEET z 0 z w 10D z w 12 0 08-12-2010 1 OF 0.024" x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 118" x 3" x 3" POST OR SIMILAR #10 x 4" S.M.S. W/ 1/4 x 1-1/2" S.S. NEOPRENE WASHER @ 8" O.C. SEALANT #8 x 9/16"TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS (3)1/4"0 THRU-BOLTS (TYP.) #8 x 9/16"TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM 0 POST DETAIL SCALE: 2" = V-0" 0.024" X 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2" x —SELF MATING BEAM FASTENING OF COMPOSITE PANEL' SEALANT #8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8" WELDED PLATE SADDLE W1(2) 1/4" THRU-BOLTS #5 REBAR IMBEDDED IN TOP �OF.GONCRETE COLUMN (BY OTHERS) WHEN-fMTENING TO ALUMINUM USE TRUFAST HD x ("1"+314") AT8" O.C. FOR UP TO 130 MPH WIND SPALD EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" PANEL ROOF TO RIDGE BEAM (� CONCRETE POST DETAIL SCALE: 2' = l'-0' 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET #8 x 112' CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 112" S.M.S. W/ 1/2" 0 WASHER. x W TYPICAL INSULATED PANEL SCALE: 2" = l -W NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 518" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE IT ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL. 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 112"CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL 3/8" TO 1/2" ADHESIVE BEAD FOR A 1"WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2 : 12 SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE*. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THATTHERE IS A 1' WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. FOR AREAS UP TO 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA - ADHESIVE: BASF DEGASEALTM 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. COVERED AREA TAB AREA W/ 1" ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION MIN. ROOF SLOPE 2-1/2: 12 0 0 0 0 0 0 o SUBSEQUENT ROWS 0 3/8' TO 1/2" ADHESIVE BEAD FOR A 1"WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2: 12 AND GREATER 1.. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL. 4. APPLY 3/8"0 BEAD OF BASF DEGASEALTM 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. -INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.& 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK = SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C. EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES. COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE: N.T.S. O Z w a tr O LL w to 0 O z it w w z 0 z w x O dA In A m� O z 3 i C da ti 00 z w z_ Q 0 coo0 m o0 a� �o 30 8g 0 iC w Z U) o a: Q 2 co J N Z oO < �' z Ue Lu z w m J 0 f ui a Z O � Z U) U W 06 LU m g M U Z o F=.. O ` Z w U o 0 V L j v0i H Q Z z Z CL o a W LL 5 z = W O Q E U 0 O w a O 2 t- "�t m � � F w uJ � tD a Z N ~ ? O V- W�v w W O' c m E 0 d W LL i 3 � t: m o p C ti 0 m 11 n O O N m t d W ro o w Q) J m Ir U > p m w N U ° o O n H Z m MANUFACTURERS PROPRIETARY PRODUCTS co SET WITH DEGASEL 2000 OR EQUAL p CHAULK AND OR ADHESIVE c ON TOP AND BOTTOM LOCK GROOVE 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561 ELITE ALUMINUM CORPORATION ELITE PANEL SCALE: 2" = V-0" Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 a ee n row•• --r- er...-r....... a -- Wind Open Structures Mon oSloped Roof I Screen Rooms &Attached Covers I Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s annoad• 3 s ann ad* 4 s aniload' 1&2 s annoad' 3 s annoad' 4 s annoad' 1&2 s annoad' 3 s aMoad' 4 s anfload' Cantilever 100 18'-10' 13 21'-1' 113. 20'-S 13 15'-1' 120 16-10' 120 15-3' 120 12'-11' 27 15'S' 23 15'-Y 123 4'-0' 45 110 18'4' 14 20'S' 14 19'-10' 14 13'S' 25 16'S' 21 15'-11" 21 11'-11" 32 1.1 ' 32 1Z-10' 32 4'-0' 55 120 16'-7' 17 18'-T 17 17'-11" 17 174' 30 15'-1' 25 13'-3' 30 10'-9' 39 12-1' 39 11'S' 39 4'-0' 65 123 16'-2- 17 18'-1' 17 1T-5' 17 12'-0" 32 13'5' 32 117-11" 32 10'-7" 41 11'-10' 41 11'-5' 41 4'-0' 69 130 15'-3" 20 1T-1" 20 16'-6' 20 11'-5' 35 12'-9' 35 174' 35 9'-5' 51 11'3' 45 10'-10' 45 3'-10' 77 140-1 12'-11' 27 15'-11' 23 15'4' 23 10'-6' 40 1-V-11' 40 11'-6' 40 9'S" 51 11'-3" 45 10'-10' 45 S-7" 89 140-2 1Z-11" 27 15'-11' 23 15'4' 23 70'S' 40 11'-11' 40 11'-6' 40 8'-9' 59 10'4' 53 9'S' 59 3'-7" 89 150 12 32 1 13'-5' 132 IZ-11" 32 94- 52 11'-1' 46 10'-9" 46 8'-2' 68 9-2' 68 8-10" 68 3'4" 102 Wind O en Structures MonoSlo ed Roof Screen Rooms &Attached Covers Glass 8 Modular Rooms Enclosed Overhang Zone MPH 1&2 s annoad• 3 s aMoad• 4 s Moad' 1&2 s annoad' 3 s annoad• 4 s annoad' U2 s annoad• 3 s armed 4 s Moad- Cantilever 100 22-2" 113 24'-9' 13 23'-11' 113 1TS' 20 19'-9' 120 1 19'-1' 20 16'-6° 23 18'.5° 23 17'-10' 23 4'-0- 45 110 21'-W 14 24'-1' 14 233' 14 1T3' 21 19'-3' 21 1&-8' 21 15'3- 27 1T-0' 27 155' 27 120 19'-6' 17 21'-9' 17 21-0' 17 15'-19" 25 1T-8' 25 17'-1° 25 17-8' 39 15'-7' 32 123 18'-11' 17 21'-2' 17 15'-5' 26 17'J' 26 16'-8° 26 17-5" 41 15'-2' 34 13'4' 41 4--0- 69 130 17'-11" 20 20'-0' 20 19'4' 20 13'4" 35 16'-5' 29 15'-10' 29 11'-9' 45 13'-2' 45 17-9' 45 4'-0' 77 140-1 16'S' 23 18'S' 23 18'-0' 23 12'S' 40�15-212340 11'-9' 45 13'-2' 45 12'-9' 45 4'-0' 89 140-2 16'-8' 23 18'-8' 23 18'-0' 23 12'S' 40 40 10'-10' S3 12'-2' S3 11'-9' S3 4'-0' 89150 15'S' 26 17'S' 26 16'-11' 26 11'S' 46 46 9'-7' 68 11'-5' 60 71'-0' 60 3'-11" 102 Wind Open Structures Mono Slo ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s annoad' 3 s annoad• 4 s ann 1&2 s ann ad* 3 s annoad• 4 s anfload, 1&2 s Moad' 3 s annoad• 4 s annoad• Cantilever 100 20'S' 113 23'-2' 13 224' 113 1 16'-0" 20 18'-6- 120 17'-10- 20 15'S- 23 1T-W 23 16'-6' 23 4-0' 45 110 20'-l" 14 2Z-W 14 21'-9' 14 15-Y 21 18'-0' 21 1T-5" 21 13'-1' 32 15'-11' 27 15'4' 27 4'-0' 55 120 18'-2' 17 20'4' 17 19'S' 17 13'S' 30 16'S' 25 '15'-11' 25 11'-10" 39 1T-3' 39 17-9' 39 4'-0' 65 123 17'-9' 17 19'-10' 17 19-2' 17 13'-2' 32 16'-Y 26 16-7' 26 11'-7' 41 17-11" 41 17-6' 1 4'-0' 69 130 16'-9- 20 18'-9- 20 18'-1' 20 17S' 35 15'4' 29 13'-6- 35 11'-0' 45 1Z4" 45 11'-11' 45 4'-0' 77 140-1 15'-T 23 17-Y 23 16'-10' 23 11'S' 40 13'-1. 40 17S' 40 11'-0' 45 12'4" 45 11'-11" 45 3'-11' 89 140-2 15-7' 23 1T5' 23 15-10' 23 11'S' 40 13'-1' 40 12'S' 40 9'-T 59 11'4' 53 10'-11' 53 T-11" 89 150--.. 13'-2_--32 16'4" 26 15'-10' 26 10'-11' 46 12'-2' 46 11'-9' 46 8'-11' 68 10'S' 60 10'4' 60 -3'S' 102 Wind Open Structures MonoSlo ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms. Enclose Overhang Zone MP 1&2 s annoad' 3 s ann cr 4 s annoad• 1&2 s annoad' 3 s annoad• 4 s ann ad* 1&2 s annoad' 3 Spann acr 4 s annoad• Cantilever IN 23'-10' 13 25S' 13 25.9' 13 19'-1' 20 21'4- 20 20'-7' 20 1T-9' 19'-10' 23 19'-2' 23 4'-W 45 2' 14 2&-11' 14 25-1' 14 18'-T 21 20'-9' 21 20'-1" 21_ 165'_. H. 27 �B_4_ 27 _1T-9'-.27_. _4-0- 55_ 1' 17 23'-5' 17 22'S' 17 17-0' 25 19'-1' 25 18'-5' 25 15'-1' 32 16-10' 32 16'J' 32 4-W 65 5' 17 22'-10' 17 22'-1' 17 16'S' 26 18'-7' 26 17-11' 26 13'4" 41 16'-5' 34 15'-10' 34 4'-0' 69 a 20 21'-7' 20 20'-10' 20 15'-10' 29 17'S' 29 17'-1" 29 IZ-8- 45 15'-5' 38 13'-9' 45 4'-0- 77 1' 23 20'-1- 23 19'S" 23 13'S' 40 16'4- 34 15'-9' 34 12'S" 45 15'-5" 38 13'-9' 45 4'-0' 89 1" 23 20'-1' 23 19'-5' 23 13'S' 40 16'4' 34 15'-9' 34 11'S' 53 13'-1' 53 12'S' 53 4'-0- 89 0' 26 18'-10' 26 18'3' 26 12'-T 46 15'3' 39 13'-7' 46 10'-11' 60 1Z4' 60 11'-11' 60 4'-0' 102 now. i omr mui panci vnum = room vnom * wau vnam * ovemang. -uesign or appilea loaa Based on the affective area of the panel Note: Below spans are based on test results from a Florida approved test lab & analyzed by Lawrence E. Bennett & U180 Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7661 Wind Zone MPH Open Structures MonoSloped Roof 1&2 3 4 s annoad• s ann spa nn I Screen Rooms 1&2 s annoad' & Attached Covers 3 4 s annoad• s annoad• I Glass & Modular 182 so aMoad• Rooms 3 s aMoad' Enclosed 4 spa Overhang Cantilever 100 22'S' 13 25'4' 13 24'S' 13 18'-1' 20 20'3' 20 19'-T 20 16-11' 23 18'-17' 23 18'.9' 23 4'-0' 45 110 22'-0' 14 24'-8' 14 23'-10' 14 IT-8' 21 19'-9" 21 19'-1' 21 15'-7' 27 1TS' 27 16'-10' 27 4'-0' S5 120 19'-11' 17 22'3' 17 21'S' 17 16'-Y 25 18'-1' 25 17'S' 25 17-11" 39 16'-0° 32 15'S' 32 4'-0' 65 123 19'-5° 17 21'S' 17 20'-11" 17 15'-10" 26 17'-8' 26 17'-1" 26 12'S' 41 .15'-7" 34 15'-1' 34 4'-0' 69 130 18'4' 20 20'S` 20 19'-10' 20 15'-0' 29 16'-10° 2929 17-1' 45 13'S' 45 13'-0' 45 4'-0' 77 140-1 17'-1" 23 19'-7' 23 18'-5' 23 12'-10' 40 15'S' 34 15'-0' 34 17-1' 45 13'S' 45 13'-0' 45 4'-0' 89 140.2 1T-1" 23 19'-1' 23 18'S' 23 12'-10' 40 15'S' 34 15'-0' 34 11'-1' 53 12'S' 53 17-0' 53 4'-0' 89 150 - 16'-0' 26-1T-11'_26 _17'4' 26 11'-11' 46 13'4' 46 12'-11' 46 10'S' 60 11'-6' 60 11'4' 60 4'-0' 102 Wind Zone MPH O en Structures 1&2 s annoad• MonoSlo ed Roof 3 4 s annoad' s aNload• Sere n Rooms 1&2 s annoad' 8 Attached Covers 3 1 4 s Moad' s aMoad' Glass & Modular 1&2 s annoad• Rooms Enclosed 3 4 s annoad' s annoad• I Overhang Cantilever 100 26'-2" 13 293" 13 1 2&-3' 13 20'-10' 20 234" 201 2Z-7- 120 19'S' 23 21'-9' 123 21'-0' 23 4'4r 45 -110- -25'-S - 74- -28-5' 14- -2T5°- 14- -20'-4-21- -27-9'- 21 -2Z-0"- 2 - -1T-11-- 27- -20'-T- 27- - 19-5 27 - 4'-0° 55 120 22'-11' 17 25'S' 17 24'-10" 17 1&-8- 25 20'-10- 25 1 20'-2 25 16'S" 32 185' 32 17'-10' 32 4'-0'. 65 123 224' 17 25-0' 17 24'-2- 17 18'3- 26 20'-5. 26 19'S' 26 16'-1' 34 17'-11' 34 17'4' 34 4'-0' 69 130 21'-2' 20 23'S' 20 27-10° 20 17'4- 29 195" 29 18'-9' 29 5-2" 38 16'-11' 38 164' 38 4'-0' 77 140-1 19'S' 23 21'-11' 23 21'3' 23 16'-0' 34 17'-11- 34 17'-3' 34 15'-2- 38 16'-11' 38 16'4' 38 4'-0° 89 140-2 19'S' 23 21'-11' 23 Mr3 23 16'-0' 34 1T-11' 34 17'-3" 34 12A 0" 53 15'-9- 44 15'-2- 44 4'-0' 89 150 18'S' 26 20' W 26 1V-11- 26 13'-9- 46 1 16'-W 39 16'-2 39 17-1" 60 13'S' 60 13'-0' 60 7W j1 2 now: r uer rwr panui whim - rwm wum * watt wmn * ovemang.-uesign or applied load based on the affective area of the panel 0 FZ_ F W W n. K O LL m O Z Z 0_ W W z 0 Z W of 0 Q F o w a Q � F- a () o N L Z O 0 O rn = Z m J D_ LU p Z I j i IL z U) % Z 5 } 0 Z V o 0 Q Z O LU W W m w Z IY F— c K fn t j 0 J LL t, W F= a N N 1- O co CD CO Q d ro Z N n N Z Il W Uj W x W CO m x 'offo U W O t2t1 u- o C a c W � o n I =O W-a O v L a. W m �m tUSpm It w O) U a o O t 3 Q. � F—m- z Z o N ///��t ' /( • Y f7 (/- _Z S ui W Lu SHEET Z Z z IN co co 10G Z e� m 08-12-2010 OF 12 o * 2.00" I I A = 0.434 in? 0.040" o Ix = 0.234 in.' � Sx = 0.240 in? 6005 - T5 2" x 2" x 0.040" HOLLOW SECTION SCALE 2" = T-W * 2.00" 0.045" I I o A = 0.538 in? m Ix=0.642in' Sx-- 0.428 in? 6005 - T5 2" x 3" x 0.045" HOLLOW SECTION SCALE 2" = 1'-0" * 2.00" 0.060 I I o A = 0.768 in? M Ix = 0.530 in.' I Sx = 0.585 in' _k 6005 - T5 2" x 3" x 0.060" HOLLOW SECTION SCALE 2" =1'-0" * 2.00" I I 0.050" o A = 0.697 in? Ix = 1.428 in' Sx=0.714in' 6005 - T5 2" x 4" x 0.050" HOLLOW SECTION SCALE 2" = 1'-0" T_ 3.00" -T A = 0.552 in? -0.045" o Ix = 0.342 in' Sx = 0.342 in? 6005 - T5 3" x 2" x 0.045" HOLLOW SECTION SCALE 2" = V-W 2.00" 0.06' o A = 0.954 in? Ix = 2.987 in.' Sx= 1.195 in? 6005 - T5 2" x 5" x 0.062" HOLLOW SECTION SCALE 2" = T-O' T 2.00" j A = 0.776 in? Ix = 1.953 in. ' 0.046" o Sx = 0.977 in' 6005 - T5 STITCH W/ (1}#10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 4" x 0.046" x 0.115" SELF MATING SECTION SCALE 2" =1'-0" 2.00" A = 0.964 in? Ix = 3.688 in. ' 0.050" Sx = 1.475 in' m 6005 - T5 L-� STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.050" x 0.135" SELF MATING SECTION SCALE 2" = 1'-0" * 2.00" A = 1.098 in? 0 0.050" m Ix = 5.938 in. 4 Sx = 1.979 in' 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 6" x 0.050" x 0.135" SELF MATING SECTION SCALE 2" =1'-0" 2.02" o A = 1.277 in? 0.060" Ix = 8.873 in. ° Sx = 2.534 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 7" x 0.057" x 0.135" SELF MATING SECTION SCALE 2" = T-0' * 2.0n 0.072" o m A = 1.855 in? Ix = 16.622 in' Sx = 4.156 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 8" x 0.072" x 0.240" SELF MATING SECTION SCALE 2" = 1'-0" * 2.00" 0.072" o - oi A = 1.999 in? ix=22.116in' Sx = 4.915In' 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.072" x 0.239" SELF MATING SECTION SCALE 2" = 1'-0' * 2.00" 0.082" o ai A = 2.398 in? Ix = 27.223 in° Sx = 6.050 in' 6005 -.T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.082" x 0.321 " SELF MATING SECTION SCALE 2" = 1'-0" * 2.00" 0 0.090' c A = 3.023 in? Ix = 42.466 in' Sx = 8.493 in' 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.092" x 0.389" SELF MATING SECTION SCALE 2" = 1'-0" J Q a2 20 co Z 0 W W Z y > of W ca CL lxU z _j Q = W O z U d Q k F = U) Z w 2 W w W p tY � o a > U � J w m Q z d to w co (D Town & Country 60D5 Indicator Mark z c9 rn Z �2 j (Instructions For Permit Purposes) w v, To: Plans Examiners and Building Inspectors, Ow LJL W LLRN LLj i3 m x E These alloy indentification marks have been provided to ❑ a w Co LL 8 O FL contractors and yourself for permitting purposes. The details belowCY illustrate the alloy indentification marks and the location of such marks. w az° C y These alloy marks are used solely for our 6005 extrusions. It is C t.- ultimately the contractors responsibility that they receive and use only w m ZI m a 6005 alloy shapes when using this- engineering. We are providing this p y tO o._ M t dooumenf fo simplify the Indentification of our 6005 alloy materials to O 111 ,a be used in conjuction with our 6005 engineering. U > m A separate signed and sealed document from Town &Country h C (j p0 0 will be provided to our pre -approved contractors once the materials are 03 y 3 m purchased. M H TCI 6005 SELF -MATING ALLOY INDICATOR _ TO 6nn5 HOLLOW CATOR 08-12-2010 1 OF OQ 0 0o aW za 30 S 5 z O E w 0 N zz w J a. IL CM a� 0 w ❑ O U (7 z 0 m c K O U. 0 N W T z 0 z w W 2 2 W m 12 0 GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be 'Industry Standard" anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions, 6063T-&alloy B. Concrete, Fc = 2,500 psi @ 28 days C. Steel, Grade D Fb / c = 33.0 psi D. Wood; 1. Framing. Lumber #2 S.P.F. minimum 2 . Sheathing, 1/2" 4 ply CDX or7116' OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coaled w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality Caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotectedsteel fasteners shall not be used. 8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project covering a pool with a,salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. -,SECTION;9 DESIGN STATEMENT: Ttie anchor systems in the Fastener section are designed for a 130 MPH wind l9ad-Multipliers for other wind zones have been provided. Allowable loads include a 133% wind load increase as?prov)ded for in The 2007 Florida Building 2. Code with 2009 Supplements. The us -Of this multiplier is only allowed once and I have selected anchoring systems which include strapping, nails and other fasteners. I. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing (As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Table 9.1 Allowable Loads for Concrete Anchors Screw Size d =diameter Embedment Depth (in.) - Min. Edge DIsL 8 Anchor Spacing 5d (In.) Allowable Loads Tension Shear ZAMAC NAILIN (Drive Anchors) 114" 1-112" 1-1/4' 273# 236# 2" 1-114" 1 315# 1 236# AeTAPP;ER;(Concrete-_Screws 8W 3/16' lyl 4 MII - - ' �z. /a " - 288# 167# 1-3 15116":+._ 371# 259# -1/4" 427# ,200#,y, J '•;ti 9 i544#A W216AW 3/8" 1-1/2" -- 1.9116, ' S11# 402# 1-314' 3a18" 703# 455# POWER BOLT (Expansion Bolt 114" 2" 1"1/4' 624# 261# S116" 1-718" 936# 751# 318" 33" -1/2" 1-9116" 1 1.575# 1 1,425# 1/Y 5"1 2-112" 1 2,332p 1 2,22D# POWER STUD (Wedge -Bolt®) 114' 2.1/4' 1-114' 812# 326# 3/8" 4.1/4" 1-718" 1,358# 921# 1/2' 6" 2.112" 2,271# 1,218# 518" 7" 2.1/4' 3,288# 2,202# Wedge Bolt 1/4' 1 2-1/2" 1 24/4" 878# 385# 318" 3412" 3-114" 1.705# 916# 1/2' 4" 3.3/4" 1.774# Loss# Notes: 1. Concrete screws are limited to Z' embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are Increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. B. Manufacturers recommended reductions for edge distance of 5d have been applied. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2" x 6' beam with spacing = 7'-0' O.C. allowed span = 20'-W (Table 1.1) UPLIFT LOAD=1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 1/2(20.47)xTxl0#/Sq.FL ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright Table is based on Rawl Products' allowable loads for 2,500 ps.i. concrete. Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness IT) (Ibs.) #8 .0.164" 122 139 153 200 228 255 - #10 0.190" 141 161 177 231 263 295 #12 0210" 156 178 195 256 291 327 #14 0250" 186 212 232 305 347 389 529 114" 0240" 179 203 223 292 333 374 508 5116' 03125" 232 265 291 381 433 486 661 318" 0.375" 279 317 349 457 520 5a4 793 112" 0.50" 373 423 465 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Wall Thickness rf) (Ibs.) Screw/Bolt Single Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 08 0.164' 117 133 147 192 218 245 #10 0.190" 136 154 170 - 222 253 284 #12 0210" 150 171 188 - 246 280 293 #14 0250' 179 203 223 292 333 374 508 114" D.240' 172 195 214 281 320 358 487 5116" 03125" 223 _ 254 279 366 416 467 634 4 0.375' 268 305 335 439 499 .Still 761 1/2' 0.50" 357 406 .7 585 666 747 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness rr) (Ibs.) Double Shear 0.044" 0.050" 0.055" 0.072" 0.082' 0.092" 0.125" 40' 343 390 429 561 639 717 974 KS1Z8Nd 125" 446 508 559 732 832 934 1269 375" 536 610 670 878 998 1120 1522 50" 714 612 894 1170 - 1332 1494 2030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications In drawings. 3. Minimum thickness of frame members Is 0.036" aluminum and 26 ga. steel. Multipliers for Other Alloys 6063 T-6 1269 5052 H-25 1 1522 6005 T-5 1 2030 Allowable Load Coversion Multipliers for Edge Distances More g Than Sd Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 Bd 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 1.27 12d 125 Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 27.42 #JSF Fastener diam. min, edge distance In. ctr. to etr. No. of Fasteners 1 Roof Area (S 1 / Area 2/ Area 3/ Area 4 / Area 1/4" 112" S18' 1.454-53 2.908-106 4,362-159 5,819-212 5116" 3/8' 7/8" 1.894-69 3,788-138 5,682-207 7,576-276 3/8" 3/4' 1 1- 2,272 - 82 4,544 -166 6,816 - 249 1 9,088 - 331 1/2" 1" 1 1-1/4" 3,030-110 6,060-221 9,090-332 12,120-442 Table 9.5B Allowable Loads & Roof Areas Over Posts for Metal to Meta(, Beam to Upright Bolt Connections Enclosed Structures (a)_ 35.53 #/SF Fastener diam.ia . ctr. tr. No. of Fasteners / Roof Area S 1/Area 2/Area 3/Area 4/Area -114" "---1,454-41 -2,908-82---4.362=125-5;819=164 5116"" 1,894-53 3,788-107 5,682-160 7,576-213 318"' 2.272-64 4.544-128 6.816-192 9,088 -256 1/2"/4' 3.030 -85 6.060 - 171 9,090 - 256 12,120 - 341 Notes for Tables 9.5 A, B: 1. Tables 9.5 A & B are based on 3 second wind gusts at 120 MPH; Exposure"B"; I=1.0. 2. Minimum spacing is 2-1/2d O.C. for screws & bolts and 3d O.C. for rivets. 3. Minimum edge distance is 2d for screws, bolts, and rivets. Allowable Load Conversions for Edge Distances More Than 5d Edge Distance Allowable Multi Load Ilers Tension Shear 12d 1.25 11d 121 10d 1.18 2.00 9d 1.14 1.80 8d 1.11 1.60 7d 1.08 1.40 6d 1.04 120 Sd 1.00 1.00 Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads -and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 #! SF) (For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 1 2 3 4 1" 264#-10 SF 528#-19 SF ' 792#-29 SF 1056#-39 SF 1/4"o 1-1/2" 396#-14 SF 792#-29 SF 1188#-43SF 1580-58 SF 2-112" 660#-24 SF 1320#-48 SF 198D#-72 SF 2640#-96 SF 1" 312#-11 SF 624#-23SF 936#-34 SF 1248#-46 SF 5116"o 1-112" 468#-17 SF 936#-34SF 1404#-51 SF 1872#-68 SF 2-112" 780#-28 SF 1560#-57 SF 2340#-85 SF 3120#-114 SF 3/8'0 1" 356#-13 SF 7129-26SF 1068#-39 SF 1424#-52 SF 1-1/2" 534#-19 SF 1068#-39 SF 1602#-58 SF 2136#-78 SF 2-1/2" 89D# - 32 SF 1780# - 65 SF 2670# - 97 SF 356D# - 130 SF CONNECTING TO: CONCRETE [Min. 2,500 psQ for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment I Number of Fasteners 1 1 2 1 3 T 4 TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl 7amae Nailln or E ulvalent 1/4"0 1.112" 273#-10 SF 546#-20 SF 819#-30 SF 1092#-40 SF 2"1 316#-12SF I 632#-235F I 948#-35SF 1 1264#-465F TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 3116"o 1-1/4" 288#-11 SF 576#-21 SF 1 864#-32 SF 1152#-42 SF 1.314" 3710-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF 1/4'a 1-1/4" 365#-13 SF- 730#-27 SF 1095#-40 SF 1460#-53 SF 1-3/4' 427#-16 SF 854#-31 SF 1281#-47SF 1708#-62 SF 318'e 1-1/2" 511#-19SF 1022#-37SF 1533#-56 SF 2044#-75 SF 11J14" 703#-26SF 1406#-51 SF 2109#-77 SF 2812#-103 SF TYPE OF FASTENER = Expansion Bolts Rawl Power Bolt or Equivalent 3/8"0 050#-53SFF 211).-75F 31&W-115 420#-153 SF 75#-7S 3150#-115SF 4725#-172SF 6300#-230SF 112"e 3" 1399# - 51 SF 2798#-102 SFJ 4197# -153 SQ 5596# - 204 SF 5" 2332# - 85 SF 4664# -170 SF 6996# - 255 SF 9328# - 340 SF Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d Is the anchor diameter. 2. Allowable roof areas are based on loads for Glass / Enclosed Rooms (MWFRS); 1=1.00. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support WIND LOAD CONVERSION TABLE: For Wind ZoneslRegions other than 120 MPH (Tables Shown)• multiply allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 26.6 1.01 110 26.8 1.01 120 27A 1.00 123 28.9 0.97 130 322 0.92 140.1 37.3 0.86 140-2 37.3 Ne 150 1 42.8 1 0.80 Metal to Plywood 1/Y 4 ply 518" 4 ply 3/4' 4 ply Shear (Ibs.) Pull Out lbs.) Shear lbs. Pullout (Ibs. Shear (Ibs. Pull Out (Ibs. Screw0 #8 93 48 113 59 134 71 #10 100 55 120 69 141 78 fH2 118 71 131 78 143 94 #14 132 70 145 88 157 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tension Ibs.) Shear Tanslon Ibs. Shear 129 1761 210 325 5/31 187 263 340 490 3116" 262 1 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored. to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size wl Wind Zone Use Next Larger Size for "C" Exposures Maximum Screw / Anchor Size Max Size of Beam Upright Attachment Type Size Description To Wall 0 To Upright/ Beam 0 2" x 4' x 0.044" Angle 1' x 1' x 0.045" 3116, #10 2" x 4" x 0.044" Angle 1' x 1' x ill 6(0.063) 3116' #12 2" x 5" x 0.072" U-channel 1-1/7 x 1-1/2' x 1-1/2' x 0.125' 1/2' #14 2'x 6'x 0.072" U-channel 1'x2-1/8'x 1'x 0.050" 5116' 5116 Yx 8'x 0.07Y Angle t'xt'x 118"(0.125") 3116' #12 2"x 10" x 0.072" Angle 1-1/2" x 1-1/2" 1/16'(0.062) 1/4' #12 2'x Tx 0.07Y Angla 1-1/2"x1-1/2'3116"(0.188') 1/4' # 44 Y x 10" x 0.072" Angle 1-1/2' x 1-11T 1/8'(0.062) 1/4' #14 2" x 7" x 0.072" Angle 1.314" x l-W4' x 1/8"(0.125") 1/4" 914 2" x 10" x 0.072" U-channel l-W4' x 1-3W x 1-0/4" x 1/8' 3/8- #14 Yx 10"x 0.072" Angle 2'x Yx 0.093' 3/8" �- 2' x 10" x 0.072" Angle 2" x 2" x 1/8"(0.125") 5116' S116" 2'x10-x 0.072" Angle Yx 2'x 3/16"(0.313') 1/P Ir. Note: 1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam / upright found in table 1.6. 2. For post attachments use wall attachment type = to wall of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wall thickness. 3. Inside connections members shall be used whenever possible Le. Use In lieu of angles where possible. 4. The thicker of the two members u channel angle should be place on the Inside of the connection If possible. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for' Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 91 SF) (For Wind Regions other than 120 MPH. Use Conversion Table at Bottom of this oacel CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of � Embedment Number of Fasteners 1 2 3 4 Iwo 1" 264#-7 SF 528#-15 SF 792#-22 SF 10%#-30SF 1-1/2" 396#-II SF 792#-22 SF 1188#-33 SF 1584#-45 7 2-tf2' 660#-19 SF 1320#-37 SF 1980#-56 SF 2640#-74 SF 1" 312#-9 SF 624#-18 SF 936#-26SF 1248#-35 SF 5/16"0 1-11Y 468#-13SF 936#-26SF 1404#-40 SF 1872#-53SF 2-112" 7801E-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF 1" 356#-10SF 712#-20 SF 1 1068#-30 SF 1424#-40 SF 318"o 1-1/2" 534#-15 SF 1068#-30 SF 1602#-45 SF 2136#-60 SF 2------890#--25 SF 178D#-50 SF 1 2670#-75 SF 13560#-100 SF CONNECTING TO: CONCRETE [Min- 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Length of Diameter Embedment Number of Fasteners 1 '2 3 4 PE OF FASTENER = "Quick Set" Concrete Screw Rawl Zamac Nailln or Equivalent 1/4"e 1-112" 233#-8 SF 466#-17 SF 699#-25 SF 932#-34 SF 2" 27011-10 SF I 540#-20SF I 810#-30 SF i 1080#-39 SF PE OF FASTENER = Concrete Screw Rawl Ta per or Equivalent 3116"0 46#-7S 2#-91514" 4#-14 SF 738#-21 SF 984#-28SF2 6#8SF 1 951#-27 SF 1268#-36 SF 1/4"a 1-112" 365#-10SF 730#-21 SF 1095#-31 SF 1460#-41 SF 1-0I4" 465#-13 SF 930#-26SF 1395#-39 SF 1860#-52 SF 318"o 1-1/2^ 1 437#-12 SF 874#-25 SF 1311#-37 SF 1748#-49 SF I-W4' 1 601#-17 SF 1202#-34 SF 1803#-51 SF 2400-68 SF PE OF FASTENER = Expansion Bolts Rawl Power Bolt or Equivalent 318"e 2-1/2' 1205#-345F 241o#-fi8 SF .3615#-102 SF 4820#-136 SF 3-112' 1303#-37 SF 2606#-73 SF 13909#-110 SFJ 5212#-147 SF 112"o 3" 1806#-51 SF 13612#-102 SFJ 5418#-152 SFJ 7224#-3S 20F 5" 1993# - 56 SF 3986# -112 SF 5979# -168 SF 7972# - 224 SF Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d is the anchor diameter. 2. Allowable loads have been Increased by 1.33 for wind loading. 3. Allowable roof areas are based on loads for Glass / Partially Enclosed Rooms (MWFRS) I =1.00 WIND LOAD CONVERSION TABLE - For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the comrersion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 25 1.22 110 30 1.11 120 35 1.03 123 37 1.00 130 42 0.94 1404&2 48 0.88 150 1 56 1 0.81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete Wood 2" x 10' 114" #14 1/4' 1/4" 2"x 9" 114" #14 1/4' 1/4" 2"x 8" 114" #12 114" #12 2'x7" 3116" #10 3116' #10 2" x 6' or less 1116" #8 3/16' #8 Note: Wall, beam and upright minimum anchor sizes shall be used for super gutter connections. Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes Metal to Metal Anchor Size #8 #10 #12 #14' &1 S" 318" #8 1.00 0.80 0.58 0.46 027 0.21 4it, - -0.80 1.00 0.72 0.57 0.33 026 #12 0.58 0.72 1.00 0.78 OAS 0.36 #14 0.46 0.67 0.78 1.00 0.59 0.46 5116" 0.27 0.33 0.46 0.59 1.00 0.79 3/8' 021 0.26 0.36 0.58 0.79 1.00 Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors (concrete screws: 2" maximum embedment) Anchor Size 3116" 114" . 318" 3116" 1.00 R83- 0.50 1W 0.83 1.00 0.59 3/8' 0.50 0.59 1.00 Dyne Bolts (i-M" and 2-114" embedment respectively) Anchor Size 3/16" 1/2' 3116' 1 1.00 1 0.46 w" 1 0.46 I 1.00 ' Multiply the num&r of #8 screws x size of anchor/screw desired and round up to the next even of screws. Example: If(10)#8 screws are required, the number of #10 screws desired Is: 0AX 10=(8)#10 d N o z�o 'O LL m �E 4 of w �E z Q m �$ y OQ n O 00 O O� y � LL ui zo io 5 Z Q E w Z to o 2 U N Z 0 F a z J W W Z W a > N W U (Z o } U) ULL c°) Q N Z J W to Z_ of o U) O aLL 0 N a 7 of D D co Z W S K - W W SHEET Z Z W 12 Z co m 08-12-2010 I OF 1210 s ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following pages has been prepared in compliance.with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Sliding, P.E. #34927 and a copy of his letter is available upon request. A co of Bean Sfiein s' letter is of review and statement no financial interest p eq py g posted on my web site, www.lebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual prior to becoming a authorized user and bi-annua Ily thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual Statement, Index, Legend, and Inspection Guide for Attached & Free- Standing Covers and Uglify Sheds. SHEET 2: Design Checklist for Attached & Free -Standing Covers & Utiity Sheds, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Form. SHEET 3: Elevation, plan views , & sections of carports and utility sheds and wall uplift example. SHEET 4: Termite shield Detail, side and end views of single bay & double bay carport forth wall frames, end and side views of gable carports. SHEET 5: OSB Sheating Specifications SHEET 6: Knee brace to post details, double beam to post connection detail, and alternate 4th wall beam connection detail. SHEET 7: Beam and post connection details, ribbon footing detail, dowel detail, and tube column base schematic. SHEET 8: Slab -footing details, utility shed elevations views, pan wall connection detail, allowable beam splice locations & detail, and span examples. SHEET 9A-110: Tables showing 110 mph roof beam spans. SHEET 9A-120: Tables showing 120 mph roof beam spans. SHEET 9A-130: Tables showing 130 mph roof beam spans. SHEET 9A-1401: Tables showing 140-1 mph roof beam spans. SHEET 9A-1402: Tables showing 140-2 mph roof beam spans. SHEET 913: Tables showing allowable posts and footings. SHEETSC: Tables showing allowable spans & heights for panels and stud spacing. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET IOB: Roof connection details. SHEETIOC: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. LEGEND This engineering is a portion of the Aluminum Structures Design Manual ('ASDM')*developed and owned by Bennett Engineering Group, Inc. ("Bennett'). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor. 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing he license granted in such agreement. 1.4. Will not alter, amend, or obscure any notice on the ASDM; 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute Infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non4nfringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements; or (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennetrs entire liability, if any, for any claim(s) for damages relating to Contractors use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, i ncidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attorneys' fees, the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. CONTRACTOR CONTRACTOR LICENSE NUMBER COURSE NUMBER 0002299 ATTENDANCE DATE OCI U CONTRACTOR SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE NUMBER ATTENDANCE HAS BEVERIFIED: (INITIAL) INSPECTION GUIDE FOR ATTACHED & FREE-STANDING COVERS AND _, , UTILITY SHEDS 1. Check the building permit for the following: Yev No a. Permit card & address . . . . . . . . . . . .. . . . . . . . . . . . . . . . — b. Approved drawings and addendums as required . . . . . . . . . . . . . . . . c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . . d. Notice of commencement . . . . . . . .- 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for. Yes No a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . ..s!✓ — b. Beam sizes, span, spacing & stitching screws (e required). . . . . . . . . . . . — c. Purlin sizes, span & spacing. . . . . . . . .. . . ... . .. . . . . . — d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . . . _1 — e. Chair rail sizes length & s . . . . . . . . . . . . . . . . spacing . f. Knee braces are properly installed (if required) . . . . . . . . . . . . . . . . — g. Roof panel sizes, length & thickness . 3. Check load bearing uprights I walls to deck for. Yes No a. Angle bracket size & thickness . . . . . . . .. . . . . . . . . . . . . . . . — b. Correct number, size & spacing of fasteners to upright . . . . . . . . . . . . . . — c. Correct number, size & spacing of fasteners of angle to deck and sole plate . _1Z — d. Upright is anchored to deck through brick pavers then anchors shall go through / pavers into concrete . . . . . . . .. . . . . . . . . . . . . . . 4. Check the load bearing beam to upright for. Yes No a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . — b. Number, size & spacing of anchors of beam to receiver or receiver to host structure c. Header attachment to host structure or beam . . . . . . . . . . . .. — d. Roof panel attachment to receiver or host structure . . . . . . . . . . . . . . . � — e. If angle brackets are used for framing connections, check number, size & thickness of fasteners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � — f. Post to beam attachments to slab . . . . . . . . . . . . . . . . . . . . . . . . 5. Check roof panel system for. Yes No a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . .. — b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . . — c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . — d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . . . . . � — Notes: Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when'using this engineering. We areproviding this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOR THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. JOB NAME: ADDRESS: &( St vy-d- DRAWING FOR ONE PERMIT ONLY J O z U) w X' _ Q, XUJ N Z 00 Z p 12 U(Dfn�j w fAZp�- 6 w WOW W Z a Z = g O a LU H 1-- oyi 0 LJJ~E U) U,93 ALL=< Z t0.� H°6ZQ Z z cAWQ2� o _ � _j m Z Q to o W C � F o O Q LL J J Q � N It m � w t0 rDCnn Z N m JLIL W Lu X O tLa) 10L n C ~ m co a) J o 0 N L Uj co(h O. J m . m C V d' o N a ca m 03 Fm- J OB-12-2010 I OF 1ul Z Z w m 12 0 DESIGN CHECK LIST FOR CARPORTS AND PATIO COVERS I. Design Statement: _ -- - These plans have been designed in accordance with the Aluminum Structures Design Manual b P 9 9 Y Lawrence E. Bennett an re in compliance with The 2007 Florida Building Code with 2009 Supplements, Chat 0, ASM35 and The 2005Aluminum Design Manual Part I -A & II -A and ASCE 7-05; Exposure'B'_ or'C'_or'D Freestanding carports with mono -sloped roofs; Negative I.P.C. 0.00 for open structures, I = 0.87 for 100 mph and 0.77 for 110 mph and higher. Attached covers forth wall structures and freestanding gabled roof carports; Negative I.P.C. 0.18 for enclosed structures; I = 1.0 for all wind zones. Roof live load 10 or 30 PSF or HOMPH for 3 second wind gust velocity load; Basic Wind Pressure D2,; Base design pressures are�3PSF for Roofs and _PSF for walls. Notes: Wind velocity zone and exposure category are determined by local code. "Enclosed" refers to attached covers &'open" refers to free standing mono -sloped covers. Pressures & Conversions multipliers are on this page. 11. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. Phone: T D-IME-11-11 .tractor / Authorized Rep' Name (please print) Date:l C ntr t thorized Rep• Signature Job Nale & Address ' Must have attended Engineer's Continuing Education Class within the past two years. " Use appropriate multiplier from page 1. Note: Projection from host structure shall not exceed 20'. III. Building Permit Application Package contains the following: Ye No A. Project name & address on plans .. ..- . - B. Site plan or survey with enclosure location . . . . . .. . . . . . . . . . . . . C. Contractor's / Designer's name, address, phone number, & signature on plans . . . -,-' - D. Site exposure form completed . . . . . . . . . . . .. . . . . . . . . . . . . E., Proposed project layout drawing @ 1/4" scale with the following: 1. ';Plan view with host structure, enclosure length, projection from host structure. .. - -and all dimensions .2.;Front and side elevation views with all dimensions & heights . . . . . ... . 3. !Beam location (show in plan &elevation view) & size . . . . . . . . . . . . - :(Select beams from appropriate 2.1 series tables) 4. ,Upright location (show in plan & elevation view) & size . . . . . . . . . . . . - '(Select uprights from appropriate 2.2 series tables) -(Check Table 2.3 for minimum post size) j 5. =Knee braces length, location, & size . . . . . . .. . . . . . . . . . . . . _✓ - (Check Table 2.3 for knee bracesize) IV Highlight details from Aluminum Structures Design Manual: Yes No A.'Bearr & purlin tables w/ sizes, thickness, spacing, & spans / lengths . . . . . . .- (Tables 2.1.1, 2.1.2 and/or 2.1.3) Beam allowable span conversions from 120 MPH wind zone,'B' Exposure to MPH wind zone and/or'C' Exposure for load width_ Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED --- F_ REQUIRED SPAN NEEDED IN TABLE (bord)= I� Exposure Multiplier" Yes, No B. Upright sizes, thickness, spacing, & heights / lengths (Tables 2.2.1 & 2.2.2)' . / - Allowable upright height conversion from Exposure "B• for any wind zone to a "C" category exposure. Multiply height from table by 0.71. Also, check Table 2.3 for minimum post size To convert roof area for any wind zone from'B' to'C' exposure category, multiply by 0.71. Area from Table 2.2.1 or 2.2.2 ft.' x 0.71 = C. Table 2.3 w/ beam, upright, & knee braces combination, type, & size of anchors D. Connection details to be used such as: . • • • • - • • . 1. Carport / cover plan view & section (Example page l & 2) - 2. Fourth wall or mobile home connection details 3. Header to wall / fascia (Section 7) - 4. Beam to upright; wall, or ariofher beam (plidihs) ' . S. Knee braces E. Connection to slab / footing. F. Foundation detail type & size (Table 2.4) GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to a host structure such as block, wood frame, or DCA approved modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the owner or contractor has a question about the host structure, the owner (at his own expense}shall hire an architect or engineer to verify host structure rapacity. 3. "The structures c16Sigh6d using this section shall be limited to a maximum projection of 20' from the point'of connection to th'e �- host structure. Structures with larger limits than these shall have site specific engineering. Freestanding structures shall be limited to the maximum spans and size limits of component parts. 4. The proposed strurcture must be at least the length or width of the proposed structure whichever is smaller away from any other structure to be considered Freestanding. S. The following rules apply to attachments / additions involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction".This applies to all utility sheds, carports, and / or structures to be attached. b. Fourth wall construction means the addition shall be self-supporting with only the roof flashing of the two units being attached. Fourth wall constuction is considered and Attached Structure. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be Rli have kn`es liraces`on both fo I n "ter'=" use as for the front wall beam AlYfbifrth wale amess7la urth coal frame a d out d f. r r .fr . _._-_ �� � _� C...If the mobile / manufactured home manufacturer certifies in writing that the mobile home rrayte'`attached to, then -a` "fourth wall" is NOT required.Manufacturers attachment specifications and the allowable loads of the attached structure shall be adhered to. 6. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head. 7. For patio covers or carports the following rules apply to knee brace requirements: a. Freestanding structures with posts set in concrete footings do not require knee braces. b. Freestanding structures with surface mounted posts require knee braces in both directions. Cross beams can be used for the lateral bracing. C. Patio covers or carports attached to a host structure do not require knee bracing. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. Spans may be interpolated between values but not extrapolated outside values.. 10. AII gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2" diameter hole in all gutter end caps. 11. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 12. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after treatment and paint process. 13. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be Coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and thejomis sealed With a good quality caulking compound. The protective materials shall be as listed in section-2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 14. Ail fasteners or aluminum parts shall be corrosion resistant, such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder Coated steel fasteners. Only fasteners that are warranted as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 15. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Association and should not be used. 16. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types 17. Definitions, Standards, and specifications Can be viewed online at www.lebpe.com SECTION 2 DESIGN STATEMENT The structures designed for Section 2 are attached and freestanding carports and patio covers. Freestanding carports are considered to be open structures w/ a negative internal pressure coefficient of 0.00. Attached carports &covers, structures with a fourth wall, and gabled carports are considered to be enclosed structures w/ a negative internal pressure coefficient of 0.18. The design wind loads used are from ASCE 7-05 Section 6.5, Analytical Procedure and are in compliance with The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height of less than 30'; roof slope 0' to 25" (+/-10') for attached structures or gabled free standing carports and 0' to 10" for freestanding covers; For freestanding mono -sloped carport and patio covers I = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. Attached covers, fourth wall structures, or freestanding gabled roofs I = 1.0 for all wind zones. All pressures shown in the table below are in PSF (#/SF). All framing components are considered to be 6005-T6 alloy except where noted otherwise. Section 2 Design Loads and Conversion Factor Tables for Attached & Freestanding Covers and Utility Sheds Wind zona (MPH) Basic wind Pr"""p RISF) Roofs (fHSF) Components & Claddin Utility Shad walls a Roofs Cantilever Freestanding Carports wr Manoslo ed Roots Attached Carports or Gabled Festandln Carports ra Utility Sheds Overhang Cantilever Posts/ Uprights 50 20 10 1 50 1 20 1 10 _79- Notes: 1. Roof and framing members of carports & paUo covers are considered to be the main frame resistance components. To convert the above loads to "C" exposure use conversion table 2E. 2. Roof loads shall not be less than 10 PSF for 100 through 130 MPH wind zones or less than 30 PSF for 140A through 150 MPH wind zones. Table 2A Conversion Factors for Table 213 Conversion Factors for Section 2 Roof Beam Spans Section 2 Roof Beam Spans for Freestanding Carports' w/ Monosloped Roofs for Attached Carports or Gabled Freestanding Carports ^..,...9n MPH -A 7- - Mhnrn- nvnn ^R^ From 120 MPH Wind Zone to others; exposure "B" Wind Zone (MPH) Applied Load (#/Sq. FL) Deflection (d) Bending (b) 100 15.8 1.01 1.01 110 15.6 1.01 1.02 120 16.2 too 1.00 123 16.3 1.00 0.99 130 16.8 0.99 0.98 140-1 18.4 0.98 0.94 140.2 32.4 0.79 0.71 150 33.1 0.79 0.70 • For Freestanding Carports with Gabled Roofs use Conversion Table 2B Wind Zone (MPH) Applied Load (#/Sq. Ft) Deflection (d) Bending (b) 100 16.6 1.08 1.13 110 17.7 1.06 1.09 120 21.1 1.00 1.00 123 22.2 0.98 0.97 130 24.8 0.95 0.92 140.1 28.7 0.90 0.86 140.2 30.9 0.88 0.83 150 33.0 0.86 1 0.80 Table 2C Conversion Factors for Section 2 for Enclosed Shed Walls "Frnm'.2n MPH wind 7- to nth"rc- ....care "a" Wind Zone (MPH) Applied Load (#/Sq. Ft.) Deflection (d) Bending (b) 100 26.6 1.01 1.01 110 26.8 1.01 1.01 120 27.4 1.00 1.00 123 28.9 0.98 0.97 130 32.2 0.95 0.92 1" 1 37.3 0.90 0.86 140-2 37.3 0.90 0.86 150 42.8 0.86 0.80 Table 2D Conversion Factors for Section 2 Roof Beam Spans for Overhang / Cantilever (All Building Types) - a Wind Zone (MPH) Applied Load (#/Sq. FL) Deflection (d) Bending (b) 100 46.8 1.01 1.02 110 47.1 1.01 1.01 120 48.3 1.00 1.00 123 50.8 0.98 0.97 130 56.6 0.95 0.92 140-1 65.7 0.90 0.86 140.2 65.7 0.90 0.86 150 75.4 0.86 0.80 Conversion Table ZE Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Fvnn"„ •'R" to ^r^ I Fvnncura ^R'te "D'. Mean Roof Height• Load Conversion Factor Span Multiplier Load Convention Factor Span Multiplier Bending Deflection Bending Deflection 0 -15, 1.21 0.91 0.94 I A7 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' • 25' 1.34 0.86 0.91 1.60 0.79 0.86 25'-30' 1A0 0.85 0.89 1.66 0.78 0.85 • Use larger mean roof height of host structure or enclosure t Values are from ASCE 7-05 SILUCIEl 1 �oI ST. LYJCIE CO `3J1�TY' E uliliD G IDIVI�IOl`� SITE EXPOSURE EVALUATIOIRECOM ED I+CO CE REVIEWS PLAINS AND PEAWT MUSIT BE ICEPT ON O" CNAQAN'f ECTIO.N W4 BE MADE. 600' EXPOSURE I I I I I _ 600' I QUADRANT IV 109 `` EXPOSURE V i too' too' QUADRANT II I I 40' I I I I 100 I EXPOSURE 600' -•- �•--• I � I I I QUADRANT 111 I EXPOSURE 600, I I I I I I L-•-----•--•--•--•--•-•--•--•---- NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'&,'C', OR'D' EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain Wh scattered obstructions, including surface undulaltions or other irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant. 1. Any building located within Exposure B-type terrain where the building is within 100 feet horizontally in any direction of open areas of Exposure C-type terrain that extends more than 600 feet and width greater than 150 ft. 2. No short tens changes in'b', 2 years before site evaluation and build out within 3 years, site Will be'U. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater than 1,500 feet. 4. Open terrain for more than 1,50D feet in any g1uadrant SITE IS EXPOSURE: EVALUATED BY:�6t"G/1 DATE: Id LQ I SIGNATURE:' LICENSE #:FIOU.- COPY � 0 z_ W o_ it 0 0 W m O 0 z EE w z_ t7 Z W ro O d� m In T N O zLL O a H o O y 3 d tl3oa w C izQ m 0< 0o O o¢ jO � LL to to za 30 5 e Z J O Q H � W w Q > U) ° N a(j W Z 0 U) W U)Za0 a WE W Z X 0 Z = � W LU W H W Z F-WF-.(!) H = LLL F- W ��0U) W fn 0 Q Y Q W W F- _ Z:Z Q V Z (0 J Q U)LU Q 0 It (O r�o to � � C7rnn m i2 CM LJL W - Z m # E W F3 ; 8. a � LL O n *+' Q 1= q N j a° C U m n 0) :a m Co N no L W ro o Q in it N O./r o m t0 H r3 SHEET 2 W �Q K 08-12-2010 1 OF -:,- FOURTH WALL FRAME (IF REQUIRED) BEAM SELECT "L" FROM BEAM SPAN TABLES FOR ATTACHED COVERS USE 'Al' = W/2 + O.H. EXISTING HOST STRUCTURE 2" x _" BEAM OR PURLINS SELEEFU FROM BEAM SPAN TABLES FOR ATTACHED COVERS USE'A2'=W/2+O.H. ALTERNATE BEAM LOCATIONS J � > 2" x 3" MIN. (SEE TABLE 2.2.1 ------ AND/OR TABLE 2.2.2) 1-'W VARIES-4-L.H. CROSS BEAM SiliaGCE'C-ARR0,R1 L-3FLcr'-iF3WIEW -" SCAtEE1%B"MI O 3" RECEIVING CHANNEL ANCHORS W/ (3) EACH #8 ROOF PANELS FOR FASTENING TO ALUMINUM USE TRUFAST HD x ('r + 314-) AT B' O.C. FOR UP TO A 130 MPH WIND SPEED,'D' EXPOSURE: 6' O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED, •D' EXPOSURE. Y ANCHOR WITH HEADER PAN OR COMPOSITE PANEL EXISTING HOST STRUCTURE CHANNEL(SEE DETAILS IN (SEE DETAILS IN ROOF PANEL ROOF PANEL CONNECTION CONNECTION SECTION) SECTION) SEE CONNECTION DETAILS fff��i FRONT WALL BEAM (SELECT'L' (SEE DETAILS IN ROOF PANEL FROM BEAM SPAN TABLES CONNECTION SECTION) FOR ATTACHED COVERS) FOURTH WALL FRAMING w MID SPAN BEAM (SELECT '12 WHERE REQUIRED FROM BEAM SPAN TABLES > FOR ATTACHED COVERS) EXISTING HOST STRUCTURE FOURTH WALL FRAME SELECT BEAM (SEE BEAM 2 x 4 LUMBER #2 S.P.F. (MIN.) (IF REQUIRED) SPAN TABLES FOR ATTACHED OR 2' x 2" ALUMINUM MAY BE N COVERS) SUBSTITUTED WITHOUT ❑ POST HURRICANE CLIPS SHADING TYPE II SEE NEXT PAGE FOR TERMITE ❑ (SEE TABLE 2.2.1 AND / OR SHIELD DETAIL IF TOP OF TABLE 2.2.2 ) SLAB 1S LESS THAN 6" FROM GRADE SHADING TYPE I (SEE TABLE 2.2.1 AND / OR TABLE 2.2.2) CROSS BEAM S. M. S. @ 12 O. C. (SEE (SEE TABLES) DOUBLE CARPORT WITHOUT CENTER POST - PLAN VIEW DETAILS IN ROOF PANEL -� CONNECTION SECTION) SCALE: 1/8" = 1'-0' MID -SPAN BEAM FOURTH WALL FRAME (IF REQUIRED) EXISTING HOST STRUCTURE WALL OR FASCIA FOURTH WALL FRAME (IF REQUIRED) SHADING TYPE II DENOTES INTERIOR POST MAX. ROOF AREA (SEE BEAM SPAN TABLES FOR ATTACHED COVERS) CROSSBEAM POST TO BEAM (SELECT FROM 3 RECEIVING CHANNEL ANCHORS W/ (3) EACH #8 (SEE BEAM SPAN TABLES FOR ATTACHED COVERS ) _ TABLE 2.3) S.M.S. @ 127 O.C. (SEE DETAILS IN ROOF ROOF PANELS (SEE DETAILS IN PANEL CONNECTION ROOF PANEL CONNECTION �- POST SIZE AND SPACING SECTION) SECTION) (SEE TABLE 2.2.1 AND / OR POST TO BEAM 2,2,2) HOST STRUCTURE WALL (SELECT FROM TABLE 2.3) OR FASCIA N _PROJECTION ' cn POST SIZE AND SPACING FOURTH WALL FRAME VARIES -'r �- SEE FOOTING DETAILS (SEE TABLE 2.2.1 AND / OR (IF REQUIRED) 2.2.2) SINGLE CARPORT -ELEVATION VIEW SEE FOOTING DETAILS SCALE: 118' = 1'-0' PROJECTION VARIES WOOD FRAME SHED W/ 2x 4 PRESSURE TREATED PINE I a- PLATE ANCHORED TO CONCRETE W/ 114" CONCRETE FASTENERS @ 4'-W O.C. FRONT WALL BEAM (SELECT '12 FROM BEAM TABLES FOR ATTACHED w COVERS) > MID -SPAN BEAM (SELECT'L' FROM BEAM SPAN TABLES r I T FOR ATTACHED COVERS) /T SHADING TYPE I DENOTES EXTERIOR POST ROOF AREA (SEE TABLE 22.1 AND/OR TABLE 2.2.2) O.H. MIN. 3" x 3' x 0.060" THRU-BOLTED TO HEADER A2 = Al = A3 = POST ANCHOR TO CONCRETE W/4 W/2 W/4 (SEE DETAIL REQUIRED POST) W = PROJECTION FROM (TYP•) HOST STRUCTURE ROOF PANELS AND CONNECTION DETAILS (SEE DETAILS IN ROOF PANEL CONNECTION SECTION) EXISTING HOST STRUCTURE WALL OR FASCIA I FOURTH WALL FRAME (IF REQUIRED) POST TO BEAM (SEE TABLE 2.3) MID -SPAN BEAM SIMPLE SPAN (SEE BEAM SPAN TABLES FOR ATTACHED COVERS) POST SIZE AND SPACING (SEE TABLE 2.2.1 AND / OR TABLE 2.2.2) SEE FOOTING DETAILS DOUBLE CARPORT WITH CENTER POST SCALE: 118" = V-0" DOUBLE CARPORT WITHOUT CENTER POST - ELEVATION VIEW SCALE: 1/8" = T-0" 12" x PAN (SEE TABLES SECTION 7) USE TO SELECT PAN FOR REQUIRED SPAN IM VARIES Notes: EXISTING HOST STRUCTURE SEE CONNECTION DETAILS (SECTION 7) POST AND BEAM (DETAILS AND TABLES SECTION 2) FOR FRONT BEAM USE: A = W / 2+OVERHANG FOOTING AND CONNECTION DETAILS SEE PAGES 5 & 6 1. Shed is framed with fourth wall (if required) or attached to host, maximum floor area 200 sq. ft, if floor area is greater than 200 sq. ft. use Section 4 Type li footing, attach shed or room wall to host structure with 1/4" x 3-114" Tapcons @ 16" o.c. for masonry or #16d common @ 16" o.c. or #10 x 3-1/2" for wood or #10 x 2-1/2" s.m.s. for 1" x 2" aluminum or #10 x 4" s.m.s. for 2 x 2 aluminum. 2. Sheds and utility rooms built under Section 2 specifications shall be limited to 16 R in roof span. 3. All wood framing and sheathing connections shall be in compliance with the Florida Building Code 2007 Chapter 23, Table 2306.1 or as noted. Nailing Schedule: Connection Fastener Number/Spaeing Wall Sheathing 1/2- or Less #6 Common 6. O.C. Edges and 12" O.C. Field Top or Sole Plata to Stud A. End Nail #16 Common 2 B. Toe Nail t18 Common 2 CARPORT WALL SECTION SCALE: 118" = T-W HURRICANE CLIPS FOR WOOD (SEE ANCHOR SCHEDULE) 2 x 4 TOP PLATE @ ROOF (DOUBLE TOP PLATE IF LENGTH OVER 12' OR IF PLATE IS SPLICED) TOP PLATE P.T. OR W/ VAPOR BARRIER @ ALUMINUM ROOF SHEATHING: 7/16" O.S.B. OR 112" PLYWOOD W/ STUDS 24" O.C. OR STRUCTURAL GRADE THERMAL PLY W/STUDS @ 16" O.C. 2 x 4 PRESSURE TREATED PLATE W/ 3l8" x 4-1/2" CONCRETE ANCHORS @ 4'-0- O.C. (SEE SLAB DETAILS) UTILITY SHED WALL SECTION SCALE: 118' = 1'-0' ALUMINUM WALL FRAMING MAY BE USED IN LIEU OF WOOD FRAMING. SEE TABLES FOR MAXIMUM STUD HEIGHTS. SHEATHING, 7-16" O.S.B., 1/2" PLYWOOD, OR STRUCTURAL GRADETHERMAL PLY SHALL BE FASTENED TO WOOD STUDS USING THE SHEATHING SPECIFICATIONS FOUND ON THIS PAGE. 7/16" O.S.B. OR 1/2" PLYWOOD SHEATHING SHALL BE ATTACHED TO WOOD STUDS WITH #8d COMMON AT 6" O.C. EDGES & 12" O.C. FIELD FOR UP TO A 130 MPH WIND SPEED "D" EXPOSURE: 4- O.C. EDGES & 8" O.C. FIELD FOR ABOVE 130 MPH UP TO A 150 MPH WIND SPEED "D" EXPOSURE. #5 x 1-1/4" DRYWALL OR DECK SCREWS MAY BE SUBSTITUTED FOR #8d COMMON NAILS AT THE SAME SPACING. USING THE SAME PATTERNS O:S.B: AND PLYWOOD' SHEATHING MAYBE FASTENED TO - ALUMINUM STUDS W1 #6 x 1" STEEL STUD DRYWALL SCREWS. STRUCTURAL GRADE THERMALPLY SHALL BE FASTENED TO EITHER WOOD OR ALUMINUM STUDS WITH #8 x 1" WAFER HEADED SCREWS USING THE ABOVE FASTENER PATTERNS. FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO A 130 MPH WIND SPEED "D" EXPOSURE; 6' O.C. ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED "D" EXPOSURE. FOR FASTENING TO WOOD USE TRUFAST SD x ("t" + 1-1/2") AT B" O.C. FOR UP TO A 130 MPH WIND SPEED "D' EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. T T t t + .. WALL UPLIFT EXAMPLE SCALE: 1 /8" = V-W APPLIED LOAD FROM TABLE 4.3 ='AP' OVERHANG ='O.H: = 7-W LOAD WIDTH ='LW 'P' / 2 +,OH, = 8'-0" OPTIONAL SHEATHING: 7/16" O.S.B. OR 112" CDX NAILED 6" 0. C. EDGES AND 12" O. C. FIELD CALCULATE UPLIFT'U' IN # / L.F. FOR 120 M.P.H. ZONE ='AP' x'LW 'AP' = 21.1 # / SQ. FT. 'LW = 12/2" + O.H. = 8" 'U'=21.1#/SQ. FT.xB'xOf=168.8# " WIND ZONE CONVERSION FACTO ' NE , REQUIRED ANCHOR SPACING CAN FOU 1i!CHC0APA0C_ E UPLIFT VALUE PREVIOUSLY DETERMINED. EXAMPLE: FOR AN H5 ANCHOR CAPACITY = 455 # / 168.8 # / L.F. = SPACING OF 230 FT. THUS, STUDS AT TYPICAL SPACINGS RECEIVE ANCHORS AS FOLLOWS Anchor Schedule Wind Load Conversion Table: Stud Spacing Anchor Spacing Top and Bottom For Wind Zones/Regions other than t2• o.C. Alternating sleds 120 MPH (fables Shown), multiply allowable loads and roof areas by the 16" O.C. Each Stud rnnvP.minn fartnr 24.O.C. Each Stud Allowable Uplift Per Anchor Simpson Fasteners Uplift Rating 113 4-8d stud:4-ad plate 455# SPI 6-10d stud• 4 -10d late 585# PH 40R6 12-10dstudxt-1/2" I 1490# Anchors to be installed per manufacturers specifications. Anchor information based on Simpson Catalog C-HW09 NOTES: 1. Above example can be used to calculate uplift and anchor spacing for any applied load or wind load. 2. For headers use 1/2 the header span x the # / LF value calculated from the example above. 3. Studs shall be anchored at both top and bottom plates. Wind Region Applied Load Conversion Factor 10g 16.6 1.13 110 17.7 1.09 120 21.1 1.00 123 22.2 0.97 130 24.8 0.92 14a1 28.7 0.86 14a2 30.9 0.83 150 33.3 0.80 (0 Z_ W w T r O m O IL- z X w w z 0 w rs O LL �m in n dm O ZLL o a y d0 NE � w C m rr'' ram- E z_ Q m �3 m., o o N t o� � LL z< 3� �5 z J O 1= U w w Z � o 0 W N z Z U r m 0 (D U) W tnZOU) w w Z = H a w W la--.`1�.Q. , ..U) ..� tY U) 1-- N o �Il(Jz = 0 F- W H 0 LU o z V O LL U U) FodZU z X U) 0 Q W W 2 = m w Z � !2 � 2 F- 0 w J Q LL r Q N = O F � F m < r_ a N c of LL Lu O W M Lu W C`9 c m 2 D W t` m O a Z o m ❑ C UtD n U 0) OoF- c 2� p Ib C a Oa co N L W "0 m v W w C? m m /Ca a a O F z SEAL SHEET a w ❑ w 08-12-2010 OF KI a 0 O IX (9 (9 Z K w W Z CD z wF F W z z W to 12 _@ 2 x _WOOD STUD 112" x 6" EXPANSION BOLT OR 8" L-BOLT @ 48" O.C. 2 x- PRESSURE TREATED PLATE EXISTING CONCRETE -\ i EXTERIOR SIDING APPROVED SUBSIDING OR STRAPPING MIN. 0.024' ALUMINUM COIL OR 26 GA GALVANIZED STEEL UNDER SOLE PLATE, AND OVER SIDING & VAPOR BARRIER 6 bO zF w U) z -GRADE MASTIC TERMITE SHIELD FOR WOOD STRUCTURES ON EXISTING CONCRETE SCALE: 2" =1'-0" y KNEE BRACE (REQUIRED) PER TABLE 23 SEE BEAM SPAN TABLES FOR ATTACHED COVERS (AFTER COMPUTING "A FROM PREVIOUS PAGES) SELECT BEAM FROM BEAM SPAN TABLES FOR ATTACHED COVERS CATILEVER (O.H.) POST SIZE (SEE TABLE 2.2.1, 2.2.2 AND / OR TABLE 2.3) SIDE VIEW SINGLE BAY -OR DOUBLE BAY CARPORT FOURTH WALL�FRAME SCALE: 1l8" = T-O" Allowable Cross Beam Spans for Attached Carports or Patio Covers at Various Wind Loads Snap Sections Wind Zone and Design Load 100 MPH 1 110 MPH 1 120 MPH 123 MPH 1 130 MPH, 140A'MPH 140-2 MPH 150 MPH 16.6 PSF 1 17.7 PSF 11 21.1 PSF 223 PSF 1 24.8 PSF' --28:7PSF 1 30.9 PSF I 33.0 PSF Allowable Span'L' / bending'b' or deflection'd' 2" x 2" x 0.050" 9'-3- b 1 8'-11' b. 8'-Y b T-11' b T-T b T-0' b 6'-9' b 6'-7- b $" 3" x 0.045" 12'-1- b I 11'-g- 6 10'-9' b 10'-6' b 9'-11' b 9'-3' b 8'-1 V b 8'-7" b 2Zx'.4gx0.0W 14'-1' b 13'-8' b 17-6' b 17-2 b 11'-V b �.yt0'_8 b 10'4' b 9'-11b 2" x 6" x 0.062" 25'-B' b 24'-10" b 22'-9' b 22'-2" b 21'-0' b-19':b' b 18'-10' b 18'-T b 2" x 7" x 0.062" 20: b b 25-1' b 24'S b 23'-1' b 21'-V b 20'-9" b 20'-1' b Self Mating Beams 100 MPH 110 MPH 120 MPH 123 MPH 130 MPH 140.1 MPH 140-2 MPH 150 MPH 16.6 PSF 17.7 PSF 21.1 PSF 222 PSF 24.8 PSF 28.7 PSF 30.9 PSF 33.0 PSF 'xs"x0.050"0.100` 18'-4' b 1T-9' b 16'J' b 15-11 b - 15'-0" b 13'-11- b 13'-6' b 13'-T b Note: 1. Spans may be Interpolated. 2. Pan roofs require cross beams. KNEE BRACE (REQUIRED) PER TABLE 2.3 / SEE BEAM SPAN TABLES FOR 'E SPANP� ATTACHED COVERS WITH POST ADDED (USE "A" FROM CARPORT WALL SECTION DETAIL) CROSS BEAM REQUIRED FOR PAN ROOFS (SEE TABLE) ALTERNATE KNEE BRACE POST SIZE (SEE TABLE 2.2.1, LOCATED AT FRONT WALL 2.2.2 AND / OR TABLE 2.3) SINGLE BAY OR DOUBLE BAY CARPORT FOURTH WALL FRAME SCALE: 1/8" = T-G" KNEE BRACE (REQUIRED) SEE TABLE 2.3 SEE KNEE BRACE REQUIREMENTS IN GENERAL NOTES AND SPECIFICATIONS ON PAGE 2 CONVENTIONALLY BUILT HOST STRUCTURE OF MASONRY BLOCK OR WOOD FRAME OR MANUFACTURED/ MOBILE HOME W/ MANUFACTURER'S APPROVAL CROSS BEAM REQUIRED FOR PAN ROOFS (SEE TABLE) POST.SIZE (SEE TABLE 2.2.1., 2.2.2 AND / OR TABLE 2.3) SINGLE BAY OR DOUBLE BAY CARPORT WITHOUT FOURTH WALL -FRAME SCALE: 118" = V-0" BEAM SPAN LENGTH "A" FOR TABLE 2 EQUALS THE LARGER OF: Al = W, A2 = W/2+ O.H. F w m f- J Z a. m W m W W OVERHANG VARIES A2� 1� Are SHADING DENOTES MAXIMUM ROOF AREA FOR COLUMNS AND FOOTING W MONO -SLOPED ROOF OVERHANG VARIES Are �A2T .V DOUBLE CARPORT SINGLE CARPORT SCALE: 1/8" = 1'-0" SCALE: 1/8" = T-0" SLOPE BEAM IF REQUIRED FOR ' SLOPE 1/2 KNEE BRACING 1/2 12 12 T'W'FORBEAMSIZE KNEE BRACE 'W' FOR BEAM SIZEAFTER COMPUTING'A' 'W FOR BEAM SIZE" LARGEST VALUE POST SIZE AND SPACING PER TABLE MINIMUM SLOPE SHALL BE 1/2" PER 12" EXCEPT FOR 2.2.1 AND / OR TABLE 2.2.2 0.026" PANS FOR WHICH THE SLOPE SHALL BE 3/4" NOTE: KNEE BRACES ARE REQUIRED PER 12" FOR SPANS EXCEEDING 12'-0" OR IF POSTS ARE NOT SET IN CONCRETE MANUFACTURERS RECOMMENDED SLOPE FOOTING SEE BEAM SPAN TABLES FOR FREE STANDING STRUCTURES END VIEW DOUBLE CARPORT (GABLED) END VIEW SINGLE CARPORT SCALE: 1/8" = V-0' SCALE: 1/8" = V-W W/4 W/2 � W14 O.H. PAN OR COMPOSITE RIDGE CAP PANEL ROOF 3'x3" RIDGE BEAM (SEE BEAM SPAN TABLES FOR GABLED COVERS USE W/2 FOR LOAD WIDTH) POST (SEE TABLE 22.1 AND / OR TABLE 2.22) W CENTER CROSS BEAM SEE I` BEAM SPAN TABLES FOR _ ATTACHED COVERS USE (u4 + O.H.) FOR END FRAMES AND L12 FOR CENTER CROSSBEAMS) NOTCH POST TO RECEIVE BEAM WITH THRU-BOLTS (PER TABLE 2.3) WITH LOCK NUT TOP AND BOTTOM GABLE CARPORT FRONT ELEVATION SCALE: 118" =1'-0" LO�C15�[��FI RC B (SEE LE 2 ND / LE '.2) r OPY va uz va (9 Z cc Lu w LL x 0 0 7 W in 0 (7 z w w w z a z w 0 LL d J a U) D or_ Z W a � rep ZU (7 (D U) toz0U) W Ei W -J � Z 2: < LLJ w co _ N M W-IZ WFO ce ALL=U 0 W cf) W a n_ :3 U Z Q J Q a (0 u) (0 u) t- � � rn n it z N aD J 0; M c� LL wLL v W z m m coi a-th O LL n a) aO C ' LL � C U 0) zo�a o co N C Ld co n m 0 m a o 0 CL m N SEAL SHEET KNEE BRACES REQUIRED IF POSTS ARE NOT SET INTO CONCRETE FOUNDATION J / FOR SIDE BEAM SPANS SEE BEAM SPAN TABLES FOR ATTACHED OR GABLED COVERS tl// (USE u4 + O.H. FOR SIDE BEAMS) m w 0 4 DESIGN IS BASED ON SOLID GABLE END PANELS. IF ANY SIDE PANELS ARE USED IN DESIGN, SITE SPECIFIC ENGINEERING IS REQUIRED. 4Q GABLE CARPORT SIDE ELEVATION SCALE: 118" = T-0" 08-12-20101 OF -----------I�---------- RIDGE BEAM z SIDE BEAMS' [CENTER i END BEAMS ENTER BEAMS FRAME END FRAME I. L 1 M I � z 010 " t9 Z Lu ttt w Z z Z w z z Z w in 1210 1" MAX. INTERNAL ANGLE OR U-CLIP #10 x 1/2' W/ 3/4" WASHER FOR 0-123 MPH WIND ZONES "C" EXP.OR #12 x 1/2" W/ 3/4' WASHER FOR 130-140 MPH WIND ZONES "C" EXP. @ 8" O.C. CROSS BEAM 2" x - FASTENERS (PER TABLE 2.3) PAN ROOF PANEL SEE TABLES FOR BEAM SIZE CONNECTION ® ® START OR END OF BEAM SPAN KN BRACE LENG _ CENTER OF PER TABLE 2. BRACE ® MINIMUM KNEE BRACE (SEE TABLE 2.3) C)® CONNECT KNEE BRACE TO COLUMN AND BEAM WITH 0.050''U' CHANNEL, 'H' CHANNEL, OR GUSSET PLATE, FASTEN WITH S.M.S. AT EACH CONNECTION POINT (PER TABLE 2.3) LKJE 0wR.R TO�RQQF EBACTiQST D5TAL -BEA1CULA r' — — — — — — — — — — — — — — — — — — — — — — — — — — — PAN OR COMPOSITE PANEL ROOF BEAM a ID CONNECTION = ®� START OR END OF BFJ' SPAN CENTER OF BRACE KNEE BE PER MINIMUM KNEE BRACE (SEE TABLE 2.3) KNEE BRACE REQUIREMENTS PER GENERAL NOTES PAGE 24 COLUMN FASTEN PER TABLE 2.3 ® CONNECT KNEE BRACE TO ® COLUMN AND BEAM WITH 0 0.050"'U'CHANNEL,'H' ® CHANNEL, OR GUSSET PLATE, ® ® FASTEN WITH S.M.S. AT EACH CONNECTION POINT e PER TABLE 2.3 Notes: Beams next to the host structure shall have a minimum of (4) # (Size varies with wind zone) x 314" screws as shown_ KNEE BRACE TO POST DETAIL - BEAM PARALLEL TO ROOF SCALE: 2" = T-0" 4" #10 S.M.S. THRU 2" x 2" 11' BE EDGE BE POST PER TABLE ;E PER TABLE 2.3 ALTERNATE KNEE BRACE TO POST DETAIL FOR 3" RISER PAN ROOF SCALE: 1-1/2" = 1'-0" USE TRUFAST HD x ('t"+3/4') AT 8" O.C. FOR UP TO A 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. :::. ::;•:::; " ED, POST PER 1 SCE PER TABLE 2.3 ALTERNATE KNEE BRACE TO POST DETAIL FOR COMPOSITE ROF SCALE: 1-112" =1'-0" BEAMS MAY BE ANGLED FOR GABLED FRAME COLUMN NOTCHED TO SUIT ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 2.3) BEAM AND POST SIZES (SEE TABLES) BEAMS MAY BE ANGLED FOR — I — — — — — — — — — — GABLED FRAME W ROOF PANEL (SEE TABLES) 13/4" x 1-314" x 0.063" — — — — — — RECEIVING CHANNEL THRU ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU O - OR COMPOSITE PANEL BOLTS FOR SIDE BEAM O _ (SEE TABLE 2.3 FOR NUMBER FOR NUMBER OF BOLTS AND OF BOLTS) ' Q - SIZE OF POST (SEE TABLE 2.3) � Q - BEAM AND POST SIZES (SEE TABLES) COLUMN NOTCHED TO SUIT CENTER NOTCH POST TO BEAM CONNECTION SCALE: 2" =1'-0" ------------- W ROOF PANEL Q (SEE ROOF PANELS SECTION) DOUBLE 2' x 8' S.M.B. (4) 3/8" x 5' THRU BOLTS @ BEAM AND @ EACH POST 1/4" x 4" x 2d" GUSSET PLATE EACH SIDE OF BEAM H� W m LL v 0 ANCHOR (SEE DETAIL FOR PAN OR COMPOSITE PANEL) N 4"x4'x0.125'POST DOUBLE BEAM TO POST CONNECTION SCALE: 2" =1'-0' HEADER PANS OR COMPOSITE PANELS PER SECTION 7 POST TO BEAM SIZE AND # OF BOLTS (SEE TABLE 2.3) 2" x S.M.B. mm d o wa =LL C am d C) �E cts w C zQ m m 0 y °o o °Ir 02 Cr Q J za ED 30 S¢ J Q fn D x Z W Q � 20 ZU S2(9U) U) Z 0 U) W W DZ=FQ fA Q}U W WCl) 1--� Z 0 �LLL�H � U W N Q W W Z V J Q Q NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION r 0 rn n 2 c') Z LL W LL rn x EE W 6 c m n 2 W W mn J EL 0 a r C C (3 r Z3 o m > CO a N L C') mul Aa o m THRU-BOLT HEADER C U o THROUGH POST AND ANCHOR ? a)n W! (2) #10 x 3/4" S.M.S. @ 6" W 3 m FROM EACH END AND @ 24" W J F O/C MAX. Z Lu IRACE MIRED 'OST ALTERNATE 4TH WALL BEAM CONNECTION DETAIL SCALE: N.T.S. Iui a 0 W D 0 O 010 of z W SEAL w _ w SHEET z z w W W m_ 6 z w m 12 08-12-2010 OF 0 CONNECTOR MAY BE (2) ANGLES, INTERNALLU' EXTRUSIONS W/ INTERNAL CHANNEL OR EXTERNAL'U' SCREW BOSSES MAY BE CHANNEL EACH SIDE OF CONNECTED W/ (4) #10 x 1-1/2" CONNECTING BEAM W/ INTERNALLY SCREWS (PER FASTENERS SECTION) ® W PRIMARY / FRAMING BEAM —' ® J ~a H (SEE SPAN TABLES) ® o ® Q. MINIMUM NUMBER S.M.S.3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE FASTENERS SECTION) SECONDARY BEAM / PURLINS(SEE SPAN TABLES) AIL SCALE: 2" = V-0" BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x 2' LAG SCREWS PER SIDE OR TO CONCRETE W/ (2) 1/4- x 2-1/4" ANCHORS OR MASONRY ® WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY w J ® SIDE FOR EACH INCH OF BEAM OR FRAMED WALL � co¢ DEPTH LARGER THAN 3- (SELECT FASTENERS FROM w ~ p (D ALTERNATE CONNECTION: FASTENERS SECTION) a ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" ® INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME PRIMARY BEAM WALL W/ MIN. (3) 3/8" x 2' LAG SCREWS OR TO CONCRETE (SEE SPAN TABLES) OR MASONRY WALL W/ (3) 1/4- ANGLE OR RECEIVING x 2-1/4' ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: T =1'-0" CO W J Z m� N t ALUMINUM/STEEL COLUMN 'U' CHANNEL ANCHORS (SEE FASTENER SECTION FOR (SEE FASTENER SECTION) CONNECTIONS) a MAX. CONCRETE ANCHORS CONCRETE SLAB OR FOOTING (SEE TABLE)' FOR POST CONNECTIONS TO WOOD DECKS (T NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8' EMBEDMENT) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL SCALE: 2' = T-O" z �O �W � J ALUMINUM / STEEL COLUMN ANCHORS (SEE FASTENER 2" x 2" WITH WALL THICKNESS SECTION) EQUAL TO OR GREATER THAN COLUMN WALL CONCRETE SLAB OR FOOTING n ; 'd MAX. CONCRETE ANCHORS (SEE TABLE)' FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8" EMBEDMENT) PQS;TNT/O,-iC:O , CRETE(CONNEOPONY INTE��ORTEXTERNAUANGLE-C PS SCALE: T =1'-0' NOTE: ANGLES OR U-CHANNELS SHALL BE A MINIMUM OF 2-1/8" IN HEIGHT AND SHALL BE 0.125' 6063 T-6 EXTRUDED ALLOY R 0.125' 5052 H-32 BREAK FORMED ALLOY ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREESTANDING COVERS 0 W J Z co N ALUMINUM/STEEL COLUMN INTERNAL EXTRUDED CORROSION RESISTIVE STEEL ALUMINUM BASE OR BREAKFORMED U-CLIP THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING WEDGE) BOLT OR EQ. (SEE TABLE BELOW FOR NUMBER OF BOLTS) TYPE I POST TO CONCRETE CONNECTION TUBE COLUMN BASE SCHEMATIC INTERNAL BASE SCALE: 2" = T-0" ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL ALUMINUM / STEEL COLUMN BRACING FOR FREE-STANDING COVERS t EXTERNAL BREAK FORMED ALUMINUM BASE OR BREAK CORROSION RESISTIVE STEEL FORMED IP THRU BOLT PER SCHEDULE 1/4- X 2-112- GE CONCRETE SLAB OR FOOTING BOLT OR EQ (SEE TABLE BELOW FOR NUMBER OF BOLTS) TYPE II POST TO CONCRETE CONNECTION BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE SCALE: 2" = V-0' FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS. NOTE: ALL BASE PLATES SHALL BE A MINIMUM OF 2-1/8" IN HEIGHTAND SHALL BE 0.125" 6063 T-6 EXTRUDED ALLOY OR 0.125" 5052 H-02 BREAK FORMED ALLOY Number of Wedge Bolts (POWERS or Equal) for Super Base Connection Wind Zone (MPH) Wind Uplift (PSF) Post Spacing Number of Fasteners 8--a 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" 20'-0" 100 16.6 2 2 3 3 4 4 5' 110 17.7 2 2 3 3 4 4 5- 120 21.1 2 3 3 4 5' 5' 6' 123 22.2 2 3 4 ' 4 5' 5' 6' 130 24.8 3 3 4 5' 5' 6' 7' 1404112 28.7 3 4 5' 5' 6' 7' 8 - 15D 33.0 1 4 5' 5' 6' 7' B. 9" For connections that require more than (4) fasteners use type II base. — For connections that require more than eight bolts use the 'Super Base'. Note: Allowable load on 1/4' x 2-1/2'Wedge Bah or Equiv. @ 5d is 876#. Example for Base Connection: # of anchors = area over post' applied load / allowable load on anchor For a 30' x 16' carport with Y overhang in a 120 MPH wind zone,'B' exposure the load width on the front wall is: 16' / 2 + 2 = 10', assume posts are at 10' O.C. then area = 100 SF and the applied load Is 21.1 PSF x 100 SF = 2110# for a 3' x3'x0.060" post Allowable load for wedge bogs 878# each, 2110# / 878# = 2.4 so use (3) wedge bolts MIN. 5-1/4- FOR 1/4" ANCHORS 2-1/2d 5d r 5d F 5d 2-1/2d K a O z Lo IY a3 10 z ® N ® ® N POST TO CONCRETE CONNECTION _SUPER BASE (PLAN VIEW) SCALE: 4" = V-0" CONCRETE SLAB OR FOOTING ALUMINUM / STEEL COLUMN SUPER BASE (16) MAX. 1/4- X 2-1/2- WEDGE BOLT OR EQ. (SEE TABLE FOR NUMBER OF BOLTS) SUPER.BASE POST TO CONCRETE CONNECTION SCALE: 2" = V-0" 'FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8" EMBEDMENT) STUD WALL OR POST Minimum Ribbon Footing Wind Zone #I Sq. FL x Post Anchor @ 48- O.C. Stud' Anchors 100 -123 + 10 -15 1'-0' ABU 44 SP1 @ 48- O.C. 130-140-1 +10 -19 1'-0" ABU 44 SP1 @32.O.C. 140.2-150 +30 -20 1 T-0' I ABU 44 SPI@16.O.C. Maximum 20' projection from host structure. For stud walls use 12' x 8' L-Bolts @ 48' O.C. and Y square washers to attach sole plate to footing. Stud anchors shag be at the sole plate only and roll strap shall lap over the top plate on to the studs anchors and straps shall be per manufacturers specifications. RIBBON FOOTING SCALE: 1/2" =1'-0" NEW SLAB 12" T7 EXISTING SLAB #30 RE -BAR DRILLED AND EPDXY SET A MIN. 4" INTO MIN. (1) #30 BAR EXISTING SLAB AND A MIN. 4" CONTINUOUS 8" INTO NEW SLAB 6' FROM EACH END AND 48' O.C; DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 3/4" = T-0' ALUMINUM POST SEE TABLE EXTRUDED ALUMINUM BASE 3/4' PLYWOOD DECK CORROSION RESISTANT THRU-BOLT PER SCHEDULE .k--1/4° LAP 2 x 6 OR 2 x 8 LAG SCREW (SEE TABLE 4.2) @ 16" O.C. PARAMETER DOUBLE t X STRINGER ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2' 5/4" P.T.P. orTeks Deck 3-0/4" 2' P.T.P. 4' TUBE COLUMN BASE SCHEMATIC (INTERNAL BASE) SCALE: 9" = T-0" CO z IY w a - of 0 p W to O C7 z LU W W z 3 z W K O U. J Q U) Z W Q � 0 z0 CO) Z 0 CO W E5 W -1 0Z.2< W g U.1 � _ N n W J Z 1--W p 0 :3LL = U .6 zW tA�Q� W_ Z U � Q J Q � m co m co n N � -..I LU rL W 2 m E W O c mrL o 2 AIL u J O d ¢ t= v m a) CC sa3 C 0) 73o n� IM o a LU o co N. m O m a t m w yr v SEAL z z_ W w SHEET ? .J w m p on 7 w on z qQ w m t ` 2 08-12-2010 OF o NOTE 'Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood,shall,be. coated w/ two coals of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 20018.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. TOP OF BASE WALL MIN. "r IS GRADE THICKNESS OF REQUIREC 'COATED ALUMINUM POST. MAY BE THICKER POST IN CONCRETE COMPACTED " ALUMINUM COATED #40 BAR 12" LONG BACK FILL POST (SEE TABLE) POURED CONCRETE (REFER TO TABLE 2.4) 0 i ISOLATED FOOTING SCALE: 2" = 1'-0" ALUMINUM POST AND BURIED FOOTING CONNECTION SCALE: 1" = l'-0" 3" x 3" POST TURN BOLTED FTO ANCHOR RISER 2-3/4" x 2-3/4" x 2-1/2" LONG x 1/8" TUBING WELDED CONNECTION FASTEN (SEE FASTENER SECTION) 12" x 12" x 114" PLATE 3-1/2" CONC. SLAB POST MAYBE FILLET WELDED DIRECTLY TO BASE PLATE BASE ANCHOR CONNECTOR FOR POST TO SLAB CONNECTION SCALE: 2" = 1'-0" w `1" (1) #50 BAR CONT. PER FT. MAX. FOR 3-1/2" (4" NOMINAL)-'-'- 2'-0" MIN. ALL SLABS BEFORE SLOPE < 8" TYP_El _, TYPE 11 FLAT--S_LOPE`1'N0-F00TING MODERATE SLOPE FOOTING 0-2 /s12S' 2" / 12"- V-10" (1) #50 BAR CONT. �c -a • n ,-- - - -a w ¢` ° ANGLE 33° TO 45° 12" TYPE III STEEP SLOPE FOOTING NOTES: > V-10" 1. The foundations_ shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test (soil penetrometer) or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3 1/2, (4"-nominal) slab is required�exceptwhen addressing erosioy�a mine tpro)echon from the hosfrs nt rctl5re of the rzrp6rt or papo. cov re ex weed' s 20 0 Then a mirnmum of a Type oting is iequired."All slabs shall be 3 1/2" (4" nominal) thick. See table 2 4 1'forallowaliletcads. II fo 4. For wood frame utility sheds the minimum depth of the footing shall be 10" for Type ll footing and 14" for Type III footing with 6" Min. exposed above grade. 5. Monolithic slabs and footings shall be minimum 2,500 psi Concrete with 6 x 6 -10 x 10 welded wire mesh or crack Control fiber mesh: Fibennesh ® Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 6. If local building codes require a minimum footing use Type 11 footing or footing section required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 112" =1'-0" (2) 2" x 2" x "r ANGLE OR (1) U CHANNEL x "t" 3/8" a 3-1/2" BOLT 80 I.B. 2500 PSI CONCRETE PRE -MIX 3" EXTRUDED ALUMINUM BASE ALTERNATE: 3" BREAK FORMED 5052 1­132 ALUMINUM BASE 12" ALUMINUM, (3.00 L) PANEL ROOF D (2.33 L) (SEE TABLE 2.5) C (1.67 L) B (1.33 L) A (0.67 L) RECEIVING CHANNEL 12" ALUMINUM PANEL (SEE TABLE 2.5) RECEIVING CHANNEL ALUMINUM UTILITY SHED WALL WITH DOOR ELEVATION VIEW SCALE: 1/8" = 1'-0" RECEIVING CHANNEL MAX. SHED FLOOR MAY. AREA200 SQ. FT. PAN TO WALL CHANNEL (3) #8 x 1/2" PER PAN RECEIVING CHANNEL PAN TO WALL 2" x 2" x 0.044" BRACE FOR GREATER PAN HEIGHT (SEE TABLE 2.5) 3-1/2" CONCRETE SLAB 12" ALUMINUM PANEL ROOF (SEE TABLE 2.5) ALUMINUM UTILITY SHED WALL ELEVATION VIEW SCALE: 1/8" = V-0" SECTION THROUGH UTILITY SHED SCALE: 1/8" = 1'-0" RECEIVING CHANNEL 12" ALUMINUM PANEL (SEE TABLE 2.5) PAN ROOF (SEE TABLE 2.5) PAN WALL 1/4"0 x 1-114" EMBEDMENT EXPANSION BOLTS OR EQUAL DRIVE PINS @ 24" O.C- #8 x 1/2" S. M. S. INTO EACH RISER @ PANEL ENDS ATTACH PANELS TO CHANNEL TOP AND W/ (2) 98 x 1/2" S.M.S. EACH BOTTOM PAN PANEL @ EACH END 12" RISER PANEL (SEE TABLE 2.5) BOTTOM CHANNEL ANCHOREDTO SLAB W/ 1/4"0 x 1" EMBEDMENT EXPANSION BOLTS @ 24" O.C. OR CONCRETE SCREWS PAN WALL CONNECTION DETAIL SCALE: 1/B" =1" ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S- SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE MINIMUM d -.50" ALL SPLICES SHALL BE STAGGERED ON EACH iI` d-.50' d-.50" I� SIDE OF SELF MATING BEAM PLATE TO BE SAME n r I + + + I + + + THICKNESS AS BEAM WEB m PLATE CAN BE INSIDE OR c OUTSIDE BEAM OR LAP CUT n + + + + + + DENOTES SCREW PATTERN NOT NUMBER OF SCREWS FASTENER SIZE, NUMBER HEIGHT 2 x (d - .50") LENGTH AND SPACING (SEE TABLE) TYPICAL BEAM SPLICE DETAIL SCALE: 1" =1'-Y Minimum Distance and Screw Size ds (in.) Edgeto Center 2ds in.. Center to Center 2-1/2ds in. Beam Size Thickness in. - #8 0.16 3/8 7/16 2" x 7' x 0.055" x 06120- 1/16 = 0.063 #10 o.19 3/8 1P2 2"x 8-x 0.072"x 0,224' 1/8 0.125 #12 0.21 7/16 9116 2" x 9" x 0.072' x 0.224" 118 = 0.125 #14 or 1/4" 0.25 1/2 5/8 2" x 9" x 0.082" x 0.306" 1/8 = 0.125 5/16, 0.31 5/8 314 2" x 10" x 0.092" x 0.369" 114 = 0.25 refers to each side of splice ""use for 2"x 4" and 2"x 6' also Note: 1. All gusset plates shall be minimum 5052 H 32 Alloy or have a minimum yield of 30 ksi. UNIFORM LOAD L a� A B SINGLE SPAN CANTILEVER UNIFORM LOAD �_l 1-4 A B C 2 SPAN UNIFORM LOAD W 1 OR SINGLE SPAN UNIFORM LOAD 1 l L A B C D 3 SPAN UNIFORM LOAD t t t t A B C D E SPAN= -- NOTES: 1) 1 = Span Length a. = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. 5) Span Condition = number of supports (posts) less one. Example: If there are 5 supports (posts) then the span condition is "4 span". SPAN EXAMPLES FOR SECTION 2 TABLES SCALE: N.T.S- d y mm 0 Z< 0 A _ am Lz d N W Z ¢ m m it o0 �c o° 3 RLL Za 3a 8g Z J � U w Z W o C O N Z U U)m to Z 0 U) Z = Q a U)� LU W H >- 0 rn N o W J ZtL ~ W F- O o �LLLL=~ tom.) 0 U F°0Z(p z m W Q 0 J m Z Q o 0 O J Q LL Q o N 0 z tr w a O LL m 0 O z W w Z 0 Z w it O LL V 3 Z CD w_ SEAL cc w D- w O SHEET Z U -U, z w w rn w w N Z Z m 08-12-2010 OF 12 g Table 2.1.1 A-110 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3 sea wind gust for 110 MPH velocity; Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12'. Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. _ Table 2.1.1B-110 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3 sea wind gust for 110 MPH velocity; 'Using desion load of 15.6 #ISF (47.1 #ISF for Max Cantilever) 2" x 4" )A.046" x 0A 16" SMB 2" x 5" x 0.050" x 0.135" SMB Load:;_ Width aft.) Max. Span'L'/(bending'b'or deflection'dj Load Width ft) Max. Span Vl(bending'!' or deflection'dj 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4 10'.5' d 17-10' d 13'-1' d 7-2- d 4 17-10' d 16-11' d 16'-2' d 2'-8' d 5 9'-8" d 11'A 1' d 12'-2' d T-11' d 5 11'-11' d W-9' d 15'-0' d 7-5' d 6 VA" d 11'-3" d 11'-5' d VAG' d 6 11'-3- d 13'-10" d 14'-2" d 2'-4- d 7 8'-8' d 10'-W d 10'-10" b 1'-9" d 7 10'-8' d 13'-2' d 13'-5' d 2'-2" d 8 8'-3" d 10'-2' d 10'-2' b 1'-8' d 8 10'-2' d 12'-7' d 17-10' d 2'-1" d 9 T-11' d 9'-10" d 9'-T b 1'-8" d 9 9'-10" d 12'-l" d 17 4" d 2'-0" d 10 T-8' d 9'-5' b 9'-t' b 1'-T d 10 9'-6' d 11'-8' d 11'-10' b 1'_11' d 11 T-5" of B'-11' b 8'-8- b 1'-6" d 11 TT d 11'-4" d 11'-3' b 1'-11' d 12 T-3" d 8'-7" b 8'-T b 1'-0" d 12 8'-11" d 11'-0- d 10'-10" b 1'-10" d 2" x 6" x 0.050" x DA 35" SMB 2" x 7" x 0.057" x 0.135" SMB 4 15'-l' d 18'-7' d 18'-11' d T-1" d 4 1T-3' d 21'-3" d 21'-B' d 3'-6" d 5 13'-11" d 1T-3' d 1T-8" d 7-10' d 5 1VA V d 19'-9' d W-T d T-3' d 6 13'-2' d 16'-3' d 16'-T d 7-8" d 6 15-l' d 18'-7' d 18'-11' d 3'-1' d 7 12'-6" d 16-5" d 16-9" d 2'-T d 7 14'-4' d 17'-8" d 18'-W d 2'-11" d 8 11'-11' d 14'-9" d W-11' b 2'-5' d 8 13'-B" d 16'-11' d 1T-3' d 2'-10' d 9 11'-6' d W-2' d 14'-l' b T-4" d 9 13'-2" d 16'-3" d 16'-4' b 2'-8' d 10 11'-1" d 13r9' d 13'-4" b 73" d 10 12'-8' d 16-8" d 15'-6' b 2W" d 11 10'-9' d 13'-2" b 12'-9' b 2'-2" d 11 17 4' d 15'-2' d 14'-9" b 2-6' d 12 1 1U-5' d I 12'-8" b 12'-2- b 7-2" d 12 11'-11' of 14'-8' b F 172' b r 2'-5' d 2" x 8" x 0.072" x 0.240" SMB 2" x 9" x 0.072" x 0.239" SMB 4 21'-3" d 26'-3' d 26'-9' d 4'-0- d 4 23'-4' d W-10" d 29'-5' d 4'-0' d 5 19'-9' d 24-4 d 24'-10- d 4'-0' d 5 21'-8' d 26'-9' d 2T�' d 4'-0' d 6 18'-T d 27.11" d 23'-5' d 3'-10" d 6 20'-5' d 25'-2" d 25-9" d 4'-0' d 7 17'-T d 21'-9" d 27-2" d 3'-T d 7 19'-5' d 23'-11" d 24'-5' d T-11' d 8 16'-10' d 20'-10" d 21'-3" d 3W d 8 18'-6' d 27-11' d 23'-4' d T-10" d 9 16'-3" d 20'-0" d 20'-5- d T-4- d 9 17'-10' d 27-0" d 22'-6' d T-8' d 10 15-8' d 19'-4' d 19'-9" d 3'-2" d 10 1T-3' d 21'-3' d 21W' b 3'-6'..d 11 1S-T d 18'-9' d 18'-11' b T-1- d 11 W-8' d 20'-T d 20'-7" b 3'-5" d 12 14--g- d 18'-2" d 18--1- b T-0' d 12 16'-2' d 1 20'-0- d 19'-8' b 3'-0' d 2" x 9" x 0.082" x 0.321" SMB 2" x 10-x 0.092" x 0.389" SMB 4 25-0" d 30'-11' d 31'-7- d I4'-0' d 4 29'-0' d 36-10' d 36'-7' d 4'-0" d 5 23'-3" d 28'-8' d 29'-3' d 4'-0' d 5 26'-11' d 33'-3' d 3T-11" d 4'-0" d 6 21'-10' d 2T-0" d 2T-T d 4'-0' d 6 254' d 31'-4' d 31'-11" d 4'-0' d 7 20'-9' d 25'-8° d 26'-2' d 4'-0" d 7 24'-1' d 29'-9" d 37-4' d 4'-0' d 8 19'-10' d 24'-7- d 25-0' d 4'-0" d 8 23'-l" d 28'-6" d 29'-0" d 4'-0' d 9 19'-1' d 23'-7' d 24'-1- d 3'-11- d 9 22'-2' d 27'-0- d 2T-11" d 4'-0" d 10 18'-5' d 22'-9" d 23'-3" d T-9' d 10 21'-5" d 26'-5" d 26'-11' d 4'-0" d 11 1T-10" d 22'-l" d 27-6' d 3'-8' d 11 20'-9' d 25'-T d 26'-l' d 4'-0' d 12 F1T-4" d 21'-5' d 21'-10- b T-T d 1 12 20'-2- d I 24'-10- d 25-4' d 1 4'-0" d `Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12'. Notes: - . 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2 A-110 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures;.or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust at 110 MPH; Usinq desiqn load of 17.7 #ISF (47.1 #ISF for Max. Cantilever) Width (fL)1 1&2 Span f 3 Span t 4 Span raan�� Width (fL) [ 1&2 Span 1 3 Span I 4 Span 2" Width (fL)( 1&2 Span ( 3 Span ( 4 Span (;;;;,"-� Width (fL)( 1&2 Span ( 3 Span ( 4 Span x 2" x 0.045" Hollow Load Max. Span'L'/(bending'b' orl Width (ft) 182 Span 3 Span 4 Span Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12'. Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2-1-28-110 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 110 MPH velocity; Using design load of 17.7 #/SF (47.1 #ISF for Max. Cantilever) 2"x4"x 0.046"x 0.115"SMB 2"x5"x 0.050"x 0.135"SMB Load Width (ft) Max. Span VI(bending'!' or deflection V) Load Width (ft) Max Span 'L'1(bending'b' or deflection'd') 188 SpanK3Span 4 Span CaMaal. % Span 3 Span 4 Span CaMaver 4 9'-11" d 12'-7' d 2-2' d 4 17-4' d 15'-3' d 1T-6' d 2-8' d 5 9-3' d 11'-8' d 1'-11' d 5 11'-5- d 14'-2- d 14'-5' d 7-5" d 6 8'-9' d W-11' d 1'-10' d 6 10'-9' d 13'-4' d 13W" d 7-4' d 7 8'-3" d 10'-2' b 1'-9' d 7 10'-3" d 12'-8' d 17-11' d 2'-2" d s 7'-11' d 9'-6" b 1'-8' d B 9'-9- d 12'-1- d 12'-4" d 7-i" d 9 7'-7' d 8'-11' b 1'-8" d 9 9'-5" d 11'-7" d 11'-8- b T-0° d 10 T-4" db 8'-6' b 1'-T d 10 9'-1" d 11'-3' d 11'-1" b 1'-11' d 11 T-1" d 8'_S' b B'-1' b 1'-6' d - 11 8'-10" d 10-10" d.,; 10'-7- b 1'-11' d 12 6'-11- d 8'-0- b T-9- b 1'-6- d 12 8'-7' d 10'-6- b 10'-2- b 11-10' d 2" x 6" x 0.050" x 0.135" SMB 2" x 7" x 0.057" x 0.135"SMB 404 W-5' d 1T-10' d 18'-2' d 3'-1' d 4 16'-6" d 20'-5' tl W-10" d 3'-6" d 13'-5" d 16W" d W-11' d 2'-10" d 5 15'-4" d 18'-11' d 19'-4" d 3'-3' d 17-T d 16'-7' d 16-11' d 7-8' d 6 W-5" d 1T-10" d 18'-2' d T-1' d 11'-11" d 14'-10' d 14'-11' b 2'-T d 7 13'-8' d 16'-11' d 17'-3" d 2'-11' d 11'•6" d 14'-2" d 14'-0" b 2'-5" d 8 13'-l' d 16'-2' d 16'-3" b T-10" d 11'-0" d 13'-7" d 13'-3' b 2'-4' d 9 12'-7' d 15'-T d 15'-4" b 7-B" d W-B" d 12'-11° b 12'-7' b 2'-3' d 10 12'-2" d 16-0' d 14'-7' b 2'-7' d 10.4" d 12'-5" b 11'-11' b 2'-2" d 11 11'-9" d 14'-4' b 13'-10' b 2'-6' d 12 10'-0- d 11'-10' b 11'-5" b 2'-2" d 12 11'-5' d 13'-9" b 13'-3' b 7-5' d 2" x 8" x 0.072" x 0.240" SMB 2" x 9" x 0.072" x 0.239 SMB 4 20'-4' d 25'-2' of 25'-8' d 4'-0" d 4 22-5" d 2T-8- d 28'-3" d 4'-0' d 5 18'-11' d 23'-0" d 23'-10' d 4'-0' d 5 W-10" d 25'-6' d 26'-2' d 4'-D' d 6 1T-9' d 21'-11" d 22'-5' d T-10' d 6 19'-7' d 24'-2" d 24'-8' d 4'-0' d 7 16'-11" d 20'-10" d 21'-3' d 3'-7- d 7 18'-7" d 27-11- d 23'-5- d 3'-11' d 8 16'-2' d 19'-11" d 20'-4" d T-5" d 8 17'-9' d 21'-11" d 22'-5" d 3'-10' d 9 15'-6' d 19'-2" d 19'-7" d 3'-4' d 9 1T-1" d 21'-1' d 21'-4' b T-8" d 10 15'-0" d 18'-6" d 18'-8" b T-2" d 10 16'-6" d 20'-5" d 20'-3" b 3'-T d 11 W-6" d 1T-11" d 1T-g" b 3'-1' d 11 15-11- of 19'-9" d 1974" b 3'-5' d 12 14'-1' d 1T-5" d 1T-0' b T-0' d 12 15'-6- d 19'-2- b 18'-6" b 3'-4' d 2" x 9" x 0.082" x 0.321" SMB 2" x 10" x 0.092" x 0.389" SMB 4 24'-0" d 29'-B' d 30'-3' d 4'-0' d 4 2T-10" d 34'-5' d 35'-1" d 4'-0' d 5 27-3' d 2T-6" d 28'-l' d 4'-0" d 5 25'-10' d 31'-11' d 32'-7' d 4' 0* d 6 20'-11' d 25'-11" d. 26'-5' d 4'-0" d 6 24'-4' d 30'-0' d 30'-8" d 4'-0' d 7 19'-11" d 24'-T d 26-1' d 4'-0" d 7 23'-1" d 28'-6' d 29'-1" d 4'-0' d 8 19'-1" d 23'-6' d 24'-0" d 4'-0" d 8 22'4" d 27'-3" d 2T-10" d 4'-0" d 9 18'-0" d 22'-7" d 23'-1' d 3'-11" d 9 21'-3" d 26'-3" d 26'-9" d 4'-0" d 10 ' 17'-8" d 21'-10" d 27-3" d 3'-9' d 10 20'-6- d 25'-4" d 25'-10' d 4'-0" d 11 17'•2" d 21'-2" d 21'-5" b T-W d 11 IT-10' d 24'-6' d 25'-0" d 4W d 12 16'-8' 20'-6- b 3'-7- d 12 19'-4' d 23'-10- d 24'4' b 4'-0' d Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12'. Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.1 C-110 6005 T-6 Town & Country Industries, Inc. Allowable Spans -For Miscellaneous, Beams Used for Freestanding Carports with Mono -Sloped Roofs' Aluminum Alloy 6005 T-5 Fnr 3 see. wind oust Mr inn R 111111 MPH veloeity: usina desion load of 15.6 #ISF Single Self -Mating Beams Tributary Load Width - 6'-0" T-0' 8'-0- 9'•0" 1 10'-0' 1 11'-0" 1 12'-0' 1 13'-0" 1 W-0" 1 15'-0" 1 16'-0- Allowable Span I bending'b' or deflection'd' 2" x 4" x 0.046" x 0.115" 9'-1" d 8.8" d &-3- d 7'-11- d T-8- d T-5- d T-W d T-0" d 6'-10- d 6'-B" d 6'-7- d 6'-5' d 2" x 5" x 0.050' x 0.135" 1 V-T d 1 U-8' d 10'-2' d 9'•10' d 9'-6" d 9'-2" d 8'41' d 8'-8' d 8'-W d 8'-3' d 8'-1" d 711' d 2" x 6" x 0.050" x 0.135" IT-T d 12W d 11'-11' d 11'-6" d 11'-1' d 10'-9' d 10'-5' d 10'-2' d 9'-11' d 9'-8' d 9'-6' d 9'-4' d 2" x 7" x 0.057" x 0.136" . 15-1' d 14'-3' d 13'-B" d 13'-2' d 12'-8" d 12'-3" d 11'-11' d 11'-8' d 11'-4" d 11'-1" d 10'-10' d 10'-8" d 2" x 8" x 0.072" x 0.240" 18'-7' d 1T-7- d 16'-10' d 16'-2' d is -a' d 15'-T d 14'-9' d 14'4" d 13-11' d 13'-8" d 13'-4' d 13'-1' d 2" x 9" x 0.072" x 0.239" 20'-5' d . 19'-0' d 18'-6" d 1T-10- d 1T-2- d 16--8" d 16'-T d 16-9" d 15'-5- d 1Po_ d14'-5' d 2" x 9" x 0.082" x 0.321" 2T-10- d 20--9- d .19'-10" d 19'-1" d 18'-5- d .17'-10' d 1T-4" d W-11- d 16'-6- d 16'-1' d 15'-9' d 15'-S d 2' x 10" x 0.092" x 0.389" 25'4' d 24'-1" d 2T-0- d 22'-T d 21'-5- d 20'-9- d 20'-1' d 19'-7- d 19'-1- d 18'-8- d 18'-3- d 1T-11- d Double Self -Mating Beams Tributary Load Width .'-. 6'-0" T-0" 8'.0' 9'-0" 10' 0- 11'-0" 12'-0" 13'•0" 1 14'-0" 1 15'-0" 1 16'-0" 1T-0" Allowable Span I bending V or deflection'd' (2) 2" x 8" x 0.072 x 0.115- 23'-4' d 22'-2' di 21'-3' di 20'-5" di 19'-8' dl 19'-1" dl 1&-T di 18'-l' dl 1T-7" di 1T-3" d 1 W-10' d 16'-6' (2) 2" x 9" x 0.072" x 0.239" 25-8" di 24'-5' dl 23'-4" di 22'-5' dl 21'-8' dl 20'-11" di WZ' di 19'-10" dl 19'-4" dl 18'-11' dl d 1 F-2" (2) 2" x 9" x 0.082" x 0.321' 2T-6' dl 26'-2' dl 2&-0' di 24'-1' di 23'-3" d - 22'-6" d 21'-10' d 21'-3' dl 20'-9" dl 20'-4' dl IT-10' d 19'-6" (2) 2" x 10" x 0.092" x 0.389' 31'-11" di 30'-4" dl 29'-0' dl 2711' di W-11" di 26'-1' dl 264" di 24'-8" di 24'-1" dl 23'-6' dl 23'-D' d 27-7" Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12'. - Notes: 1. It is recommended that the engineer be consulted on any carder beam that spans more than 35' 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add hodzontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 2.1.2 C-110 Town & Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 100 & 110 MPH velocity; using design load of 17.7 #ISF Single Self -Mating Beams Tributary Load Width 6'-0" T-0" 8'-0- 9%0" 10'-0" 11'-0" 12'-0"1 13'-0" 1 14'-0" 1 15'-0" 1 is--0" 17,-0- ' - ' Allowable Span 121 bending'b' or deflection'd' 2" x 4" x 0.D46" x 0.050" 8'-9" d 6'-3' d T-11' d T-7' d 7'-4' d T-l' d 6'-11" d 6-9' d 6'-7' d 6'-5' d 6'-3' b 6'-0- b 2" x 5" x 0.050" x 0.048" 10'-9' d W-3' d T-9' d 9'-5' d 9'-1' d 8'-10' d U-7' d 8'-4" d 8'-1' d T-11' d 7'-9' d T-T d 2" x 6" x 0.050" x 0.060" 17-7' d I V-11' d 11'-6" d 11'-0- d 10'-8' d 10'-4' d 10'-0' d 9-9' d 9'-6- d 9'4- d 9'4' d Fit- 2" x 7" x 0.060" x 0.060" 14'-5' d 13'-8" d IS-1' d 12'-7' d 12'-2' d 11'-9' d 11'-5" d 11'-2' d 10'40- d 10'-8' d 10'-5- d 10'-T d 2" x 8" x 0.072" x 0.112" 1 T-9" d 16'-11- d 16'-2- d 15'-6" d 14'-11" d 14'-6- d 14'-1' d I X-9- d 13--5- d 13'-1- d 12'-10' d 12W- d 2" x 9" x 0.072" x 0.112" 19'-7" d 18'-7' d 17'-9" d 1 T-l' d W-6' d 15'-11' d 15'-6' d 15'-l' d 14'-9" d W-5' d 14'-1' d 13'-10' d 2" x 9" 1,0.082" x 0.153" 20'-11" d 19'-11" d 19'-0' d 18'-4' d 1T-8" d 1T-1" d 16'-8' d 16'-2" d 15'-10' d 15'-5" d 15'-l" d 14'-1 D" d 2" x 10" x 0.092" x (1.187- 1 24'-4" d 23'-1" d 22'-1" d 21'-3" d 20'-6- d 19'-10- d 19'4' d 18'-9- d 18'4" d 1T-11- d 1716' d 1T-2- d Double Self -Mating Beams Tributary Load Width 6'-0" T-0" 8'4" T-0' 1 10%0- 11'-0' 1 12'-0- IT-0" 14--0" 15'-0" 1 16'-0• I 1T-0" Allowable Span'L'/ bending'b' or deflection'd' (2) 2" x B" x 0.072" x 0.240" 22'-5' d 21'-3' d 2W-4" d 19'-T d 18'-11" d 18'-0' d 1T-9' d 1T-4' d 16'-11' d 16'-6" d 16'-2' d 15'-10" d 2) 2" x 9" x 0.072" x 0.239' 24'_8' d 23'-5- d 22'-5' d 21'-6- d 20'-9- d 20'-2- d 19'-7' d 19'-0' d 18'-T d 1B'-2- d 1T-9- d 1T-5- d 2) 2" x 9" x 0.082" x 0.321" 26'-5' di 26-1- dl 23'-11' dl 23'-1- dl 22'-3- dl 21'-7- dl 20'-11' d 20'-5- dl 19'-11" dl 19'-5' di W-0' di 18'-8- d 2 2" x 10" x 0.092" x 0.389" 30'-7" d 1 29'-1' dl 27'-10" di 26-9' d 26-10' d 1 25'-0' d 1 24'-4' dl 23'-8' di 23'-1' di 22'-7" dl 22'-1' dl 21'-8" d Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12". Notes: 1. It is recommended that the engineer he consulted on any carrier beam that spans more than 3E 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from updght to center of brace to beam connection to the above spans for total beam spans. Town & Country 6005 Indicator Mark 5. Spans may be interpolated. (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is . ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TO 6005 SELF -MATING O ZLL a O o. c, H d0 y w ' m t`� ~ E 43 o Q z 0) 4 K 7 to o0 K v- Q J za E¢ 30 8� 5 J � Z 0 F Z LJ W o C N O Z U U) �Ur UQ U) w fnZoa W W 0 Z 2 W -t as U) Q U) LU y WF-F-m W fn M o _ LL D LU J 0 ~ W F O = o 0 LL U t7 Z fnWQo 0 Z Q o it O J Q iL LL Q � 0 w W d K Z W w Co Ol W U Z W 3 O Z O U) W W a Z r it W F- O _H (L a Z_ O W �O 2 Z_ W w U Cl Cl O of a- W W W m O H O Z 0 0 m m SEAL W. W SHEET Z O Z W 9A-110 z m 10 OF 12 O Table 2.1.1 A-120 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs 'Aluminum Alloy 6005 T-5 For 3 see. wind gust for 120 MPH velocity; Using design load of 162 #/SF (48.3 #1SF for Ma). Cantilever) 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width (it) Max. Span V1(bending'b' or deflection'dj Load Width (ft.) Max. Span VI(bending'b' or deflection 'd') 182 Span 3 Span 4 Span Cantilever %2 Span 3 Span 4 Span Cantilever 4 5'-7' d V-3' d 6'S" d T-1' d 4 T-1' d 8'-9" d 8'-11' it 1'-6" d 5 4'-9' d 5'-10' d 6-11" d 0'-11' d 5 S-T d 8'-2" d 8'4' d 1'4' d 6 4'S' d S-6' d S-T d 0'-1 P it 6 6`-2' d T-8' d T-10" d V-T d 7 4'-3' d 5'-0' d 5'-4" d (1-11' d 7 5-11" d T3' d T-5' d 1'-3' d a 4'-1' d 4'-11" d 5'-1- d 0'-10' d 8 5'-8' d 6'-11' d 6'-11" b T-2' d 9 3'-11' d 4'-10' d 4'-11' d 0'-10' d 9 5'-5" it 6'-8' d 6'-7' b 1'-1' d 10 3'-9' d 4'$' d 4'-B' b 0'-9' d 10 5-3' -d 6'-5" d 6'-3" b 1'-1- d 11 3'-8- d 4'-6" d 4'-6' b 0'-9' d 11 5-4- d 6'-T b S-11- b I 1'-1- d 12 -1 T-6" -d I 4'4" d 1 4'-3" b 0--9' d 12 4'-71" d 5--11" b I S-" b I T-W d 2"x 3" x 0.060" Hollow 2'x4"x 0.050" Hollow Load width (ft.) Max Spa n'L'I(bending'b' ordeflection'd) Load width (ft.) Max Span 'L9(bending'b' or deflection 'd') 1&2 Span 3 Span 4 Span Cantilever %2 Span 3 Span 4 Span Cantilever 4 9'-9' d 9'-11" d 1'-8- d 4 9'-3' d 11'-5' d 11'-0' d 1'-11" d 5 9'-0' d 9'-2" d 1'-6' d 5 &-T d 10'-T d 10'-10" d 1'-9' d 6 6B'S' d 8'-8' d 1'5' d 6 8'-l' d 9'-11' d 9'-11'- b 1'-8' d 7 8'-l' d 8'-0' d 1'4' d 7 T-6' d 9'-6' d 9'-2" b 1'-T d a T-9- d Mdd T-10' d 1'4- d 8 T4" d 8'-11" b 8'-T b 1'-6' d 9 T-V d T-T d" 1'-0' d 9 T-1' d 8'-S b 6'-1' b 1'-6' d 10 T-2" d T4' d 1'-2' d 10 6'-10' d T-11" b T-8' b T-5' d 11 - 5-11' d 6'-11" b 1'-2' d 11 6'-T d T-T b T4' b 1'4. d 12 ri6'-9" d 6'-8" b 1'-2- d 12 6'-5- d T-3- b T-0' b 1'4' d "x 2" x 0.045" Hollow " - Load Width (fL) Max S an VI bending W or deflection'd 1&2 Span 3 Span 4 Span Mom' Cantilever -4 5'-9IdW-1 1' d T-3" d 1'-2' d 5 5'4 d 6'-9' d 1'-1' d 6 5'-0' d 6'4' d 1'-1' d 7 4'-91" d 6'-0' d 0'-11' d 8 4-7' - 8"' d- 6-9• d 0•-1V. d 9 4'S d 5'-W d 0'-11" d 10 V-T' d 5'4' d 0'-11' d 11 4'-ll" d S-2- d 0'-10- d 12 3'-111" d S-0" d I 0'-10' d • Mono -sloped roofs include gableswhere the slope of the roof is less than 1" in 12% Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.1 B420 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with MonoSloped• Roofs Aluminum Alloy 6005 T-5 For 3 sea wind gust for 120 MPH velocity; ' Using design load of 162 #/SF (48.3 #/SF for Max Cantilever) 2" x 4" x 0A46" x 0.115" SMB 2" x 5" x 0.050" x 0.136" Side Load Width (fL) Max. Span'121 bending'b' or deflection 'd Load Width (n.) Max. Span'L'/(bending'b' or deflection'd 182 Span 3 Span 4 Span Cantilever 182 Span!Span04Span 1 V-jdIZ-W8' d 17-11' d T-1' d 4 12'-8" d 5 9S9' d 12'-0' d 1'-11' d 5 11'-9' d 6 8'-11-1" d 714" d T-10' d 6 11'-1' d Mantilever4 7 8'SS' d 10W b 1'-9" d 7 10'S' d a 8'-T-1' d 9'-11' b 1'-87 d 8 10.1' d 9 T-18" d 9'4" b 7'-T d 9 9-8' d T-TY b 8'-11' b 1-T d 10 9'4' d 11'-T db 11 T49' b 8'S' b V-6' d 11 9'-1' d 11'-2' d 11'-1b 1'-10' d 12 T-1b 8'-1- b I 1'-6' d 12 F-10" d 1 10'-10' d 10' 7- b I 11'-10" d 2' xS" x 0:050" x D.135" SMBI 2" x T x o.o57'x 0.135" SMB 4 14'-11' d 18'S' d 1&-9' d 3W d 4 1T-0' d 21'-0' d 21'-5" d 3'S' d 5 13-70" d 1T-7' d 1T-T d 7-10' d 5 15'-10' d 19'S' d 19'-11" d Y-W d 6 13'-0' d 16'-1" d 16-5" d 7$' d 6 WAG* d 18'4' d 18'-9" d 3'-1' d 7 1Y4' d 15'-Y d 15-T d 7-7' d 7 14'-1' d iT5' d 17'-9' d 2'-11" d a 11'-10" d 14'-T d W-8' b 7-5' it 8 13'S" d 16'-W d 17'-0" b 7-9' d 9 11'4- d 14 -0 d 13'-10' b Y4- d 9 12'-11' d 16'-W d 16'-0' b 7-8' d 10 10'-11' d 13'-T d .13'-7" b 2'-T d 10 _ 12'S' d 155" d 15'-2" b 7-T d 11 10'-7-- d 17-11- b 12'S" b 7-2' d 11 12'-2' d 14'-11' d 14'-6' b Y-0" d 12 10'4" d 12'-5' b 17-11' b 7-1" d 12 11'-10' d 14'4" b 13'-11' b 2'-5' it 2" x B" x 0.072" x 0.240" SMB - 2' x 9' x 0.072" x 0239" SMB- 4 20'-11" d 25'41" d 26'S' d 4'-0" d 4 23'-1" d 2W-6" d 29'4" d 4'-0" d 5 19'-6' d 24'-1" d 2R-6' d 4'-0' d 5 21'S" d 26'S" d 25-11' d 4'-0' d 6 18'4' d 22'S' d 23'-7' d 3'-9' d 6 20'-2' d 24'-11' d 26-S d 4' 0- d 7 1TS' d 21'S' d 21'-1 d 3'-T d 7 19'-2' d 23'-W d 24'-1' d T-11' d 8 16'S' d 20'-T d 20'-17- d 3'S' d 8 18'4' d 27-T d 23'-1' d T-9' d 9 16'-0" d 19'-9" d 20 2 d 3'4' d a IT-T d 21'-9' d 27-2' d T-T d 10 - '155'. � d 19'-1" d 1976' d T-2' d 10 16'-11' d 20'-11' d 21'-Y b 3'S' d 11 14'-11- d 18'S' d 18'-T b 3'-7' d ' 11 16'-6' d 20'4' d 20'-2' b 3'S' d 12 W-T d 1T-11' d 1T-9' b 7-11' d 12 15'-11" d 1 19'-9- it 19'4- b 1 T4- d 2" x 9" x 0.082" x 0.321" SMB 2" x 10" x 0.092" x 0.389" SMB 4 24'-9' d 30'S" d 31'-2* d 4'-0' d 4 2&-8' d 35'-5' d 36'-l' d 4'-0' d 5 2Y-11' d 28'4' d 28'-11" d 4'-0' it 5 26'-T d 32'-10' d 33'S' d 4'-0" d 6 21'-T d 26'S" d 2T-0" d 4'-0' it 6 25'-1' d 30'41" d 31'-T d 4'-0" d 7 20'S' d 254" d 25'-10' d 4'-T d 7 23'-10' d 29'-5" d 29'-11' d 4'-0" d 8 19'-T d 24' X d 24'-9' d 4'-0" d a 22'-9" d 2&-1' d 28'-0' it 4'-0- d 9 18'-10" d 2Y4" d 23'-9' d T-11" d 9 21'-11' d 2T-0' d 2-P-T d 4'-0' d 10 1&-X d 22'S' d 22'-11' d 3'-9' d 10 21'-2" d 26'-1" d 26'-T d 4'-0' d 11 1T-8" d 21'-10" d 273" d 3'S' d 11 20'S' d 26-Y it 25'-9' d 4'-0' it 12 IT-T d 21'-2" d I 21'S' b TS" d 12 19--11- d 24'-7- it 25'4T dj 4'-0' d • Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2 A-120 Town & Country Industries, Inc. Table 2.1.1 C-120 Town & Country industries, Inc. 6005 TCI Allowable Roof Beam Spans 6005 T-6 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs• For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T.5 Ahiminum Alloy 6005 T-5 � " " r Fora see. wifid'gust for 120 MPFivelocity; using design load of 16.2 #/SF - • For 3 sem wind gust at 120 MPH; Mono -sloped roofs Include gables where the slope of the roof is less than 1' in 12'. Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2E-120 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sea wind gust for 120 MPH velocity; Using design load of 21.11#SF (48.3 #ISF for Max. Cantilever) 2"x4"x0.046"x0.115"SMB 2"xS'x0.050"x0.135"SMB Load Width (%) Max Span'L'/ ending'b'orde0ection'd Load Width (R) Max_S an'L'/bending'b'ordeflection' 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4 9'S' d 11' 7- d 11'-10- d 2'-1" d 4 11'-8" d 14'4" d 14'-8" d 2'-T d 5 8'-9' d 10'-9" d 1 i'-0' d 1'-11' d 5 10'-10- d 13'4" d 13W- d 75" d 6 8'-X d 10'-7 d 10'-1' b 1-10' d 6 10'-2' d 12' 7' d 12'-10' d 2'-T d 7 T-10" d 9'-W b 9'4" b 1'-9" d 7 9-8" d W-11" d 17-2' b 2'-2' d 8 T5" d 9'-0" b 8'-9" b 1'-8' d 8 9'-0" d 11'-5" d 11'4" b T-l" d 9 T-2" d V-6" b F-W b 1'-T d 9 8'-10' d 10--11- d 10'-9' b 1'-1 T d 10 6'-71' d VA" b T-10" b 1W' d 10 8'-T d 10'S" b 10'-2' b 1'-11' d 71 5-9" d TS' b TS" b- T-6' d 11 8'4- d 10'-0' b 9'•8'- b 1'-10` d 12 - S-0' d T4" b- T-1- b t5" d 12 -8'-1- d • 9'-T b 9'-0' b 1'-10' d 2"x6"x0.0SVx0.135"SMB 2'x7"x 0.057"x 0.135"SMB 4 13'-8" d 16'-10- d 17'-T d S-7' d 4 1S-T d 19'-3- d 19'S" d T-T d 5 12'-8" d 1S-T d 15-11" d 7-10' d 5 14'S" d 1T-10' d 18'-W d Y-T d 6 11'-11' d W-W d 14'-10' b 2'-8" d 6 13'-T d W-10' d 1T-2' d T-1' d 7 11'-4' d IT-11" d 13'-9' b 2'-T d 7 17-11' d 15-11' d 15'-11" b 7-11' d a 10'-10' d 13'4" b 17-10' b 2'-5" d 8 174' d W-W d 14'-11' b 2'-9" d 9 10'-5' d 12'S' b 17-1' b 74' d 9 1T-11" d" 14'S" b 14'-1' b 2'-8" d 10 10'-W d 11'-11" b 11'-0' b Z-W d 10 11'S' d 1Y-9" b 13'4" b 2'-T d 11 9'-9' d 11'4" b 10'-11' b 2'-2' d 11 11'-l' d 13'-2- b - 12'-0" b 75- d 12 9'S" d 10'-10" b 1W-6- b 2'-1- d 12 10'-10" it 12'-T b 12'-2' b 2'S' d 2" x 8" x 0.072" x 0240" SMB 2" x 9" x 0.072" x 0239" SMB 4 19'-2- d 23.9- d 24'-2" d 4'-0- d 4 21'-1" d 26'-1" d 26'-T d 4'-0" d 5 1T-10" d 22'-0" d 275" d 4'-0' d 5 19'-T it 24'3' d 24'S' d 4'-0- d 6 16'-9" d 20'-9" d 21'-T d T-9' d - 6 18'-5- d 2T-9' d 23'-0' d 4%4' d 7 -15'-11" d 19'-W d 20'-l' d T-T d 7 1T5' d 21'4r d 27-1' d T-11' d a 1 S-3" d 18'-10' d- 19'-1' b YS' d a W-9- d 20'-8- d 20'-9' b 3'-9- d 9 14'S" d W-1" d 1T-11' b T4" d 9 16'-1' d 19'-11' d 19'-7' b T-T d 10 14'-T d 1T5" d 1T-1" b 3'-2" d 10 15'-T d 19'-2- b 18'-T b 3'S' d 11 13'-8' d 16'-10" b 16'-0' b T-1- d 11 15'-1' d 18'4" b 1T-8' b 3'S' d 12 13'4" d 16'-1' b 15'-T b 7-11" d 12 14'�' d 1T5' b 16'-11- b T4- d 2"x9"x 0.082"x 0.321"SMB 2"x10"x0.092-x 0.3B9"SMB 4 27-W d 2T-11' d W-13" d 4'-W d 4 26'J' d 375" d 33'-1' it 4'-0' d 5 21'-W d 25'-11' d 26-6' d 4'-W d 5 24'4" d di)-1' d 30'-8- d 4 4" d 6 19'-9" d 24'-5' d 24'-11' d 4'-0' d 6 22'-11" d 28'4" d 28'-11' d 4'-0' d 7 18'-9- d 23'-2' d 23'-8' d 4'-0" d 7 21'-9- d 26'-11" d 2T5' d 4'-0- d a 1T-11' d 22'-T d 2Z-W d 4'-0' d a 20'-10- d 25-9' d N-T d 4'-0' d 9 1T3' d 21'4" d 21'-0' b T-11- d 9 2 r- d 24'-9' d 2SJ' d d 10 16'S' d 2o'-T d 20'-T b 3'-9" d 10 194" d 23'-11" d 24'4' d T 4'-0' d 11 16'-T d 19'-11' d 19'-8' b T-8" d 11 18'-9- d 2T.2" d - 23'-3' b 4'-0' d 12 15'S' d 19'-5" d 18'-10' b 3'S' d 12 18'-2- d 22'S' d 273' b 4'-0' d Mono -sloped roofs Include gables where the slope of the roof is less than 1" in 12'. Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Single Self -Mating Beams Tributary Load Width 6'-0' T-0' 8'-0" I r-o- I 10'-0' I 11'-0" 12'-0" 13'-0' 1 Tr-o- 15'-0" I 16'-0' I 1T-0- AllowableS an'L'ibending'b'ordeflection'd' 2" x 4" x 0.046" x 0.115" 8'-11' d 8'-6' d 8'-2' d T-10' d T-T d T-0' d T-1' d 6-11" d 6'-9' d 6-T d V-6' d 6'-4' b 7' x 5" x 0.050" x 0A35" W-1" d 10'-W d 10'-7' it 9'-8" d 9'-4' d 9'-l' d 6'-10' d 8'-7' d &4d 6'-2' d T-11" d T-10' d 2" x 6" x 0.050" x 0.135" 12'-11- d 12'4" d 11'-10- d 11'4- d 10 A V d 10'-7' d 10'4' d 1 W-W d 9-10' d 9'-T d V-4' d 9-2" d 2" x 7" x 0.057" x 0.135" 14'-10' d 14'-1' d 13'S' d 17-11" d 12'-6' d 12'-2' d W-9' d 1 TS" d 11'-? it 10'-11' d 10'-9' d 10'-W d 2" x 8" x 0.072" x 0240" 18'4' d 1T-S d 16'-8' d 15-11" d 15'S' it W-11' d 14'S' d 14'-2" d 17-10" d 13'-6' d 13'-2' d 1Y-11' d 2" x 9" x 0.072" x 0239" 2&-2' d 19'-2' d 164" d 1T-7' d 16'-11' d 16'-5' d 15-11' d 15'-7- d 15'-T d 14%10" d 14'-W d 14'-T d 2" x 9" x 0.082" x 0.321' 21' T d 20'-6" d 19'-7' d 1B'-10' d 18'-2" d 1T-8" d 1T-2" d 16'-8" d 16'-3' d 15-11' d 15-7' d 15'-3' d 2" x 10" x 0.092" x 0.389" 25'-0' d 23'-9" d 2Y-9- d 21'-10- d 21--1- d 20'S' d 19'-10- d 19'4- d 18'-10" d 18'-5- d 18'-1' di 17-8" d Double Self -Mating Beams - Tributary Load Width 6'-0" T-0" 8'-0" 1 9'-0"1 10'-0" I 11'-0"' I 1Y-0" I 13'-0" T- 14'-0' I 15-0" %--o- I 1T-0" Allowable Span'L'/ bending 'b' ordeflection'd' (2) 2" x a' x 0.072' x 0.240" 2Y-1' d 21'-11' d 20'-11' d 20'-2' d 19'-0' d 18'-10' d 78'4' d 1T-10' d 1T-S d 16'-11' d 16'-8' d 16'4" d 2 2' x 9" x 0.072" x 0239" 25-5' d 24'-7' d 23'-1' d 22'-2' d 21'-5' d 20'-9' d 20'-2' d 19'-7" d 19'.27 d 18'-8' d 18'_4 d 1T-11" d 2 2" x 9" x 0.082" x 0.321" 2T-2' di 25'-10' di 24'-9' d 2T-9- di 22'-11- d 22-T dl 21'-7- dl 21'-0' d 20'S' ill 20'-0- dl 19'-7- d 19'-3- d (2) 2' x 10" x 0.092" x 0.389" 3V-6" ill 29'-11" di 28'-B' d 2T-T d 26'-T d 25-9- di 25'-0- ill 24'-5- di 23'-9- ill 23'-3- di 22'-9- d 22'-3- d Mono -sloped roofs include gables where the slope of the mof is less than 1' In 12'. Notes: 1. It Is recommended that the engineer be consulted on any carder beam that spans more than 35 2 Spans are based on 120 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia orwall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans maybe interpolated. Table 2.1.2 C420 Town & Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used In Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sea wind gust for 120 MPH velocity; using design load of 21.1 #1SF Single Self -Mating Beams Tributary Load Width 6'-0' 1 T-0' I 8'-0" I 9'-0" I 10'-0" I11'-0"I 12'-0' 1 13'-0" 1 14'-0" 1 IVA" 1 16'-0" IT-0- Allowable Spari V I bending'b' or deflection'd' 2".x 4" x 0.046" x D.115"... • - 8'-W d T-10' d T•6" d T-2" d 6'-11' d 6'-9' d 6'-0' d 6-.4' b 5'-1'. b . 5.11' .b S-8" . b - 5'-6", b 2" x 5" x 0.050" x 0.135" 10'-2" d 9'$" d 9'-T d 8'-10' d 8'-7* d 8'4' d 8'-1" d 7'-10' A T-8' d T-6" d T4' d T-2" b 2" x 6" x 0.050" x 0.135" I V-11' d 11'4' d 10'-10' d 10'S' d 10'-0' d 9'-9' d VS' d 9'-T d&-11' d B'-8' b 8'-5' b 8'-2' b 2" x 7" x 0.057" x 0.135" 13'-T d 17-11" d 1 Y4' d W-11" d 1 V-6' d 11'-1' d 10'-10' d 1 W-6" d 1W-3" d 10'-0" d 9'-9' b 91S' b 2" x 8" x 0.072" x 0.240" 16'-9" d 15-11" d 1 S-3' d 14'-8" d 14'-2' d 13'-W d 13'-V d 12'-11' d 12'-8" d 12'-4' d 17-1' d 11'-10- d 2' x 9".x 0.072" x 0.239" 18'-S d 1T5' d 16'.9' d 16'-1' d 15-T d 15'-1' d 14'S' d 14'•3' d 13'-11' d 13'-T d 13'4' d 13'-0' d 2' x 9" x 0.082' x 0.321" 19'-9' d 18'-9' d 1T-11' d 1T-3' d 16'-W d 16'-2' d 16-8' d 15'-0' d 14'-11' it 14'-7- d - 14'-3' d 13'-11" it 2" x 10" x 0.092" x 0.389" 27-11' d 21'-9" d 20'-10' it 20'-0' d 19'4' d - 18'-9' d 18'-2" d 1T-9' d 1TJ' d 16'-11" d Double SeH-Mating Beams Tribute- L-d width 8'-0' T-0' 8'-0" I Fo- iw-o- iTo- I 12'-0' I 13'-0" ITT 15'-0' 16'-0' 1T-0' Allowable Span'L' / bending'b' or deflection'd' 2 2" x 8" x 0.072" x 0240" 21' T d 20'-1' ill 19'-2' ill 181S' d jr-1 0"161' -1d 5' -7- 1 5-3' d 14-11d 2" x 9" x 0.072" x 0239 2T-T d 22-1' d 21'-l" d 20'4' 19' d d82 Sd- ' 1T71d1r-6 1T-' d1-T &-a" d 16'S' d 2) 2" x 9" x 0.082" x 0.32t" * 24'-11' d 23'-W ill 27-8' ill 21'-9' ill 21'-W di 20'4" ill 19'-9' ill 19'-3" di 18'-9" di 18'4' di 1 T-11' d 1T-7' it 2) 2" x 10" x 0.042" x 0.3B9' 28'-11" d 2T-5" d 1 26'•3" di 25-3' ill 244' di 23'-T di 2T-11' di 274' di 21'-9" di 21'-3" d I 20'-10' d 20' r d ' Mono -sloped roofs include gables where the slope of the roof is less than 1' in tY. Notes: 1. It is recommended that the engineer be consulted on any carder beam that spans more than 36 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. S. Spans may be Interpolated. Town & Country 6005 Indicator Mark (instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING _ ALLOY INDICATOR TCI 6005 HOLLOW CATOR J Q C0 Z LU Q Z O U) tnQ t)ZO� inZ=2 fnQCl) W � _ m � LL LU 0 LU F O M LLL _ X EL 2 y W Q CD �U Z Q Q J Q 't W co to r O rn r � 2 J W LL U.i CD 2 Cori <L O a a) ¢ ov Co O j IL C U E ti a m � rn ~ I.-t W in o a) �_ e] C O a a ) n m m r F o. J 7 O t7 O Z SEAL w W EET Z t7 Z W 9A-1 10 m 12 08-12-2010 OF Table 2.1.1 A-130 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 Fora sec. wind gust for 130 MPH velocity; Using design load of 16.8 #/SF (56.6 #ISF for Max. Cantilever) 2" x 2' x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width (ft.) Max. Span V1 bendlno V or deflection 'd' Load Width (fL) Max. Span'L'/ bending'b' or deflection 'd' 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4 6-0- d 6'-3- d 6'4- d 0'-11' d 4 T-0' d &-W i 9-1 g' d 1' 5' d 5 V-8- d 6-9- d S-11' d 0'-11' d 5 6'-6" d 8'-0' d 8'-2' d v-3, d 6 4'S' d 6-5' d 5'-6' d 0'-10' d 6 6'-l" d T-T d T-9' d l'-Y d 7 4'-2' d 5'-2' d 5'-0' d 0'-10' d 7 5'-10' d T-2' d T4- d 1'-2- d 8 T-11' d 4'-11" d 5'-0' d 0'-9' d 8 S-T d 6'-10' d 6'-10' b 1'-1' d 9 T-10" d 4'-9" d 4'-10' d 0'-9' d 9 5'4" d 6'-7' d 6'-6* b 1'-1" d 10 3'S' d 4'-T d 4'-T b 0'-9' d 10 5'-2" d 6'4' b 6'-2" b V-G" d 11 3'-T d 4'5' d 4'-5' b 0'-9" d 11 4'-11: d 6'-1' b &A 0' b 0'-11' d 12 X-6- d 4'4- d 4'-2- b 0'S' d 12 1 4'-10- d 1 S-10" b 1 6-7- b 0'-11" it 2' x 3" x 0.060" Hollow 2" x 4" x 0.050" Hollow Load Width (2) Max. Span'O(bending'b' or deflectlon'd') Load Width (fL) Max. Span'LY(bending'b'or deflectlon'd 182 Span 3 Span 4 Span Canbiever 1&2 Span 3 Span 4 Span Cantilever 4 T-9" d 9'-7" d 9'-10' d 1'-6' d 4 9'-2' d 114' d 1 V-6" d 1'-10' d 5 T-3' d 8' -11' d 9'-1- d T-5- d 5 8'-6' d 10'S' d 10'-8' b 1'-8" d 6 6'-9' d 8'-5" d 8'-7- d 1'4' d 6 T-11' d T-10" d 9'-9' b 1'-7' d T 6'S" d T-11' d 8'-2" d 1'-3' d 7 7'-7- d 9'4" b 9'-0' b 1'-T d 8 6-2" d 7'-7" d T-9' d 1'-3" d 8 T-3" d 6'-9" b 0'-5' b 1'5' d 9 6-11- d T4" d T5' d 1'-2- d 9 5-11- d 6-T b Ti? b 1'5" d 10 5'-9- d T-1' d T-2' b 1'-Y d 10 6'-9' d T-10' b T-T b T4" d 11 5'-7-d 6'-10' d 6-10" b 1'-1' d 11 6'-6- d 1 T-5- b T-2' b 1'-3" d 12 SS" it I F-8- d 1 6'-7-b 1'-1' it 12 6'4- d T-T b 6'-11- b 1'-3- d " x 2" x 0.045' Hollow _ Load Width (fl.) Max. Span Vi bending'b' or deflectlon'dj 1&2 Span 3 Span 4 Span Mom' Cantilever 4 S-8" d T-0" d T-2" d l'-1' d 5 6-3- d V-6' d 6'-a- d 1'-0" d 6 4'-11" d 6'-Y d 6'-0' d 0'-11' d 7 4'-9' d S-10' d 6-11' d 0'-11" d 8 N-6' d 5'-7' d 5-8' d 0'-11' d 9 14- d 5'4' d 6-w d 0'-10' d 10 4'-Y d 5'-2' d 53' d 0'-10' d d 5' -0' d S-1' d 0'-10" d 12 T-11- d 4--10" d 4'-11- d 0'-9" d Mono -sloped roofs Include gables where the slope of the roof Is less than 1' in 12". "Notes: -, Abbve spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam 'connection -to the above spans for total beam spans. ,Table 2.1.1B-130 Town& Country Industries, Inc. 6*-..TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T5 -FoeGSec. wind gust for 130 MPH velocity; + tirig.design load of 16.8 #/SF (56.6 #/SF for Max. Cantilever) 2')r4'. x 0:046" x 0.115" SMB 2" x 5" x 0.050" x 0.135" SMB :' Load. "WIdtH (tL) Max. Span V1 bendin 'b' or deflection'd' Load Width (it) Max. Span'VI bending'b' or deflectlon'd 1&2 Span 3 Span 4 Span Cantilever 1&2Spam 3 Span 4 Span m. Cantilever '�� 4 10'-2' d 175' d 12'-9' d 7-0' d 4 12'-T d 15'-6" d 15'-10' d Z-6" d 5 9'S' d 11'-8' d VAX d 1'-10' d 5 ll'3' d 14'-5' d 14'3' d 2'4' d 6 8'-10' d 10'-11' d l l' T d 1'-9' d 6 10'-11' d 1 T-6' d 13'-10" d 2'-Y d 7 8'S' d 10'S' d 10'S' b 1'-W d 7 10'S' d 17-10' d 13'-1' d 2'-1' d 8 8'-1" d 9'-11' d 9'-9' b 1'-T d 8 9'-11' d 12'4' d 17-T d V-11' d 9 T-9" d 9'S' b 9'-2' b T-6' d 9 9'-7' d i t'-10" d 17-0' b 1'-11' d 10 T5" d 9' -W b 8'-9' b V-6' d 10 9'-3" d 11'$ d 1 V-Y b 1'-10" d 11 1-3-d 8'-7' b B'4" b 1'-5' d 11 8'-11" d 11'-1" d 10'-10' b 1'-9- d 12 T-0" d 8'-3' b T-11' b 1'-5' d 12 8'-8' d 10'-9' d 10'S' b 1'-9" d 2"x6" x 0.050' x 0.135" SMB 2' x 7' x 0.057' x 0.135"SMB 4 IV-8- d 1 18'-2- d 18'S' d 7-11- d 4 16'-10' it 20'-9' d 21'-Y d 3'4" d 5 13'-W d 16'-10' d 1T-Y d 7.8' d 5 164" it 19'3' d 19'-8' d T-l" d 6 17-10" d 15'-10' d 16'-2' it 75' d 6 14'-W d 18'-2' d 18'-6' d 7-11" d 7 12'-T d 15'-1" d 154' d 2'-5' d 7 1T-11' d 1T3' d 1T-7' d 2'-9' d a 11'-8' d 14'S' d 14'5' b 74' d 8 13'4' d 16'S" d 16'-8' b 2'-8' d 9 11'-3' d 1 T-10' d 13-7' b 2'3' d 9 12'-10' d 15-10' d 15-9" b 2'S' d . 10 10'-10' d 1314" b 17-11' b 2'-2' d 10 12'-5' d 15'4' d 14'-11' b 2'S' d 11 10'S' d 12'-9' b 17-T b 7-l' d 11 IV-11' d 14'-9" b 14'3' b 2'4" d 12 1 10'-2' d 12'-2' b 1 1T-9' b 1 2'-0' d 12 11'-8- d 14'-1' b 13'-8- b 74' d 2" x 8" x 0.072" x 0.240" SMB 2" x 9" x 0.072" x 0.239" SMB 4 20'-9' d 26-7' d 26'-1" d 1 4'-0' d 4 1 22'-9' d 28'-Y d 2&-9' d 4'-0- d 5 19'-T d 23'-9' d 243' d 3'-10' d 5 21'-2' d 26-Y d 26'S' d 4' -W d 6 18'-1' d 274' d 27-10' it T-T d 6 19'-11' d 24'-7' d 25-1" d 3'-11' d 7 1T-2' d 21'3' d 2v-w d 3'-S d 7 18'-11" d 23'4' d 23'-10' d 3'-9' d 8 16-5' d 20'4' d 20'-9' d T-W d 6 18'-1' d 274' d 22'-9" d 3'-7" d 9 15-10' d 19'-6' d 19'-11' d T-1' d 9. 1T5' d 21'-6' d 21'-11" d 3'5" d 10 15'3" d 18'-10' d 19'-l' b T-0" d - 10 I&A 0" d 20'-9' d 20'-10' b VA' d 11 14'-9' d 18'3' d 18'3' b 2'-11' d 11 16'3' d 20'-1' d 19'-10' b T-Y d 12 W-W d 1T-9- d 1T5" b 2'-10' d 12 15'-10" d 1 19'S' d 18'-11' b T-l" d 2"x 9'x0.082"x 0.321" SMB 2"x10- x 0.092' x 0.389' SMB 4 24'-5' d 30'-2' d 30'-9' d 1 4'-0' d 4 284' d 34'-11' d 35.8' d V-V d 5 22'-W d 28'-0' d 28'-7' d 1 4'-0' d 5 264' d 32'S' d 3T-2' d W-W d 6 21'4" d 264' d 26'-11' d 4'-0' d 6 24'-9' d 30'-7- d 31' 2' d 4'-0' it 7 20'3' it 2S-0" d 25'S' d 4'-0' d 7 23'S' d 29'-0' d 29'-7' d 4'-0" d 8 19'S' d 23'-11' d 2v-F d 3'-10" d 8 22'-6' d 2T-9' d 2&4' d 4'-0" d 9 18'-W d 23'-0" d 23'S' d 3'-8' d 9 21'-7' d 26'-8' d 2T3' d 4'-0' d 10 1T-11' d 2Z-Y d 27-W d 3'-7' d 10 20'-10' d 26-9' d 26'4' d 4'-0' d 11 17'-5' d 21'S' d 2l'-11' d 3'S" d 11 20'3' d 24'-11" d 25'-6' d 3'-11' d 12 16'-11- d 20'-11' d 21'-l' b 3'4' d 1 12 1W-8- d 24'-3- d 24'-9' d I T-11" d Mono -sloped roofs include gables where the slope of the roof Is less than 1" in 12'. Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2 A-130 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures,_or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sea wind gust at 130 MPH; Mono -sloped roofs Include gables where the slope of the roof Is less than 1' In 1Y. Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2E-130 Town & Country Industries, Inc. 6005 TO Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sea wind gust for 130 MPH velocity; Using design load of 24.8 #/SF 56.6 i#SF for Max. Cantilever 2" x 4" x 0.046' x 0.115"SMB 2"x5"x 0.050"x0.135"SMS Load Width (ft.) Max. Span'Ly(bending'b' or deflectlon'dl Load Width (ft) Max. Spa n'L'1(bending'b' or deflection'dr) 1&2Span 3 Span 4 Span Cantimlever U2 Span 3 Span 4 Span Max. Cantilever 4 8'-11' d, I V-0' it 11'3" d 2'-0' d 4 1l'-0' d 13'-7" d 1 T-11' d 75' d 5 8'-3" d 10'-3' d 10'-2' b 1'-10' d 5 10'-0' d 12'-0' d 12'-11' d 74' d 6 T-9' d 9'-7" b 9'3' b 1'-9" d 6 9' -7' d I V-11' d 12'-1' b 7-2" d 7 T-S d 8'-11' b 8'-7' b 1'-S' d. - ). 9'-Y d 1 T-3' it l l' T b 7-1" d a 7'-1' d 8'4' b 8'-W b 1'-T d 8 8'.9' d 10'-10" d 10'S' b 1'-11' d 9 6'-10' d T-10' b T-T b 1'-6" d 9 8'5' d 10'3' b 9'-11" b 1'-11" d 10 6'-T d T5' b T-2' b V-6` d 10 8'-l" d 9'S" b 9'-5' b 1'-10' d 11 6'4' b 7'-1' b 6'-10' b 1'S' d 11 T-10" d 9'3" b 8'-11' b 1'-9' d - 12 1 6--1' b I 6''-9- b 1 6'4- b 1'5- d 12 .T-8- d 8''-10- b 8'-7" b 1'-9' d 2"x6"x 0.050"x 0.135 SMB 2" x 7" x 0.057" x 0.135" SMB 4 17-11' d 15-11" d 16'-3' d 2'-11' d 4 14'-9' d 18'3' d 18'-7' d T4' it 5 11'-11' it W-10' d 14'41' b 2'-W d 5 13'-8' d 16'-11' d 1T3' d 3'-1' d 6 11'3' d 13'-11" d 13'-8' b 2'S' d 6 12'-11' d 16-11' d 15'-10' b 7-11- d 7 10'-9" it IT-l" b 12'-8' b Z-5' d 7 173' d 16-2' dr12'-1 ' b 2'-9" d 8 10'3" d 12'-3' b 11'-10' b 2'4' d 8 11'-9" d 14'3' b' b 7-8" d 9 9'-10" d 11'-T b 11'-2' b 73' d 9 11'3" d 13'S" b ' b 2'S' d 10 9'-6' d 10'-11' b 10'-7' b 2'-2' d 10 10'-11' d 12'-9' b' b 2'-5" d 11 9'-Y d 10'S" b 10'-1" b 2'-1" d 11 10'-T d 12'-2' b" b 2'4' d 12 8'-11- d 10'-0' b 9'-8' b 2'-0- d 12 10'3' d II'-T b' b 2'4' d 2" x 8" x 0.072" x 0240 SMB 2' x 9" x 0.072" x 0239 SMB 4 18'-2' d 22'-6' it 22'-11' d 4W d 4 20'-0' d 24'-9' d 1 263- d 4'-0- it 5 16'-11" d 20'-10" d 21'-3' d T-10' it 5 18'-7' d 27-11' d 2T-5' d 4'-0' d 6 16-11" d 19'-8' d 2UT d T-T d 6 17'-6' d 21'-7' d 27-0' it 3'-11- it 7 1S-1" d 18'S' d 18'-10" b 3'S' d 7 16'-7" d 20'S" d 20'S' b 3'-9' d 8 14'S' d 1T-10' d 1T-7' b 3'3' d 8 15'-11' d 19'-T d 19'-Y b 9 13'-11" d 1T-2" d 16'-7' b T-l' d 9 15'3" d 18'-W b 16'-1- b T5" d 10 13'-5' d 16'-3" b 15'-9' b 3'-0" d 10 14'-9' d 1T-9- b 1T-1' b 5r_4 d 11 12'-1P d 15'S' b 1S-0' b 41-44 2'-11' d 11 14'3" d 15-11' b 16'4' b 3'3" d 12 12'-7" d 14'-10' b b 7-10' d 12 1T-11- d 16'-2- b 1S-8' b 3'-1' d 2' x 9" x 0.082" x 0.321" SMB 2" x 10" x 0.092" x 0.389" SMB 4 21'5' d 26'-6' d 2T-0" d 4'4r d 4 24'-11" d 30'-9" d 31'4' d 4'-0' d 5 19'-11" d 24'4' d 25'-1" d 4'-0' d 5 23'-1' d 28'S' d 29'-l' d 4'-0' d 6 18'-9" d 0 23'-Y it 23'-T d 4' -W d 6 21'-9' d 25-10' d 27"5' d 4'-0' it 7 1T-10" d 21'-11' d 22'S" d 4'-0" d 7 20'-8' d 25'S' d 26'-0' d 4'-0' it a IT-0" d 2l'-0" d 21'3' b T-10' d 8 19'-9" d 24'S' d 24'-1-d d 4'7 d 9 16'4' d 20'-3' d 20'-0' b T-8" d 9 18'41' d 23'S' d 23'-9' b 4'-0' d .10 15'-10" d 19'S' d 1&-11' b 3'-7- d 10 18'4" d 27-8* d 27.6- b 4tV d 11 15'4" d 18'-9' b 18'-1' b 3'-5' d 11 1T-9- d 21 '-11' d 21b 'S' 3'-11' d 12 14'-10' d 1T-11" b 1T4- b 3'4' d 1 12 1T3- d 21'-3- b 20'S' b 3'-11' d Mono -sloped roofs include gables where the slope of the roof Is less than 1" in 12". Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.1 C-130 Town & Country Industries, Inc. 6005 T-6 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono, -Sloped Roofs• Aluminum Alloy 6005 T-5 - For 3 sec. wind oust for 130 MPH velocltv: usina deslan load of 16.8 #ISF Single Self -Mating Beams Tributary Load Width 6'.0" 1 T-0" 8'-0" 9%0- 1 10'-0" 1 11'-0" 1 12'-0" 1 13'-0" 1 14'.V 1 15'-0' 16--0" Allowable Span *I: I bending'b' or deflection'd' 2" x 4" x 0.046" x 0.115" 8'-10' d 8'-5" d 8'-1' d 7%9- d T-6- d T-3- d T-0' d 6-10' d 6'-w d 6'-6- d 6--5- d 6'-2" b 2" x 5" x 0.050' x 0.135" 10'-11' d 10'S' d 9'-11" d 9'-T d 9'-Y d 8'-11' d 9-W d 8'-6' d 8'-3' d 8'-1' d T-11' d T-9' d 2' x 6" x 0.050" x 0.135" 17-10" d 17-Y d 1 T-8" d 11'3' d 10'-10" d 10'S' d 10'-2' d 9'-11' d 91-8' d 9'S' d 9'-3' d 9'-l' it 2" x 7" x 0.057" x 0.135" 14'-8" d 13'-11' d IV-4' it 12'-10' it 12'S' d 11'-11' d 11'-8' d 11'4' d 11'-1'- d 10'-10' d 1 a,-T d 10'4" it 2" x 8" x 0.072" x g.240" 18'-l' d 1T-2' d 16'-5' d 15'-10" d 16-T d 14'-9" d 14'4" d 13'-11' d 13'-W d 13'4' d 1 T-1' d 17-9" d 2" x 9' x 0.072" x 0239' 19-11' d 15-11' it 18'-1' d 1T-S d 16'-9' d 16'-3' d 15-10" it 155' d 15-0' d 14'S' d 14'4' d 14'-1' d 2" x 9' x 0.082" x 0.321" 21'4- d 20'3- d 19'-5- d 18--8' d 1T-11" d 1T-5- d 16'-11- d 16'S' d 16'-l' d 15-9- d 15.5' d 1S-1- d 2" x 10" x 0.092" x 0.389" I 24'-9' d 23'-W d 27-6' d 21'-7- d 20'-10' d 20'-2- d 19-8' d 19'-l' d 18'-8" di 18'-3" d 1T-10' d 1T-6" d Double Self -Mating Beams Tribute Load Width 6'-0" 1 T-w 8'-0" 9'-0" I 10'-0' 1 11'-0' r IT-V 1 13'-0" 1 14'-0' 1 15'-0' 1 16'-0' Allowable Span'L'/bending'b'ordeflectlon'cP ' 2 2" x 8" x 0.072" x 0.240" 22'-10" d 2l'S' di 20'-9' d 19'-11' dl 19'-3' d 18'-T d 1&-l' di 1T-7- di 1T-2'- d 16'-10' d 16'-5' d 16'-1" d (2) 2" x 9" x 0.072' x 0.239' 25'-1' d 23'-10- dl 27-9- di 21'-11' di 21'-2- dj 20'-6- di 19'-11- di 174' dl 18'-1 l' d1l 18'S' d 18'-1" d 1 T-9' d (2) 2' x 9" x 0.082" x 0.32l" 26'-10" d I 26-T di 24'S' di 23'-6' dl 22'-8' d 21'-11' d 2114" ill 20'-9' dl 20'-3" d 19'-10' d 19'-5' d 18'-11' d (2) 2" x 10" x 0.092" x 0.389" 31'-2' di 29'-7' di 294' di 2T-0" di 26'-T di 25-6' dl 24'-9' di 24'-1' di 23'-r di 22'-11' d 27-6- d 27-0' d ' Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12". Notes: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35 2. Spans are based on 110 M.P.H. wind load plus dead load for Gaming. 3. Span Is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 2.1.2 CA30 Town & Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T5 For 3 sec. wind oust for 130 MPH velocity: usina deslan load of 24.8 #/SF Single Self -Mating Beams Tributary Load Width 6'-0' T-0" 8'-0' 9'-0" 10--0" 11'-0' 12'-0" 13'-0" 14'-0" 15'-0" 16'-0" 1 7'-0" Allowable Span'L' l banding'b' or deflection'd' 2' x 4"-x 0.046' x0.115" -" T-9' d TS' d T-l" -d 6'-10' d 6'-7- d 6'4' b' 6'-1' b 5-10' b 5'-T' b S=S b' 63' 'b 5'-1' b 2" x 5" x 0.050" x 0.135" 9'-T d 9'-2' d 8'-9" d W-Y d 8'-1' d 7"-10' d T-8' d T-S d TJ' b 6'-11' b 6'-9" b 6'-T b 2' x 6' x 0.050" x 0.135" 1 V-T d 10'-9" d 10'-W d 9'-10' d 9'S' d 9'-3' d 8'-11' d 8' 7- b 8'4- b W-o- b T-9- b T5' b 2" x 7' x 0.057' x 0.135" 12'-11' d 12'3' d 11'-9' d 11'3' d 10'-10' d 10'S' d 10'3' d 9'-1 l' d 9'-7- b 9'-3' b 8'-11' b 8'-9' b 2" x 8" x 0.072" x 0240" 15'-1 P d 15'-1' d 14'S' d IT-11' d 13'-5" d 12'-11" d 17-7- d 173' d 11'-11' d l l'-T d. 11'-5" d 1 T-2' b 2' x 9" x 0.072' x 0.239" 1T-6" it 1(Y-7- d 16-11' d 1 S-3' d 14'-9" it 14'-3" d 13'-10' d 13'-6' d 13'-2" d 12'-11" d 175' b 12'-Y b 2" x 9" x 0.082" x 0.321' 18'-9" d 1T-9' d 1T-0" d 16'4' d 16-10' d 15'4' d 14'-10' d 14'-6" d 1N-1' d IX-10" d 13'S' d 13'-3' d 2" x 10" x 0.092" x 0.389" 21'-9" d 20'S" d 19'-9" it 18'-11' d 18'4" d 17'-9' d 1T3' d 16'-9" it 16'-5" it 16'0' d 15'-8' d 154' d Double Self -Mating Beams Tributary Load Width s%o" T-0" 8'-0' I 9%o" 1o%w iv-o" I 12'-0" I 13'-0" I 14'-0" 15'-0' I 16'-0" 1T-0" Allowable Spmn L' I bending'b' or deflecbon'd' 2 2" x 8" x 0.072" x 0.240" 20'-0' d 19'-0' d 18'-Y d 1T5' d 1&-11' d 16'4' d 15-11' d 15'-6' d 15-1" d 14'-9' d W5' d 14'-2' d 2) 2" x 9" x 0.072' x 0239' 27-0' d 20'-11- ill 20'-0- d 19'3' d 18'-T d 1T-11- d 1T5' d 1T-0' d 1 S-7- d 16'-3- d 15-11' d 1S-T d 2) 2" x 9" x 0.082" x 0.321" 23'-T d 27-5" dl 21'-5' ill 20W' dl 19'-11' dl 19'-3' di 1&-9' di 18'3' ill 1T-9" dl 1T5' di 17'-0' d 16'S' d 2) 2" x 10" x 0.092" x 0.389" 2T4- di 25-11' dl 24'-10' di 23'-11- di 23'-1' di 22'4- di 21'-9- di 21'-2- di 20'-8- di 20'-2- di 19'-9- di 19'4- d • Mono -sloped roofs Include gables where the slope of the roof Is less than 1' In 12". Notes: 1. It is recommended that the engineer be consulted on any carder beam that spans more than 35' 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. spans may be Interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, 1 •1 5�'1�a�. These alloy indent cation marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. dry o i j o x C am h Z O w N = m z Q m m 0. OQ O oQx. 3 0O � LL ¢� Za mo 30 v g Z J o F W Q W o C 0 N Z U U) ~ Ur fn Q w U)Z0a- M W W U) W 0 Z = 2 IL a. f1)Q�u 'w W F- )Y ui - LL N W :3 p f LUP0 c LL 0 0 2 Z� (3 fA W < 0 M m K O J J u. Q A N � to CO m r0 ?�t Z N a] .J W rq LL W tL Z m 4 W 2 d tox cg tL _j O 0 C tiro 0) j CD 0 L rn QC G W r,3 N o oc n - a) J m C c 0 a m. F 172PIP a 1 0 Z re W SHEET Z O Z W 9A-130 1 W m 10 OF 12 0 Table 2.1.1 A-140-1 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped* Roofs - Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 1404 MPH velocity; ' Mono -sloped roofs Include gables where the slope of the roof is less than 1" in 12'. Notes: ° 1. Above:spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2 A-140-1 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For sea wind gust at 140-1 MPH; Usina deslan load of 28.7 #/SF (65.7 #NSF for Max- Candleverl Load I Max. S an'L'/(bending W ordeflection'd') I Load I Max. Span '121bending'b' or deflection'd' width (H.) 1 1&2 Span 1 3 Span 1 4 Span I ,M,-"" width (ft.) 1 1&2 Span 1 3 Span 1 4 Span �eMax. "- 12- x 3- x 0.060" Hollow 12- x 4" x 0.050" Hollow I Width (fL) 1 1&2 Span j 3 Span 1 4 Span Width (fL) 1 1&2 Span 1 3 Span 1 4 Span Width (fL) I Span 1 3 Span 1 4 Span Mono -sloped roofs Include gables where the slope of the roof is less than 1" in 12'. Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2E-1404 Town & Country Industries, Inc. Table 2E1.18-140-1 Town &Country Industries, Inc. t►Y 6005,.TG1 Allowable Roof Beam Spans 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped* Roofs For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 Aluminum Alloy 6005 TS For 3 sae; -wind gust for 140-1 MPH velocity; For 3 sea wind gust for 140-1 MPH velocity; r l¢Inn A.M.. reed of 1R A efRF fA9 7 WRF: fnr Mei Cenel¢veA Using design load of 28.7 #/SF (65.7 #/SF for Max. Cantilever) 2" x 4716.046" x 0.115" SMB 2" x 5" x 0.050" x 0.135" SMB Loads�f. 'Width {ft:) Max.Span'L'/bending 'b' or deflection 'd' Load width (fL) Max. Span'L'/bending'b' or deflectlon'ti 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4' ^:` 9'-10" d 17-2" d 17S' d 1'-11' d 4 12'-2" d 15'-0" d 164" d 2'4" d 5 9-2" d 11'-3" d 11'-6" d 1'-9" d 5 1 V41' it 13'-11' d 14'-0' d 2'-2' d 6 8'-T d 10'-T d 10'-9' b 1'-8' d 6 10'-6' d 13'-2' d 13'S' d 7-1' d 7 8'-2- d 10--1' d 9-11- b 1'-T d 7 10'-1' d 17-6' d 17-9' d 1'-11' d 8 T-10" d 9'-8" d 9'4' b 1'-6' d 8 9' -0" d 11'-11' d 12'-Y d 1'-10- d 9 T-0' d 9'-l' b 8'-to- b 1'5' d 9 9'J' d 1T-6" d 11'-6" b 1'-10- d 10 7'3" d 8'S" b 11-4 b 1'-5' d 10 8'-11' d IT-1' d 10'41" b 1'-9" d 11 T-0' d 8'J" b T-11" b T4' d 11 8'-8' d 10'-9" d 10'-5' b 1'-8' d 12 6'-10" d 1 T-11- b T-T b 1'4' d 12 8'-5' d 1 10'3" b 9'-11" b 1'-8' d 2" x 6" x 0.050" x 0.135 SMB 2' x 7" x 0.057" x 0.135' SMB 4 14'3' d 1T-7' d 1T-11" d 2'-9- d 4 16'4' d 20'-2" d 20'r d 3'-2' d 5 13'3' d 16'4' d W-8" d 2'-T d 5 15-2' d 18'-8' d W-1" d 7-11' d 6 17-6' d 15-5' d 15-0' d 2'S" d 6 14'3" d 1T-7* d 1T-11' d 7-9' d 7 11'-10' d 14'-7' d 14'-9' b 2'4" d 7 13'-6' d 16'-9' d 1T-1' d 2'-7* d 8 11'4' d 13'-11' d 13'-9' b 7-T d a 12'-11' d IS-11' d 15-11' b Z-6n d 9 10'-11" d 13'S' b 12'-11' b 7-1' d 9 12'-5' d 15'4" d 15-0" b 7-5" d 10 10'-6' d 12'-9" b 12'4" b 2'-0' d 10 12'-0' d 14'-9" b W-Y b 74" it 11 10'-2' d 17-Y b 11'-9' b 1'-11' d 11 11'-8' d W-1' b 13'-7- b 73" d 12 1 9'-11" d 1 11'-6' b 11'3' b I 1'-11' d 1 12 1 11'4' d I 13'-8' b 13'-0' b 2'-2' d 2" x 8" x 0.072" x 0240 SMB 2" x 9" x 0.072' x 0239" SMB 4 20'-l' d 24'-10' d 254' d &AI" d 4 27-1' d 2T4' d 2T-10' d 4'-0' d 5 18'-8' d 23'-1" d 23'-6' d 3'-7' d 5 20'-0" d 254' d 2&-10" d T-11' d 6 1T-7' d 21'-F d 27-Y d T-Y d 6 19'4' d 23'-10" d 24'4' d T-9- d 7 16'-8" d 20'-T d 21'-W d T-Y d 7 18'4' d 22'-6" d 2T-1' d 3W- d 8 15'-11' d 19'S' d 20'-1' d T-1' d B 1T-7' d 21'S' d 22'-1' d 3'S' d 9 164' d 18'-11' d 19'3' b 2'-11' d 9 16'-10' d 20'-10" d 20'-11' b 3'3' d 10 W-10" d 18'4" .d 18'3' b 2'-10' d 10 16'3' d 20'-1" ..d 19'-10' b T-2" d 11 W4' d 1T-T d 1T-W b 2'-9' d 11 15'-9' d 19'-6" it IW-11" b T-1' d 12 13'-11" d I 1T3" d 16'-8" b 2'3" d 12 1 15'4' d I 18'-9" b 18'-2" b 2'-11" d 2'x9"x 0.082" x 0.321" SMB 2"x10"x 0.092"x 0.389" SMB 4 23'-8' d 29-T d 29-10" d 4'-0" d 4 2T-8' it 33'-11" d 34'-T d 4'-0' d 5 21'-11" dE21'-7* 4'-0' d 5 25'-W d 31'-6' d 32'-2" d 4'-0' d 6 20'S' d 4'4r d 6 24'-0" d 29'S" d 30'3- d 4'-0' d 7 19'-8' d &-to" d 7 27-10' d 28'-2" d 28'-9" d 4'-0" d a W-10' dd T-8' d 6 21'-10" d 26'-11' d 2T-6" d "" d 9 18'-1' dd 121'-11" T-6' d 9 20'-11' d 2S-11' d 26'-S d 4'-0' d 10 1T-8' dd 3S" d 10 20'3" d 25-0" d 25-6' d T-11' d11 16'-11' d b T-T d 11 19'-7' 'd 24'3' d 24-9' d 3'-10' d 12 16'S' ddb 3'-2' d 1 12 W-1' d 1 2N-6' d 23'-10' b T-W d • Mono -sloped mots Include gables where the slope of the roof is less than 1' in 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2" x 4" x 0.046" x 0.115 SMB 2:z 5 'x,0:05D'.z 0:135';SMB-, Load Width (ft.) Max. Span'L'/ bending'b' or deflection'd "Load Width (fL) -Max. Spaa 'L'/ bending'b' or dell on'd 182 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span : Span' Cantilever 4 8'-6' d 10'S' d 10'-T b 1'-11- d 4 10'-6' d 12'-11' d 13'3" d Z-V d 5 T-11' d 9'-9' d T-S b 1'-9' d 5 9'-9" d 17-0' d 17-0" d 7-2* it 6 TS" d 8'-11" b 8'-8' b 1'-8" d d`8t- 9'-2' d 11'4- d, ,'11'Si16=' 7-1- d 7 T-1" d 8'-T b T-11' b 1W' d 7 8'-8' d 10'-9' d 10'S" b 1'-11' d 8 6'-9" d T-9" b T-6' b 1'-6' d 8 6'4" d 10'-l' b 9'-9' b 1'-10' d 9 6'-6' d T3' b T-1' b 1'-S d 9 8'-0' d 9'-6' b 9'-2' b 1'-10, d 10 6'-2' b 6'-11' b 6'3' b 1'S' d 10 7'-9' d 9'-0' b 8'-9' b 1'-9' d 11 5'-11. b 6'-7" b 6'4' b 1'4' d 11 7'1" d 8'-7" b 11" b 1'-8' d 12 5'S' b 6'4' b 6'-1"12 d 8'-3' b 7' -11' b 1'-6' d 2"x6"x0.050"x0.135"SM8 2"x7'x0.057"x 0A35'SMB ' 4 174' d 15'-Y d 16-6' d 7-9" d 4 W-1' dJIT-2' d 1T-9" d T-Y d 5 11'-5' d 14'-l' d 1T-11" b 7-T d 5 13'-1' dd 16'-2' b 2'-11' d 6 10'-9' d 13'-2' b 12'-9" b 7-5' d 6 12'-3" dd 14'-9' b 7-9' d 7 10'-2" d 17-2" b 11'-9' b 74- d 7 11'-8" db 13'-8" b 7-T d a 9'-9' d 11'-5' b 1 V.0' b 7-2" d 8 11'-2' db 12'-9' b 7-6' d 9 9S' d 10'-9" b 10'-5" b 2'-1' d 9 10'-9' db 12'-l' b 7S' d 10 9'-1' d 10'-Y b 9'-10' b 2'-0' d 10 10'4" d b 11.5" b 74- d 11 8'-8' b 9'-9" b 9'-5' b 1'-11' d 11 10'-0' d b 1 U-11' b 7.3' d 12 8'4- b 9.4- b 8--11" b 1'-11- d 12 9'-8' b b 2" x 8" x 0.072" x 0.240" SMB 2' x 9- x D.072" x 0239" SMB 4 1T4' d 21'-5" d 21'-10" d T-11' d 4 1 19'-1" d 23'-T d 2W-T d 4'-0' d 5 W-1' d 19'-10' d 20'3" d T-7' d 5 IT-T d 21'-10' d 224' d T-11- d 6 15' 2' d 18'S' d 18'-11- b 3'S' d 6 16'-8' d 20'-7' d 20'-T b 3'-9' d 7 14'-5" d 1T-9' d 1TS" b 3'3' d 7 15'-10" d 19'-0' d 1g'-0' b T-T d 8 13'-9' d 16'-11' b 16'4' b 3'-1" d 8 15'-Y d 18'S" b 11P-9' b 3'-5" d 9 13'3" d 15-11" b 15'S" b 2'-11' d 9 14'-T d 1774' b 16'-9" b 3'3' d 10 17-9" d 15'-2" b 14'S' b 7-10' d 1D 14'-l' d W-61 b 15-11" b 3'-2' d 11 12'4' d 14'-5' b 13'-11" b 2'-9' d 11 13'-7" d 15'S' b 15'-2' b T-1' d 12 1 17-0- d 13'-10" b 13'4- b Z-8- d 12 13'-3- d 15'-0- b 14'-6- b 2'-11- d 2" x 9' x 0.082" x 0.321" SMB 2' x 10" x 0.092" x 0.389" SMB 4 20'S' d 253' d 25-9' d 4'-0" d 4 1 233' d 29'3' d d 4'-0' d 5 18'-11" d 23'-S d 23'-11" dMdl9'-r 5 21'-11" d 2T-2' dd 4'-0- d 6 1T-10' d 22'-1' d 2Z-6" d6 20'S' d 25-T dd 4'-0' d 7 W-11' d 2U-11' d 21'-1' b7 19'-6' d 24'3' dd 4'-0' d a 16'-3' d 20'-0' d 19'-9" b8 18'-10' d 23'3" d b VW-11" 4'-0" d 9 15'-7' d IT-3" b 18'-T b 9 IVA" d 274" d b 4'-0" d 10 15-1' d 18'3" b 17'-8' b 10 1T-6" d 21'-7' d b 3'-11' d 11 14'-7' d 1TS" b 16'-10' b 11 IV-11" d 20'-T b b 3'-10" d 12 14'-2' d 16'-8`b 16'-1' b 12 16'S' d 19'-9' b b 3'-8' d - Mono -sloped mots Include gables vinere me Slope OT me root IS less than 1' In 12% Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.12 C-140-1 Town & Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used In Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports �- Aluminum Alloy 6005 T-5 Single Self -Mating Beams Tributary Load Width 6'-0" T-0' I 8'-0" I 9'-0" I 10'-0" I iv-o- 1 12'-0' 1 13'-0' 1 14'.V I W-0" 16'-0" 1 17--0" AllowableS an'L'/bending'b'orde0ectlon'd' 2" x 4" x 0.D46" x D.115" 7'S' d T-0- d 6'-9" d V-6- d 6'-2" b S-11' b 5'-8' b 1 5'S" b 5'3- b 5-1- b 4'41' b 4'-9- b 2" x 5' x 0.050"0.135' 9'-2' d 8'-8' d 8'4' d 8'-T d T-9' d T-6' d T3' b 6'-11" b 6'-9' b 6'-6' b 6'4' b 6'-1' b -x 2" x 6" x 0.050" x 0.135" 10'-9' d 10'-2' d 9'-9" d 9'-5" d 9'-1' d 8'-8" b 8'4' b 8'-0' b T-9' b T-W b T-0' b 6'-11' b 2" x 7" x 0.057" x 0.135- 17-3' it 11'-8" d 11'-Y d 10'-9' d 10'4' d 10'-0' d g'-8' b 9'-0" b 8'-11' b 6'A' b 8'4" b 6'-1' b 2' x 8" x 0.072' x 0.240" 1S-2' d 14'-5" d 13'-9" d 13'-0" d 17-9' d 174' d 17-0' d I T-8' d 11'-S d I VA' b 10'-8- b 10'-5" b 2' x 9" x 0.072' x 0239" 16'-W d iS-10" d IS-l' d 14'-6- d W-0- d 13'-T d 13'3- d 17-10' d 12'-S b 12'-0- b 11'-8- b 11'4- b 2" x 9' x 0.082' x 0.321' 1T-10- d W-11" d 16'-Y d 10-7" d 16-1- d 14'-T d 14'-Y d 17-9- d 13'-5" d 13'-2- d 17-10' d 17-6- b 0.092" x 0.389' 20'-8" d 19'-B' d 18'-10" d 18'-1" d 1T-5' d 16'-11" d 16'-5- d 15'-11' d 15-T d 15-0' d 14'-11' d 14'-T d Double Self -Mating -_ - - Beams' - Tributary Load Width 6'-0" 1 7'-0" 1 8'-0" 9'-0" 10'-V 11'-0' 1 12%0" 1 13'-V �-W-O" 1 15'-0" 1- 16'-0"1 17'-0" Allowable Span'L' / bending'b' or deflection'd' 2 2" x 8" x 0.072" x 0.240" 1&111' d 18'-1' d 1T4' d 16'-@' d i"o-1' d 15'-T d 15'-2- d 14'A" d 14'-5' d 14'-1' d 13--9' d 13'-6' d 2 2' x 9' x O.O7Z" x 0.239" 20'-11' d '�'-i 1" d 19'-1' ill 18'4' d 1T-0' d 1T-2- - d 16'-8" d 16'-2' d 15'-10' d 15'-5' d 15'-1' d 14'-10' d 2) 2" x 9" x 0.082" x 0.321" 27-6' dl 21'4" d 1 20'S' d I 19--8' ill 18'-11' di W4- ill 1T-10- dl 1T4- dl 16'-11- di 16'-7- it 1 W-2- d 15-11- d 2) 2" x 10" x 0.09r x 0.389" 25-l" d I 24'-9- it 1 23'-8" d 1 27-9' di 21'-11' dl 21'4' di 201-8' di 20'-2- di 19--8- di 19'-2- di 18'-10- d 1 B'-5' d Mono -sloped roofs Include gables where the slope of the roof is less than 1' in 12". Notes: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 39 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span Is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be Interpolated. Table 2.12 C-140-1 Town & Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used In Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 TS wind core} fnr 1An.11 MPH Inad of 7R 7 WAF Single Self -Mating Beams Tributary Load Width 6'-0' 1 7`-0" 1 8--0" 1 9'-V I W-0" I 11'-0' I 12'-0" I 13'-V 1 14'-0" 1 15*-0' 1(Y-0" I 1T-0' Allowable Span'L' / bending'b' or doflection'd' 2" x 4" x 0.046' x 0.115" T-5' d T-0" d U-90 d 6'-0' d 6'-2" b 5'-11' b S-8' b 5'-5' b 5-3' b 5'-1" b 4'-11' b 4'-9" b 2" x 5' x 0.050" x 0.135" 9'-Y d 8'-8' d 94' d 8'-0' it T-9" d T-0' d TJ' b 6'-11' b 6'-9' b 6'-6" b 6'4" b 6'-1" b 2" x 6" x 0.050" x 0.135' 10'-9' d 10' 2' d 9'-9" d 9'-5' d 9'-1' d 8'-6' b 8'4- b 8'-0" b 7-9" b T-5" b T-3- b 6'-11' b 2" x 7" x 0.057- x 0.135' 12'-0' it 11'-B' d 11'-2* d 10'-9" it 10'4' d 10'-0- d 9'-B' b 9'-3" b 8'41' b 8'-8' b 8'4- b 8'-1- b 2" x r x 0.0 2" 0.240" 7 x 15'-2" d 1 4'-5" d 13'-9" d 13'-0' d 1 7-9" d 12 '4' d 17-0' d 1 '-W d 1 11 'S' d 11'-1' b 10'-8' b 10'-5" b 2" x 9" x 0.072" x 0.239" 16'-6' d IS-10' d 15'-1' d 14'-6' d 14'-0' d 1 T-7' d 13'3" d 12'-10" d 12-5' b 12'-0" b 11'-8' b 11'4' b 2" x 9" x 0.082' x 0.321" 1T-10" d 16'-11' d 16'-2" d 15'-7- d 15-1- d 14'-7- d 14'-2" d IT-9" d 13'S' d 13'-2- d 17-10- d 1Z-V b 2" x 10" x 0.092" x 0.389" I 20'-W d 19'-B' d 18'-10- d 1 B'-1' d 17'-5- d 16'-11- d 16'-5" d 15-11- d 15-7- d 15-3" d Double Self -Mating Beams Tributary Load Width 6%0" 1 r-V 1 8%0- 1 9'1" 10'-0" 11'-0" 1 12'-0' 1 ix o" I 14'-0" I 1S-0" 1S-0" 1T-0" Allowable Span'L' / bending W or deflection'd' 2) 2" x 8" x 0.072" x 0.240" 19'-l' d 18'-1' d 1T-4" d 16'S' di 16'-1" dl 15-7' di 15'-2- di 14'-9" dl W-5- di 14'-l' d 13'-9" d 13'-6' d 2 2" x 9" x 0.072" x 0.239" 20'-11' dl 19'-11' ill l g'-1' d ji 18'4" dl 1T-8' dl 1 T-2' ill 15.8" ill 16'-2" ill 15-10- di 15'-5- di 15-l' d 14'-10" d 2 2' x 9" x 0.082" x 0.321" 27-V ill 21'4' di 2U-50 di 19'-T dj 18--11- ill 18'4- ill 1T-10' di 1 T4" ill 16'-11- dl 16' 7- ill 16'-Y d 15-11' d 2 2" x 10' x 0.092" x 0.3B9" 26'-1" ill 24'-9' dl 23'-8' di 22'-9' di 21'-11" di 21'4' dl 20'-8' dI 20'-2' di 19'-8' di 19'-2" ill 18'-10' di 19-5' d Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12". Notes: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than W 2 Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam S. Spans may be interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indenfification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. TCI 6005 HOLLOW CATOR - are d r:1 rW ram O ZLL 3 x r9 h Z W� g Z Q o m K 0o 0 ¢� 00 K u. Mid ' Z Q 30 oD o5 Z 'J E Cl) W Z U-1 0 Q\\ o / N Z 0 Z r NZ_❑fn W W ❑ W a a fllQC0 W Z) W H LL rn U) _ o W J VO W W H Wo c � ❑ O F- od Z 2 Z ❑ Q c 0 W o = r m Z Q o K O Q J LL a N (0 (O r7 in to o LLLL WM Qj LU (� ci E z 0 W 8 d O o 1- j o. r 3 C ((3j�� 33 0) �o o _ m F- � m t N W � o � r m C U d o caF�- Lu a 0 0 rn A Z S W W S EET Z Z Z W 9A-1401 z W m n 12 08-12-2010 OF Table 2.1.1 A-140-2 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3 sea wind gust for 140-2 MPH velocity; ' Mono -sloped roofs Include gables where the slope of the roof is less than 1" in 12'. Notes: 1. Above_Qpans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam . connection,to the above spans for total beam spans. Table 2.1.2 A-140-2 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sea wind gust at 140-2 MPH; Using design load of 30.9 ##SF 65.7 #!SF for Max. Cantilever) 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width ([t) Max. Span 13(bending W or deflectlon'd j Load Width (R) Max. Span 'L'l(banding W or daflectlon'd 182 Span 3 Span 4 Span CanUl ver 1&2 Span 3 Span06�5' Cantilever 4 4'-1' d S-1' d S-2' d 0'-11' d 4 5'-9' d T-1' d V-4" d 5 TAG* d 4'-9' d 4'-10' b 0'-11' d 5 5'4' d 6'-T d 1'3' d 6 T-7' d 4'-5' d 4'4' b 0'-10' d 6 4'-11' d 6'-1' b 1'-2' d 7 T-5" d 4'-2- b 4'-1' b 0'-9- d 7 4'-9" d 5-T b 1'-1- d 8 Y-T d 3'-11' b 3'-9" b 0'-9' d 6 4'-W d S-3' b 1'-d 9 3'-2' d T-8" b T-T b 0'-9' d 9 4'4' d 4'-11' b 1'-0' d10 3'-0' d 3'-0' b 3'S b D'-8'. d 10 4'-2' b W-W b 0'-11' d 11 Y-11' d 3'4' b T3" b D'-8' d 11 3'-11- b 1 4--6'' b V4- b 0'-11" d 12 2'-10- d T-2- b 1 3'-1" b V-8" d 12 1 3'-10" b 1 4'3' b 4'-2" b ll'-11' d 2' x 3" x 0.060' Hollow 2' x 4" x 0.050' Hollow Load Width (fL) Max. Span V1(bending'b' or d ectlon'dj Load Width (fL) Max. Span'L'/ bending'b' or deflectlon'd' 18,2 Span 3 Span 4 Span Cantlever 1&2 Span 3 Span 4 Span Can it Max 4 6'4" d 7'-10' d T-11" d i'-6' d 4 T-W d 9'-l" b 8'-10" b 1'-9' d 5 5-11' d 7'3' d T-5" d 1'4" d 5 F-11" d 8'-2' b T-10" b 1W' d 6 6-6" d 6'-10' d 6'-10" b 1'3" d 6 6'-6" d T5' b T-2" b 1'-6' d 7 63" d 6'S" d 6'4' b 1'3' d 7 6.2" b 6'-11' b 6'-W b 1'S' d 8 5'-0" d 6'-1" b 5'-11' b 1'-2" d 8 S-9" b 6-5" b S3" b 1'-4' d 9 4'-10' d 6'-9"___b S-7" b 1'-1' d 9 5'-5" b 6'-l' b 6-10" b 1'4' d S-3" b 1'-1" d 10 S-2" b &-9- b 5'-7- b 1'3' d b S-l" b 1'-1" d 11 1 4'-11- b 95" b S4- b 1 1'-3- d 12 4'-5- d 4'-11- b 4'-10- b 1'-0- d 12 4'-T b 5'3- b 5'-1- b i'-2- d "x 2" x 0.045" Hollow Load Width (tL) Max. Span VI(bending'b' or deflection'd 18,2 Span 3 Span 4 Span Max. Cantilever 4 4'-8" d 5'-9' d 5-10' d 1'-1' d 5 4'4" d 5'4' d 5'S" d 0'-11' d 6 4'-1' d 6-0' d 6-1" d 0'-11" d 7 T-10" d 4'-9" d 4'-10" b 0'-11' d 8 - 3'-8' d 4'-7" d 4'-T b 0'-1 D' d- B 3'S' d 4'4" d 4'3" b 0'-10' d 10 3'-5' d 4'-2" b 4'-1' b 0'-9" d 11 3'4' d 3'-It- b 3'-10- b 0'-9" d 12 T-3- d 1 T-10" b I T-6' b 0'-9- d ' Mono -sloped roofs include gables where the slope of the roof Is less than 1' In 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam 'connection to the above spans for total beam spans. Table 2s1.28-140-2 Town &Country Industries, Inc. Table 2.1.2E-140-2 Town & Country Industries, Inc. 6005'=TGI A(Iowable.Roof Beam Spans 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 Aluminum Alloy 6005 T-5 For 3 sea wind gust for 140-2 MPH velocity; For 3'secwlnd gust for 140-2 MPH velocity; Using design load of 30.9 f#SF 65.7 #1SF for Max Candle vor) - Usina design load of 30.9 #/SF (65.7 #/SF for Max. Cantilever) -- - 2" x'4" x;0.046" x 0.115" SMB 2' x 5' x 0.050" x 0.135" SMB •"Load x.- Width(o( Max Span 13(bending'b' or deflection V) Load Width (ft) Max. Span'L'/(bending'& or deflection'd� 1&2Span 3Span 4Span CaM ver I -Span 3Span 4Span Cantilever 4 &3' d 10'-3" d 10'-2' b 1'-11' d 4 10'-3' d 12'-B' d 17-11" d Y4' d 5 T-8' d 9'S" b 9'-1' b 1'-9' d 5 9'S" d 11'-9" d 11'-11' b 7-2" d 6 T-3' d 8'-7" b 8'4" b T-0" d 6 B'-11' d 11'-1" d 10'-10" b 7-1' d 7 6'-10' d 7'-11" b T-8' b 1'-T d 7 8'-6" d 10'-5' b 10'-0" b 1'-11' d 8 6'-T d T-5" b T-2' b 1'-6" d 8 B'-2" d 9'-9" b 9'-5' b 1'-10' d 9 T-T b T-0' b 6'-9' b 1'-5" d 9 T-10" d 9'-2" b 8'-10' b 1'-10' d 10 5'-11' b 6'-8" b 6'-5' b 1'S' d I T-T d 8' -W b 8'-5" b 1'-9' d 11 5'3' 6 6'4- b 6'-2" b 1'4- d 11 T4" d 8'3- b 8'-W b 1'-8' d 12 5'S' b 6'-1" b 5'-11' 6 1'4' d 12 . 7-1' . h - .T-11' b T7T b 1'-8 d 2" x 6" x 0.050" x 0.135" SMB 2" x 7" x 0.057" x 0.135" SMB 4 12'-0' d I 14'-10" d 16-0' b 7-9- d 4 13'-9" d 16`-11' d 1T3' d 3'-2" d 5 11'-2' d 13'-9' d 13'-5" b 7-7' d 5 12'-9' d 15'-9' d 15'-7' b 2'-11' d 6 10'-6' d 12'-8' b 1Y3' b 2'-5" d 6 11'-11' d 14'-9" b 14'3' b 2'-9' d 7 9'-11" d 11'-9" b 11'4" b 2'4' d 7 1T5' d 13'-T b IV-2" b Y-T d 8 9'-W d 10'-11" b 10'-7' b 2'-2' d 8. 10'-11' d 17-9" b 12'4' b 7-6' d 9 9'-T d 10'4' b 10'-0' b Y-1' d 9 10'S' d 17-0" b 11W- b 2'5' d 10 8'-9' b 9'-10" b 9'-6' b Y-0' d 10 10'-l' d 11'-5' b I V-W b Y4" d 11 8'-5' b 9'4' b 9'-1" b T-1 P d 11 T-9" b 1&-10" b 10'-6" b 7-3' d 12 1 8'-0" b 8'-11" b 8'7b T-11' d 12 9'4' b 10'-5' b 1 10'-1' b T-2' d 2" x a" x 0.057" x 0.135' SMB 2" x 9" x 0.072" x 0239" SMB 4 16'-11" d 20'-11' d 21'4' d Y-11" d 4 18'-7- d 22'-11- d 23'-5" d 4'-0" d 5 16-0" d 19'-5' d 19'-9' d T-T d 5 1T3" d 21'4" d 21'-8' b 3'-11' d 6 14'-9' d 18'-3' d 18'-T b T-5' d 6 16'3' d 20'-1" d 19'-10' b T-9- d 7 14'-W d 1T4' d IF-10' b T-T d 7 15'S' d 18'-11' b 18'-4' b T-7' d a 13'-5' d 16'4' b 16-9' b T-1' d B 14'-9' d 17'-9" b IT-T b V-5' d 9 12'-11" d 16-5' b 14'-10' b 2'-11' d- 9 14'-2' d 16'-9' b 16'-2' b T3" d 10 - 12!-6' -d 14'-T b 14'-1' b Y-10" d 10 - 13'-r - d 15-10' b 15'-V b Y-2' d 11 17-l" d 1TA V b 13'-5' b Y-9' d 11 13'3' d 15'-2' b 14' 7' b 3'-1' d 12 1 11'-9- d 1 13'4- b 1 17-10' b I 7-' d 12 12'-11' d 14'-6' b IT-11- b 7-11- d Y x 9" x 0.082" x 0.321" SMB 2" x 10" x 0.092" x 0.389" SMB 4 19'41- d 24'-7- dV25-4-d 4'-0- d 4 23'-1' d- 28'-T d 29-2" d 4'-0' d 5 18'S' d VAG" dd 4'-0' d 5 21'S' d 26'-6- d 2T-W d 4'-0' d 6 1TS' d 21'-6' d d 4'-0' d 6 20'-2" d 24'-11" d 25'-5' d 4'-0" d 7 15-7' d 20'S" db &-10' d 7 19'-2' d 23-8' d 24'-1" b 4'-0- d 8 15-10" d 19'-T db T-8' d B 18'4' d 27.8' d 22'S' b 4'-0" d 9 15'3' d 18'-7' b b T-6' d 9 17'-8' d 21'-9' d 21'3' b 4' 0' d 10 14'-8' d 1T-T bb 35- d 10 1T-0' d 20'-10' b 20'-2' b T-11' d 11 14'3' d 16'-9- bb Y3' d 11 16'S' d 19'-11' b 19'3' b T-10" d 12 13'-10" d IVA" bb 3'-2d r 12 167 W d F19'-1' b Mono -sloped roofs include gables where the slope of the roof Is less than 1" in 12'. Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2' x 4' x 0.046" x D.115' SMB d 2": z 5ix;6A_ 50_r_xi0:f35 SMBliTJ Load Width (fL) Max Span'O(bending'b' or deft lon'd 1 =�-L'oad-='Maz: Width (ft.) Span'L'/ bending'b' or deflectlon'd 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Spanr&-10" „ ,C Max. 4 8'-3" d 10'3' d 10'-2' b 1'-11- d 4 10'-3- d 17-8- d Y4- d 5 T-W d 9'-5- b 9' -0' b 1'-9- d 5 9'S' d 11'-9" d 7-2' d 6 T3' d B'-T b 8'4" b 1'-W d F-..Tim 8'-11" d 1VA' d Y-1' d 7 6'-10" d T-11' b T-W b 1'-7' d 7 8'-W d 10'-5" b 1'-11' d B 6'-T d T5" b T-2- b T-6' d a 8'-2' d 9'-9' b 1'-10' d 9 6'3' b T-0" b 6'-9" b 1'S' d 9 T-10' d 9'-2" b 1'-10' d 10 5'-11' b 6'-8' b 6'S' b 1'5" d 10 T-7" d 8'-8" b 1'-9' d 11 5'S' b 6'4" b 6'-2- b 1'4- d 11 T4- d 8'3" b 8'-W b 1'-8- d 12 5'-5- b 6-4' b 5-11" b 1 1.4" d 12 T-1- b T-11" b I T-8" b 1 1'-8- d 2"x6'x0.050"x0A35'SMB 2"x7"x0.0S7"x0:135'SMB 4 12'-0" d 14'-10" d 15'-0' b 1 2'-9- d 4 13'S' d 16'-11' d jT3' d T-T d 5 11'-2' d 13'-9' d 13'-S b 2W' d 5 12'-9' d 15'-9" d 15'-7' b 2'-11' d 6 10'-T d 12'-8- b 12W b 2'-5' d 6 11'-11' d 14'-9" b 14'-3" b 2'-9" d 7 9'-11' d 11'-9" b 1T4" b 2'4' d 7 11'-5' d 13'-7' b 13'-7 b 2W" d 8 9'S' d 10'-11' b 10`4' b 2'-2' d B 10'-11- d 12'-9' b 12'4- b 2'S" d 9 9'-2' d 10'4' b 10'-0' b 2'-1" d 9 IU-B' d 12'-0" b 11'-7' b 2'-5" d 10 8'-9' b 9'-10' b 9'S' b 2'-0' d 10 10'-1- d 11'-5- b 11'-0- b 74' d 11 8'S' b 9'4" b 9'-1' b 1'-11' d 11 ' 2'd-0-10'Sb ' '-11 1-11' d 12 9' 10 '12 10-1b 7 d 2" x a" x0.07'x0.135"SMB 5B' 2" x 9" x 0.072" x 0.239" SMB 4 16'-it' d 20'-11" d 21'4' d T-11' d 4 1 18'-7' d 22'-11" d 1 23'-5" d itV d 5 15-8- d 19'-5- d 19'-9' d 3W- d 5 1T3' d 21'4' d 21'-B' b T-11- d 6 14'-9' d 18'3' d 18'-2' b 3'-5' d 6 19-W d 20'-l' d 19'-10' b 3'-9- d 7 W-0" d 1T4' d 16'-10' b T-T d 7 15'S' d 18`-11" b 18`4' b Y-T d B 13'S" d 16'4" b 15'-9" b 3'-1' d a 14'-9" d IT-9' b 1T-T b 3'-5" d 9 12'-11' d 16S b 14'-10' b 2'-11" d 9 14'-2' d 16'-9' b 16'-2" b T3' d 10 17-6" A 14'-7- b IVA" b 2'-10' d 10 13'S' d 15'-10' b 1S4- b T-2' d 11 1Y-1- d 13'41' b 13'-5' b Y-9' d 11 13-T d 15'-2- b 14'-7- -b T-t'" "d 12 11'-9' d 13'4" b 12'-10- b 2'-W d 12 12'-11- d 14'-6" b 13 '-11' b 7-11' d 2" x 9" x 0.082" x.. SMB 2" x 10- x 0.092" x 0.389" SMB 4 19'-11- d 24'-T d 25--1- d 4' -W d 4 23'-1' d 2B'-7' d 29'-2' d 4'-0" d 5 18'S' d 22'-10- d 23'4- d 4'-0' d 5 217-6' d 26'-0' d 2T-0' d 4'-0' d 6 17'S' d 21'-6' d 21'-11' d 4'-0' d 6 20'-2" d 24'-11- d 257-5" d 4' -W d 7 16'-7' d 20'-5" d 20'4' b T-10' d 7 19'-2- d 23'-W d 2477' b _TV d 8 15'-10' d 19'-7- d 19'-W b T-W d 8 18'4' d 22'-8" d 221-6' b 4'-0' d 9 15'3' d 18'-T b 1T-11' b Y-6' d, 9 1T-8- d 21'-9- d 217-3- b 4' -W d 10 14'-8' d 1T-7- b 1T-W b T-S d 10 17'-0' d 20'-10' b 207-2- b 3'-11- d 11 14'3' d 16'-9' b 16'3' b 3'3' d 11 16'-S d 19'-11' b 19'3' b 3'-10' d 12 13'-10' d IVA" b 15'-5' b 3'-2' d 12 le_o. d 18'-5' b Mono -sloped roofs include gables where the slope of the roof Is less than 1" in 12". Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam - - connection to the above spans for total beam spans. Table 2.1.1 C-140-2 Town & Country Industries, Inc. 6005 T-6 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs' Aluminum Alloy 6005 T-5 For 3 sec, wind gust for 140-2 MPH velocity; using design loadof92.4 #ISF Single Self -Mating Beams Tributary Load Width 6,-0" T-0' a'-0" 9,-0" 10%0" 11'-0' 1213'-0" 1 14--0" 1 15'-0 Allowable Span'L' 1 bending W or deflection'd' 2" x 4" x 0.046" x 0.115" T-1" d 6'-9' d 6-6" d 6'-2' b 5-10- b 5'-T b 5'4" bi 5--1" bi 4'-11- b 4'-9- b 4'-T b 4'-0' b 2" x 5" x 0.050" x 0.135" 8'-10' d 8'4' d T-11' d T-8' d 7'-5- d T-2" b 6'-10" b 6.7" bi 6'-4' b 6'-1" b 6-11' b 5'-9" b 2" x 6" x 0.050" x 0.135 10'4' d 9'-10' d 9'-4' d 9'-0' d 8'-T b 8'-27 b T-10- b T-0' bi T3" b T-0' b 6--9' b 6'-T b 2" x 7" x 0.057" x 0.135" 11'-9' d 11'-T d 10'-9' d 10'-4' d 9'-11" d 9'-6' b 9'-1" b 8'-9' b B'S' b 6'-2' b T-10' b T-8' b 2" x 8" x 0.072" x 0.240" 14'-6' d IV-10' d 13'-T d 12'-8' d 12'3' d 11'-11" d 11'-6' d 11'-2' b 19-9" b 10'-5' b 10'-1' b 9'-9' b 2" x 9" x 0.072" x 0..e;; 15-11" d 15'-2' d 14'-W d 13'-11' d 13'-6' d IT -I" d 12'-8' b 12'-2" b 11'-9' b 1 V-Ir b 10'-11' b 10'-8" b 2" x 9" x 0.09Y' x 0.321" 17'-2- d 153' d 15'-T d 14'-11' d 14'-5' d 13'-11' d 13'-7' d 13'3" d 1 Y-11' d 12'-T b 17-2' b 11'-10" b 2" x 10" x 0.092" x 0.389' 19'-10' di 18'-10' di 18'-1' d 1T4' d 16'-9' d 16'-3' d 15'-9' d 164" d 14'-11' d 14'-8' d 14'4' d 13'-11' b Double Self -Mating Beams Tributary Load Width 6'-0" - T-0" 5'-V 9'-0' 10'-0" 11%0- 12'-0" 1 13'-0" 1 W.0" 1,,16'-0" 16'-0" .1T-0" - - - - Allowable Span'L'! banding 'b' or deflection'd' (2) 2" x 8" x 0.072' x 0.240" 18'4' di 1T-S d 16'-8" d 16-11' d 15'-5' d 14'-11" d 14'-6' d 14'-2' d 13'-10" d 13'-W d 13'-2" d 12'-11' d (2) 2" x 9" x 0.072" x 0.239 20'-2' d 19'-T d 18'4" d 1T-T d 16'-11' d 16'-S d 15-11' d 15'-T d 1 S-2' d 14'-10' d 14'-6' d 14'3" d 2) 2" x 9" x 0.082" x 0.321" 21'-T di 20'-6' di 19'-7" dl 18'-10' di 18'-2' di 1T-8' di 1T-2' di 16-8" dl 193" di 1S-11' di 15'-7' di 15'3" d 2) 2" x 10" x 0.092" x 0.389 2S-W di 23'-9' di 22'-9' dl 21'-10' di 21'-1' di 20'-5' di 19'-10" dl 19'4" di 18'-10' di 18'-5' di 18'-1" di 1 T-W d Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12". Notes: 1. It is recommended that the engineer be consulted on any center beam that spans more than 36 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span Is measured from center of connection to fascia orwall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans maybe Interpolated. Table 2.1.2 C440.2 Town & Country Industries, Inc. 6005 TC) Allowable Spans For Miscellaneous Framing Beams Used in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 140-2 MPH velocity; using design load of 30.9 #lSF Single Self -Mating Beams Tributary Load Width 6--0" T-0' 8--0" 9'-0" 10--0" 11.. 12'-0" 1 13'-0" 1 14'-0" 1 15'-0' 1 16'-0" 1 17'-0" Allowable Span'L' I bending 'b' or deflection'd' 2" x 4' x 0.046" x 0.115" P3" 'd 6'-10" d 6'-7- - d -6'3' b 5'-11" b -5'-W 'b 5'-5' b 5'3' b 5'-0' b 4'-10' bf 4'-9' b 4'-7- b 2' x 5" x 0.050" x 0.135 BA I' d 8'-6' d 8'-1" d 7*-10' d T-6' d T4' d T-0' b 6'-9' b 6'-W b 6'-3' 6'-1- b 6-11- b 2" x 6" x 0.050" x 0A35" 10'S' d 9'-11' d 9'S" d 9'-2" d 8'-9' b 8'-5" b 8'-0" b T-9' b T-5' b __b T-2' b 6'-11' b 6'-g' b 2" x 7" x 0.057" x 0.135" 11'-11' d 11'-5' d 10'-11' d 10'-6' d 10'-1" d 9'.9" b 9'4' b 8'-11" b 8'-7" b 8'4" b 8'-1' b T-10" b 2" x 8" x 0.072" x 0240" 14'-9' d 14'-0' d 13'-5' d 12'-11- d 17-5' d 12'-1" d 11'-9" d 11'-5" d 11'-0' b 10'-8' b 10'-4" b 10'-0" b 2" x 9" x D.072' x 0239" 16'3' d 155' d 14'-9' d 14'-2' d 13'-8' d 1 '- ' 3 3 d 2'- 1 11 d 12'.5' b 11'-1 ' b 1 17 '-T b 11'3" b 10'-11" b 2" x 9" x 0.0a2" x 0.321" 1T5" d 16'-W d 15'-10' d 16-2" d - 14'-8" d 14'3' d 1T-10' d 1Y-5" d IVA" d 12'-10' d 1YS' b 12'-1' b 2" x 10" x 0.092" x 0.389 20'-2' d 19'-2' d 18'4" d ITS" d 1T-0" d 16'S' d 16`-W d 15-7' d 15'3' d 14'40' d 14'-T d 14'3' d Double Self -Mating Beams Tributary Load Width S-0' T-0' B'-0" I 9'-0" 1o%o" 11'-0' I IT-V 1 13'-0" 1 14'-0" 15'-0' 1 16'-0" 1 17'-0" Allowable Span'L'1 banding W or deflectlon'd' 2 2" x B' x 0.072"x 0240" 18'-T di 1T-8' d 16'-11" d 1 16'3' di 16S' d 15'-2" d 14'-9' d 14'-5' d 14'4r d 13`-8' di 13'-5' d 13'-T d 2 2" x 9' x 0.072" x 0.239" 20'S' di 19'-5" di 18'-7- di 1T-11- di 1T-3- di 16'-9- dl 16-3- di 1S-10" ril 1 S-5- dil 15-1- di 14'-9- di 14'-6- d 2 2" x 9" x 0.082' x 0.321" 21'-11' di 20'-10' di 19'-11" di 19'-2' di 18'-6" di 1T-11' dl 1T5" dl 16-11" dl 16'-6' d 1 16'-2" di 1&-10- di 1 S-0' d 2) 2" x 10' x 0.092" x 0.389' 25-5' di 24'-2" di 23'-l' di 2Y-3" di 21'S' dl 20'-9' di 20' T di 19'-8' di 19'-T di 1 B'-9' di 18'4' di 17'-11' d Mono -sloped roofs Include gables where the slope of the roof is less than 1' in 12". Notes: 1- It Is recommended that the engineer be consulted on any center beam that spans more than 35' 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontaldistance from upright to center of brace to beam connection to the above spans for total beam spans. 5. spans may be Interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentif(cation marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING g J Q () ZW Q ZU z Q asZ❑I W W N ZQ fn W } m W U3 ~ LL � LIJ 0 ~ W F O V W ❑ D LL H06Z:E CO ❑ Q CV _ 6vt Z U � Q J Q �' ro CO CO � rn gk 2 N J IY M m W W LL 2 a dS E W O C x o (L W2u-6 O n $' 0 v m 0) , as r C CJ V) m o rn a N L W a1 0`� J m N U Oa o L L ca n f0 - 0 Z SEAL '" w W EETU7n Z 69 Z W 9A-1402ul W m 12 10 OF O Table 22.1 Allowable Attributable Roof Area per Post A"ad Carports or Freestanding Carports with Gabled Roofs Wind Zone = Applied Load #IS = 100 MPH 1110 MPH 1120 MPH 1123 MPH 1130 MPH 4051ffAPH 140-2 MPH 150 MPH 16.591 tt' 17.7#Ift' 21.101 ft' 2#Ift' 4.3#IfN 8.7#IfN 30.9#I ft' 33#Ift' Max. Height Max- Load # Allowable Roof Area In S uare Feet for Various Loads on Post 3" x 3' x 0.040" Roll Formed -Aluminum Allo 3105 H-14 7'-0' 1772 107 10D 84 80 71. 62 57 54 6" 8•- 1772 IN100 84 80 71 62 57 54 10.0 1772 107 100 84 80 71 62 s7 54 1T72 107 too -8a - 8, 71 62 - 57 54 13'-0' 1446 87 82 69 65 58 50 47 44 W-6" 63 70 66 55 - 52 47 4 38 35 16-0" 955 58 54 45 43 39 33 31 29 Max- HeI ht Max- Load f#I Allowable RoofArea in S uare Feet for Various Loads on Post. 13"xr x 0.060" Roll Formed -Aluminum Allov, 3105 H-14 7'-0" 6110 368 345, 290 1 275 246 213 198 185 81-6' 4976 300 281 .236. 224 245 125 116 151 217 203 170 162 145 125 116 109 11'-6" 2719 164 154 129 122 110 95 all 82 IT-O" 2128 128 120 101 96 86 74 69 64 14'-0" 1710 103 97 81 77 69 60 55 52 16 -0 404 85 79 67 63 57 49 45 43 Max. Height Max- Load (#) . Allowable Roof Area in S uare Feet for Various Loads on Post 3; x-3MrO:OSOIFAtd&Hollowzrbuslm- Aluminum:6063rT.6 7•1" 7575 456 1 428 1 359 1 341 1 305 1 264 1 245 1 230 853✓ 5646 340 319 268 254 228 e.197 _ 1183 171 =-10_-01a 4079 246 230 193 1 164 42C 132 W4 II -Au 3085 186 174 146 139 124 107AD 100 93 13"-0" 2414 145 136 114 109 97 '1 78 73 14'-6" 1940 117 110 92 87 78 fill1 63 59 16 0 594 .96 9 76 .22 64 56 1 52 48 1. Design must satisfy both height and area requirements. 2. Areas may be interpolated. ':Table 222 Allowable Attributable Roof Area per Post Attached Carports or Freestanding Carports with Gabled Roofs Wind Zone = +Applied Lead(#/SF)= 100 MPH 110 MPH 120 MPH 123 MPH 130 MPH 404 MP 140-2 MPH 150 MPH 16.6#/tt' 17.7#If, 21.1#I tP 22.2#Ift' 24.8#/ft 28.7#If2 30.9#Ife 33#/112 Max. ' Height Max. Load ffil Allowable Roof Area In square Feet for Various Loads on Post 3" x 3" x 0.090" Hollow Extrusion -Aluminum Aflov 6063 T-6 7•-0' 10680 643 603 506 481 431 372 346 324 81-6" 7244 436 409 343 326 292 252 234 220 101-0" 5233 3 5 296 248 236 11 182 169 59 11'-0' 3957 238 224 188 178 160 138 128 120 IT-0' 3097 187 175 147 139 125 108 100 _.. 94 IW-61 2489 150 141 8 112 00 87 81 75 16'-0' 20" 123 115 97 92 82 71 66 62 Max. Hel ht Max. Load owa a tool Area in Square Fast Mor Various Loads on ost " • s o 68D - u o 60 T-0" 14340 864 810 646 578 500 464 435 8'-8" 9725 -586 --549 - -461 -438 -392 '-339 735 295' 10-0 7027 423 397 333 317 263 245 227 213 11'-6" 5313 320 300 252 239 214 185 172 161 1 T_0" 4158 250 235 197 187 168 145 135 126 4 S" 3342 20 8 58 15 35 116 08 101 16'-0" 2745 165 155 130 124 111 96 89 - 83 Max. Height Max- Load owa a I )of Area In Square Fast for a ous a on os 4" x 4' x 0.125" Hollow Extrusion -Aluminum Allo 6063 T-0 7'1" 26177 1577 1479 1241 1179 1056 1 912 847 793 8'-6" 23401 14 0 322 1109 1054 944 815 767 709 101-0 17191 636 971 815 774 693 599 556 521 1 V-6" 12999 783 734 616 586 524 453 421 394 IT-0" 10172 613 575 482 458 410 354 329 30B 4.6 8 e 93 462 38 368 330 286 266 248 16'-0" 6715 405 379 318 302 271 234 217 203 nores: 1. Design must satisfy both height and area requirements. 2 Areas may be interpolated. Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Possible w/ Min. Edge Distance of 2-1/2d ... Beam Size Minimum Post Size Max. # Thru-Bolts @ Beam (a) Max. # Thru-Bolts' @ Post Base (Note 5) Minim in- Knee . Brace • (Note In Miminum# Knee grace Screws- (Note 4) Minimum Stitching Screws Spacing 1/4' 9116' I 3/B' I 1/2' 1/4" 1511V 1 318" 1 1/2' Hollow Sections 2"x4"0.050'Tiilt 1 2'x 2'Hollow or Snap 5 1. 3 1 3 1 2 1 3 2 1 1 1 2'x 1 #8 24'O.C. Z'x4"x0.050'Hoilow I Z'x3"Hollow or Snap 7 1 5 1 4 1 3 1 5 131 3 3 2'x3"xO.D45' Self -Mating Beams - 2' x 4' x 0.046 x.0.115'_ .. .3'_x_Kx0 G6O.FJuted _ -5.,..� 4 _2 --- 2 5 3 3 2 2 x 3" x 0.045 3 _#8, .24 D.C. 2'a6% .05= 0.A3 ` `-'x�3x-0060 Ruted�E r_.: ra'3,'�` ,3 .� V5= i 3', 1'3�.+ .2;,:;'�2.x3`z�0.045"7..' ;i� _ $ '�"'-#!0` !24 O'.C=-_ " 2'x6'x0.050'x0.13S 3•x3'x O.060' Fluted 8 6 3 3 5 3 3 2 2'x3"xO.D45' 3 #10@24.O.C:- 2'x7'x0.057'x0.13S 3• z 3' x 0.093' Hollow 10 7 4 4 5 3 3 2 2'x4'xO.050" 3 #10 24'O.C. 2' x 8" x 0.072" x 0.240' 3' x 3' x 0.093' Hollow 11 9 5 5 5 3 3 2 2' x 4" x 0.050' 3 #12 24' O.C. 2•x 9"x 0.072x 0.239' 3• x 3'x 0.125• Hollow 13 10 6 6 5 3 3 2 2'x4'x 0.050' 3 #14 24'O.C." 2"x9'x 0.082"x0. 2' 3 1 4'x4'x012' I 5 Ho low 13 11 6 fi 7 5 4 3 2' x 4' x 0.050' 3 #14 24' O.C. •' 2' x 10' x 0.092- x 0.389• 4• x 4" x 0.125- Hollow 15 15 7 7 19 5 4 3 2' x 4' x 0.D50' 4 #14 24- D.C.'• 1. ' Minimum post/beam may be used as minimum knee brace 2. •• Fasten external screws or dips. See Details 3. -For screw size see wind zone chart 4. (2) 1/4' Thru-Bolts may be substituted for screws. 5. All Thor -Bolts shall have minimum 5/W diameter washers and lock nuts. Example: Number of bolts required for 120 MPH,'B" exposure, Attached (Enclosed) structure; MWFRS Design Load 21.1 PSF load width of post =12', post spacing = 10', w2 = 21.1 PSF Post Uplift = 12' x 10' x 21.1' = 1680# From Table 9.4A' use wall thickness of lesser member Example: use'rwall = 0.60' Allowable Loads # Bolts Re 'd • @ post base @ beam 1/4' = 468# / bog 3.52 use 4 - yes yes 5116' = 610 # / bolt 275 use 3 yes yes 3/8' = 731# / boh 2.29 use 3 yes yes 1/2' =1,004 # 1 bolt 1.67 use 2 yes yes ' These values are good for post base 8 beam bolts Material Type - Top Edge In Direction Of Applied Load 6 Center To Center - Side Edge . Aluminum 2-112 D 1 D Concrete 5 D 93 Wood 4 D 4 D Knee Brace Min. Length ax Len 2' x 2' x 0.044" - 1'-4' 2' x 3' x 0.045' 1'-F 2'S' 2' x 4' x 0.050' 11-V 3'-0• Table 2.4.1 Footings - Maximum Roof Area for Attached Carport and Freestanding Gabled Carport Posts Wind Zone MPH - - 100 1 110 1 120 1 123 1 130 1 1407 140-2 1 150 Attached Cover Uplift • = 16.6 #/SF 17.7 #/SF 21.1 #/SF 222 #/SF 24.8 #/SF 28.7 #/SF 30.9 #/SF 33.0 #/SF Free StandingUplift 15.8 ##SF ISA #/SF 162 NSF 16.3 #ISF 16.8 f#SF 1BA f#SF 32A #1SF 33.1 #/SF Existing Slab on Grade with unknown reinforcement In cod repair 51 43 41 37 32 29 27 Isolated Footing Dlmensions'• Uplift Rating lbs. Maximum Attributable Roof Area In Square Feet 12' x 12" x 12" 386 23 22 18 17 16 13 13 12 16" x 16" x IV 738 44 _ 42 .35 33 30 26 24 22 18' x 18" x 18" 967 58 55 46 44 39 34 31 29 20" x 20" x 24" 1.484 89 84 70 67 60 52 48 45 20" x 20" x 30" 1,855 112 105 88 84 75 65 so 56 24" x 24" x 24' 1,891 114 107 90 85 76 66 61 57 24"_x,24" x 30" 2,364 .142 134 .1.12 106 95 82 77 72 30" x 30" x 30" 3,225 194 182 153 145 130 112 104 98 30 x 30' x 36' 3,870 23 3 219 183 174 156 - I. 125 117 Notes: 1. Isolated Footing is a poured concrete rectangular solid (Length x Width x Depth). 2. Slab on grade must be new or in good condition. 3. For freestanding covers, multiply above roof areas by the appropriate multiplier from the table below. Pre -Cast Block Footing Wind Zone MPH= 100 Ila- 120 123 1 130 140-1 140-2 1 160 Attached Cover Uplift •= 16.6 #I/SF 17.7 NSF 21.1 #1SF 22.2 #/SF 24.8 #/SF 28.7 #/SF 30.9 #ISF 33.0 #/SF Free Standin U IIR = 10 #/SF 10 #/SF 11 #/SF 12 #/SF I 13 NSF I 15 #lSF I 15 #/SF 1 17 ##SF Dlmensions" Rating lbs. Maximum Attributable Roof Area In S uare Feet 1 x 80# Be 1947 117 110 - 92 Be 78 fill 63 59 2 x 80# Be 2027 IF 114 96 91 1 82 1 71 1 fib 1 61 3 x 80# Ba 2107 127 119 - 100 95 85 73 fill 64 Maximum uplift on post is determined by multipying maximum attributable roof area x applied load. Example: Post tributary roof area = 7T, Applied load for 110 MPH wind zone = 17.7 # / Sq. FL, Uplift on post = 77 x 17.7 = 1,363 # Roof Area Conversion Multipliers Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs Wind Zone 100 11a 120 123 1 130 1 1404 1 140-2 1 150 Roo ea Multiplier 1.00 1 1.05 1 1.13 1 1.36 1 1.48 1 1.58 1 1.00 1 1.00 Tahin 2 d 2 11n1iR Raclsfanma of Camn.f Fnnflnn Footing Size U Ilft Ratin lbs. 1 x 12' x 127= e x 'x 6' 5 4 16'x16'x Is'-734 - 16 x 16' x 18" 828 18" x 18 x 18' 967 8 x x 20 1076 20 x 20 x 20 1239 20' x 20" x 24 1484 x a x2 8s 24 x 24" x 30" 2364 30 x 30' x 30' 322 30' x 30 x 36' 3870 36' x 36' x 36' 6033 36 x 36' x a2' 6872 Example: For 140 MPH wind zone, maximum uplift for free standing carport =15 #/Sq.Ft. Allowable roof area for 24' x 24' x 24' = 1891 Sq.FL 115 #/Sq.Ft = 126 Sq.FL The allowable roof area on 24' x 24' x 24' footing for 140 MPH vAhd zone - 'B' exposure category is 126 Sq.FL The allowable roof area on 24' x 24" x 24"footing for 140 MPH wind zone 'C• exposure category Is 126 Sq.FL / 1.21 = 104 Sq.Ft. Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load / Maximum load area (Sq. Ft.) A 120 M.P.H. wind load Dlameter Anchor x Embedment Number of Anchors 1 2 3 4 1/4' x 1" 264#/11-SF 528#/22-SF 79ZW33SF 1056#/44SF 1/4"x7.1/2" 396#/17-SF 792#/33SF 1188N50-SF 1584#/66SF 114"x 2.112" 660t#28-SF 1320t#55SF 1980f#83SF 264091110SF 5/16'.x 1" 312#f/13SF 624##26SF 936#/39SF 12489/52SF 5MVx14W 468#/20SF 936#139SF 1404#/59-SF 1872#17878F 5/16'x24/2' 780#/33-SF 1560#165-6F -2340#/98SF 3120#/13DSF 3/8" x 1" 3596#/15SF 712#/30F., 142#59SF x 1412' #2SF106WS318" #67SF2136#/89S F '' f 807-SF 17 260768#/145SF #11-SF 3560#H48-SF 1. Anchor must embed a minimum of 2" Into the primary host WIND LOAD CONVERSION TABLE -- For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION Applied Load CONVERSION FACTOR 100 26.6 1.01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 - 130 322 0.92 140-1 37.3 0.86 140-2 1 37.3 0.86 150 1 428 1 0.80 Allowable Load Coversion Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Tension ultipliers Shear 12d 1.10 127 11d 1.07 1.18 led 1.03 1.09 9d - 1.Oo 1.00 Bd 0.98 0.90 7d 0.95 0.81 6d a.91 0.72 Id 0.88 0.63 Note: 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between anchors shall not be less than 9d where d is the anchor diameter. 2. Concrete screws are limited to 2' embedment by manufacturers. 3. Values listed are allowed loads with a safety factor of 4 applied. 4. Products equal to yawl may be substituted. 5. Anchors receiving loads perpendicular to the diameter are in tension. Anchors receiving loads parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required by dividing the - uplift load by the anchor allowed load. Fora 2' x 6' beam with: spacing = T-0. O.C.; allowed span = 25-9' (Table 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM S UPRIGHT SPACING NUMBER OF ANCHORS = 11I2(25.75) x T x 7# / Sq. Ft] / ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 630.875#I300# = 2102 Therefore, use 2 anchors, one (1) on each side of upright Table Is based on Rawl Products' allowable loads for 2,500 p.s.l. concrete. O Z_ 0: w d 0 O LL W in 0 Z z fY w W Z 0 Z w cc O U_ W o0 corn O ZLL 3 O x aW ro 00 m . to C o �5 ge W 10 to 010 m o¢ 0 a 0 j OJ 0: LL ¢� za Ex 30 �S J Q� Z 111 Q , �C) Z U w LLI 0 UJ W F-� Z W O LLi P: LL :3 LL = Z F°6ZF- wa<co = d Z U Q J Q (O q� O W J C cNn co LL W LL 2md£ LL O rn x aW2LLm � O a cc C ~ cc tv o rO o to LIJ a or°D`ot oo >dm U d o t n m r F Z O E O Ul 0 N 0 N QJ W rn co 9 B w 08-.12-2010 OF 12 Table 2.5 Maximum Allowable Spans / Heights for Aluminum Pans Utility Shed Roof or Walls Aluminum Allnv AIM NAA nr 14-79 1-1/4" x 12" x 0.026" Rizer Panel 1-1/4" x 12" x 0.032" Rizer Panel Wind Zone 182 spannoad• 3 I span/load• 4 spaMoad• Cantilever spaNload• Wind Zone 1&2 spannoad' 3 spaNload• 4 spaNload• Cantilever I spanload• Iola 4'-V 30.0 5' 7' t30.0 S-8` 30.0 2'-2" 30.0 100 5'-2' 30.0 6'4` 30.0 V-V 30.0 2'-2- 30.0 110 4'-3" 36.0 5'-3' 36.0 SA' 36.0 2'-0' 35.0 110 36.0 5'-11" 36.0 6'-1' 36.0 2'-0' 36.0 120 4'-0'. 43.0 4'-11' 43.0 5'-1' 43.0 1'-11' 43.0 120 43.0 5'-7' 43.0 5'-9- 43.0 11-11- 43.0 123 T-11' 45.4 4'-10' 45.4 4'-11" 45.4 1'-10- 45.4 123 45.4 5'-6" 45.4 5'-8" 45.4 1'-10' 45.4 130 3'-10' 51.0 4'-8" 51.0 4'-9" 51.0 V-9' 51.0 130 MX-S' 51.0 5'-4' 51.0 6-5- 51.0 1'-9" 51.0 140-1 T-7' S9.0 4'-6' 59.0 4W* 59.0 1'-8" 59.0 140-169.0 5'-1' 9'9 0 5 2 59.0 v-8" 59.0 140-2 T-7' S9.0 4'-6' 59.0 4'-7" 59.0 V-8- 59.0 140-259.0 5'-1- 59.0 S-Y 59.0 T-8' 59.0 150 T-5' 68.0 4'-3' 68.0 4'4" fi8.0 1'-7' 68.0 150 68.0 4'-10' 68.0 4'-11- 68.0 1'-7' 68.0 1-1/2" x 12' x 0.026" Rizer Panel 1-112" x 12' x 0.032" Rizer Panel Wind Zone 18.2 span/load' 3 spannoad' 4 spaNload• Cantilever spaNload' Wind Zone 18.2 spaMoad' 3 spannoad• 4 spanload• Cantilever spaNload• 100 5'-5' 30.0 6'-11' 30.0 7'-0' 30.0 2'-0' 30.0 100 6'4' 30.0 7'-10' 30.0 T-11' 30.0 2'-6' 30.0 1I0 S-1' 36.0 6'-6' 36.0 6'-8' 36.0 2'-5' 36.0 110 5'-l' 36.0 7'-4' 31.0 T-6' 120 4'-9" 43.0 6'-1' 43.0 6'-3" 43.0 2'-3' 43.0 120 4'-9' 43.0 6'-11' 43.0 7'-0" 43.0 2'-3` 43.0 123 4'-8' 45.4 6'-0' 45.4 6'-1' 45.4 2'-2" 45.4 123 4' -0' 45.4 6'-10' 45.4 6'-11" 45.4 2'-2' 45.4 130 4'-6' 31.0 5•-7' 51.0 5'-11- 51.0 7-1' 51.0 130 4'-6' 51.0 6'-T 51.0 6'-9' 51.0 Z-1" 51.0 140-1 4'4- 59.0 5'4' 59.0 5'-7' 59.0 7-0- 59.0 140-1 4'4' 59.0 6'-3' 59.0 6'-0' 59.0 2'-0` 59.0 140-2 4'4" 59.0 5'4' 59.0 5'-5' 59.0 7-0' S9.0 140-2 4'4` 59.0 6'-3' 5 6'4` 59.0 Z-0 150 4'-3- 68.0 5•-3' 68.0 5'-5' 68.0 2'-0' 68.0 150 4'-3' 68.0 5'-11" 68.0 6'-1' 66.0 2-0 1J/4" x 12" x 0.026" Cleated Panel 1-3/4" x 12" x 0.032" Cleated Panel Wind Zone 182 spaNload• 3 spannoad' 4 spaMoad' Cantilever spaNload' Wind Zone 1&2 spannoad• 3 spaNload• 4 spaMoad• Cantilever spannoad• 100 T-3' 30.0 8'-11' 130.0 9'-1- 30.0 3'-5' 30.0 100 8'-3- 30.0 1V-2' 130.0 10.4` 27.0 3'-5" 30.0 110 6'-10' 36.0 8'-5" 36.0 0'-7' 36.0 3'-3' 36.0 110 6'-10" 36.0 9'-7- 36.0 9'-9' 36.0 T-3' 36.0 120 6'1' 43.0 T-it' 143.0 8'-1' 43.0 X-0' 43.0 120 6'-5' 43.0 8'-11` 43.0 9'-2" 43.0 S-0" 43.0 123 6-4' 45.4 7'-9' 45.4 T-11' 45A 7-11" 45.4 123 6'4- 45.4 B'-100 45.4 9-0` 45.4 2'-11' 45.4 130 5'-10' 51.0 T-3' 51.0 T-4- 51.0 2--9' 512 130 5'-10' 51.0 &-3- 51.0 8'-5- 51.0 7-9" 51.0 140-1 S-9' 59.0 7'-2' 59.0 T.3' 59.0 2'-7' 59.0 140-1 5'-9' 59.0 8'-1' 59.0 8' -3' 59.0 2'-7" 59.0 140-2 5'-9" 59.0 T-2' 59.0 7- .3- 59.0 2'-9- 59.0 140-2 F-9" 59.0 B'-1- 59.0 81-3" 59.0 2'-9' 59.0 150 5'-0' 66.0 6'-10' 68.0 6'-11' 68.0 2'-7' 68.0 150 5'-6' 68.0 7'-9" 68.0 T-11` 68.0 2'-7" 68.0 3" x 12" x 0.026' Panel 3" x 12" x 0.032" Panel Wind Zone 182 spannoad• 3 spaMoad• 4 spaMoad• Cantilever spaMoad• Wind Zone 182 spannoad• 3 spaNload' 4 spannoad• Cantilever spannoad• 100 10'-2' 30.0 12'-7' 27.0 12'-10` 27.0 4' -W 30.0 100 1117" 27.0 15'-1' 123.0 15'4' 23.0 4'-0" 30.0 110 9-7' 36.0 1V-11' 32.0 1Z-2' 32.0 4'-0' 36.0 110 9'-7' 32.0 13'-6" 32.0 1-.- 32.0 4' -W 36.0 .12D 9-0' 43.0 11'-Y 39.0 11.4' 39.0 4'-0" 43.0 120 9'-0' 43.0 12'-B' 39.0 12'-11" 39.0 4'-0' 43.0 ',123 17' 45.4 1V-7' 40.8 10'-10° 40.8 4'-W 45.4 123 SW" 45.4 12'-0' 140.8 17J' 40.8 4'-0" 45.4 V-7- 51.0 10'-T 45.0 10'-10- 45.0 T-11- 51.0 130 8'-71. 51.0 12'-1' 45.0 1Y-3" 45.0 4' -W 51.0 ,140-1 8'-2` 69.0 101-1' 69.0 IU-3- 53.0 T-10" 59.0 1404 8'-2' 59.0 11'-5" 53.0 1V-8' 53.0 4'-0" 59.0 440-2 8'-2" 59.0 19-1" 59.0 10'-3- 53.0 T-10- 59.0 140-2 8'-2' 59.0 11'S' S3.0 11'-8' 53.0 4'-0" 59.0 '450 T-10' 68.0 9'-8' 68.0 SF10' 68.0 T W 68.0 150 7'-10' 68.0 10-11' 60.0 11'-Y 60.0 4'-0' 68.0 -Room Roof Panel span ='W` as shown on drawings. .1.46stall 2' x 2' x 0.036' Extrusion at Midspan increase span by 25% maximum shed area. '2: "Spans may be interpolated. -Table 2.6.1 Town & Country Industries, Inc. ,6065 TS Allowable Stud Heights Utility Sheds Framed With Hollow Aluminum Extrusions 6005 T-5 Aluminum Alloy x x 1. The above listed allowable heights are measured from the bottom of top plate to top of bottom plate. 2. Spans may be Interpolated. 3. Structural grade thermalply shall be fastened to aluminum studs with #8 X V wafer headed screws using the fastener patterns described with the details of this section. 4. For fastening to aluminum use bufast HD X ("r + 3/4') @ 8" O.C. for up to 130 MPH wind speed,'D' Exposure: W O.C- for above 730 MPH wind speed up to 150 MPH, Exposure'D". Table 2JA Maximum Stud Wail Height for Various Wind Loads, Stud Spacing, and Species of Lumber For Walls w/ Vinyl Siding, Aluminum or Other Flexible Finishes Rne:.lu..fhl r-f-"fi- IWIifv Choric Wind Velocity 100 MPH, Applied Load =15 #/SF Wind Velocity 110 MPH, Applied Load =18 #/SF Stud Stud Size & Lumber Grade Stud Size & Lumber Grade Spacing 2x4 #3 SPF 2x6 #3 SPF 2x8 rKi SPF 2x4 #3 pine 2x6 #3 pine 2x8 #3 pine 2x4 tr3 SPF 2 x 6 #3 SPF 2x8 #3 SPF 2x4 #3 pine 2x6 tp pine 2x8 #3 pine 12- IO'-- b 15'-a' b 19'-10' b 12'.5' b IT-3' b 23'-3' b 9'-9' b 14'-4' b 18'-l" b 11'.4' b 16'-V b 21'-3" b 16" 9'4' b 13'-T b 1T-2' b 10'-9' b 15'-10' b 20'-2' b 8'-6' b I7-5' b 15'-8' b 9'-10' b 14'-6' b 18'-5' h 24' T-T bi 11'-7' bi IV4r bi 8'-9- bi 12'-11- b 16'-Y b 6'-11- b 1V-1- bi 17-10- b T-11- b 111-10- b 15'-0' b Wind Velocity 120 MPH, Applied Load = 22 #/SF Wind Velocity 130 MPH, Applied Load = 25 #ISF Stud Spacing = �-= "-*Stud Size & Lumber Grade Stud Size & Lumber Grade 2x4 13 SPF 2x6 #3 SPF 2x.8 #3 SPF 2x4 #3 pine 2x6 #3 pine 2x8 #3 pine 2x4 #3 SPF 2 x 6 #3 SPF 2 x 8 #3 SPF 2x4 f13 pine 2x6 #3 pine 2x6 i!3 pine 12" 8'-10' b 12'-11' b 1V-4' b 10'-3" b 15-1' b 19'-2' b V-4' b 17-2' b 15'-4' b 9'-T b 14'-2' b W-0' b 16" T-B' b 11'-3' b 14'-2' b 8'-10" b 13'-1' b 16'-8' b T-2' b 1 V-V b 13'-4- b 8'-0' b 17-0' b 1 S-7' b 24" bi T-2- bj IT-7" b T-3' b 10'-8' b 13'-7' b bi V-T bi 10'-10° li V-9• b 10'-V bf 17-9- b Wind Velocity 140-1&2 MPH, Applled Load = 29 #ISF Wind Velocity 150 MPH, Applied Load - 34 #/SF Stud Spacing Stud Size & Lumber Grade Stud Size & Lumber Grade 2x4 #3 SPF 1 2x6 #3 SPF 2x8 #3 SPF 2x4 #3 pine 2x6 #3 pine 2x8 #3 pine 2x4 ir3 SPF 2x6 #3 SPF 2 x 8 #3 SPF 2x4 #3 pine 2x6 � pine 2x8 #3 pine 12" T-9' b 11'-3' 8T-91 13'-2' b 16-9' b 7-1' b 8'-3' b 1 --2V' 5' b 6-8' b 9'-9' b 12'4b bb 11 6 9Sb 11'S' b T-2- b IVbb 1153'-516" b 24" b T-11- bl 10•-1" b bi 9'4- b 11'-10" b bi T4- hi 9'4" b bi 8'-7- bi 10'-11" b Notes: 1. Applied load values based on ASCE 7-02 Table 6-2. 1= 1.0 2 Wood design values are based on #3 S.P.F. (South) and Southern Pine construction grade wood from NDS American Forest & Paper Association, current edition. 3. For'C' wind exposure category, multiply allowable stud heights by 0.85. 4. For utility sheds multiply heights by 1-14. For utility sheds in exposure'C' category wind zones, multiply allowable height by 0.97. 5. Stud heights are limited by code and 2 x 4 greater than 10'-0' (stud length) are not shown. 2 x 6 greater than 18'-0' (stud length) are not shown. Maximum stud heights less than 6'-V are not listed. 6. Stud heights are limited by code and 2 x 4 greater than 10'-0' (stud length) are not shown. 2 x 6 greater than 18'-W (stud length) are not shown. Maximum stud heights less than-6'-V are not listed. - 7.7/16' O.S.B. or 1/Y plywood sheathing shall be attached to wood studs with #8d common at 6' O.C. edges 8 12' O.C. field for up to a 130 MPH wind speed, "D" Exposure; 4" O.C. edges and 8" O.C. fold for wind speeds above 130 MPH up to 150 MPH, "0" exposure. #6 drywall or deck screws may be substituted for #8d common nails at the same spacing. 8- Use TruFast SD x ("t' + 1-1/2') at 8' O.C. for up to a 130 MPH wind speeds.'D' exposure; 6" O.C. for wind speeds above 130 MPH andup to 150 MPH,'D' Exposure. Table 2.7B Maximum Stud Wall Height for Various Wind Loads, Stud Spacing, and Species of Lumber For Walls w/ Vinyl Siding, Aluminum or Other Flexible Finishes Recidnnfi�l Cnnetrrv-free. IMilk, Q6 A. Wind Velocity 100 MPH, Applied Load = 15 #/SF Wind Velocity 110 MPH, Applied Load = 18 #/SF Stud Stud Size & Lumber Grade Stud Size & Lumber Grade Spacing 2x4 #2 SPF 2x6 #2 SPF 2xB #2 SPF 2x4 #2 pine 2x6 #2 pine 2xB #2 pine 2x4 #2 SPF 2x6 #2 SPF 2x8 #2 SPF 2x4 #2 pine 2x6 #2 pine 2x8 #2 pine 12" 17-1' d 18'-11' d 24'-T b 13'-1' d 20'-8" d 2T-0' d 11'-0' d 1T-9' b 22'-5" b 12'-3" d 19'-3- b 24'-9' h IV 10'-11" d 16'-10- b 21'-4 1, 11'-10' d 18'-3' b 23'-V b 1U-4' d 15'- b 19'-V b 11'-Y d 16'-B' b 2T-V b 24' 9'-5' b 13'-9' b 1T-5' b 10'-3' b 14'-11' b 19'-2' b B'-T b 17.6' b 15-10' b 9'4' b 13'-7' b 1T-6' b Wind Velocity 120 MPH, Applied Load = 22 NSF Wind Velocity 130 MPH, Applied Load = 25 #ISF Stud Stud Size & Lumber Grade Stud Size & Lumber Grade Spacing 2" .SPF 2x6 #2 SPF 2x8 fl2 SPF 2x4 #2 pine 2x6 #2 pine 2xB #2 pine 2x8 #2 SPF 2x4 #2 pine 2x6 #2 pine 2x8 #2 pine 12" 10'-T d 16'-0' b 20'4- b 11'-6- d IT-Y b 22'-5' 6b mbl 19'-1' b 111-W d 16'4' b 21'-0' b 16" 9'-6' b 13'-1T b 1T-T b 10'-V b 15'-1' b 19'-S b tF-6' b 9'-9- b 14'-2- b 18'-0' b 24" - b I7'4' b 14'4' b V-T b 174- b 15-10° bb 13'-6' b T-11' bi I1'-0' b 14'-10" b Wind Velocity 140 MPH, Applied Load = 29 #/SF Wind VelocfV 150 MPH, -Applied Load = 34 #ISF Stud Spacing Stud Size & Lumber Grade Stud Size & Lumber Grade 2" f/2 SPF 2x6 #2 SPF 2x8 #2 SPF 2x4 #2 Ina 2x6 #2 pine 2x8 #2 Dine 2x4 #2 SPF 2x6 92 SPF 2x8 #2 SPF 2x4 f/2 pine 2x6 1r1 pine 2x8 #2 pine 12" 9W- bj 13'-I P b 1 T-0' b 10'-5' b 15'-2" b 19'-V b 8'-10' b 12'-11' b 16'4' b 9'-8" b 1 T-11' b I.- b 16" fir b 12'-7' b 15'4' b 9'-1' b 13'-Y b 16'-11' b - b 11'-2' b 14'-2' b 8'4' b 12'-2 b 15'-T b 24" bi 9'-10" bi IZ-6- b bi 10'-9' bi ITAG' b bi 9'-1' bi 11'4- bi bi 12'-9' b 1. Applied load values based on ASCE 7-05 Table 6-2. 1= 1.0 2 Wood design values are based on #2 S.P.F. (South) and Southern Pine construction grade wood from NDS American Forest & Paper Association, current edition. 3. For'C wind exposure category, multiply allowable stud heights by 0.85. 4. For utility sheds multiply heights by 1.14. For utility sheds In exposure'C category wind zones, multiply allowable height by 0.97. 5. Stud heights are ]imbed by code and 2 x 4 greater than 10'-0' (stud length) are not shown. 2 x 6 greater than 18'-0° (stud length) are not shown. Maximum stud heights less than 6'-W are not ]!start. 6. Stud heights are limited by code and 2 x 4 greater than IV-0" (stud length) are not shown. 2 x 6 greater than IV-O' (stud length) are not shown. Maximum surd heights less than 6'-6° gh are not listed. 7. 7/16' O.S.B. or 112" plywood sheathing shall be attached to wood studs with #8d common at 6" O.C. edges & 12' O.C. field for up to a 130 MPH wind speed,'D' Exposure; 4' O.C. edges and 8' O.C. fe8d for wind speeds above 130 MPH up to 150 MPH, "D' exposure. #6 drywall or deck screws may be substituted for #8d common nails at the same spacing. S. Use TruFast SD x ('r+ 1-1/2') at 8' O.C. for up to a 130 MPH wind speeds,'D' exposure; 6" O.C. for wind speeds above 130 MPH and up to 150 MPH,'D' Exposure. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOR TCI 6005 HOLLOW CATOR J Z O F U) Z W 0 LLi W ar o W Q > J O N Z Q Z U N Z F W 0(!)U0 'MuZ co fq Za W 0 W U) w -1 0 IL Z Cal Q. CO .Z. It. WF- >-Q 0!U) �, 5 o � _ J W -1 W a C U W H Q of C W C � U_ EL 06 O U to 0Q M o U. Z � a m LL U J _ a o 0 3 J Q u IL F Q o L N i- Cp U`3 GO Z N � ,� IY eN•1 tl- W LL W Z m o uj O tL c. a to N Z o � a I.Li to N m L 4'3 0 C CC 0 a m Im SEAL W W SHEET Z Z W 9C Z Z z W m r7 1.''..o 08-12-2010 - OF ROOF PANELS GENERAL NOTES AND SPECIFICATONS 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure. the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans 6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. m_ 7. Coposite panels can be loaded as walk on or uniform loads and have, when tested, performed well in either test. The composite panel tables are based on bending properties determined at a deflection limit of L/180. 8. Roll formed roof panels (pans) are designedforuniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each we 10. Spans may be interpolated between values but not extrapolated outside values. 11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM 8221 after powder coating 15. Disimilar metals:. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not be used. ROOF PANELS DESIGN STATEMENT The roof systems are main force resisting systems and components and cladding in conformance with The 2007 Florida Building Code with 2009 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30'; roof slope 0 -to 20% 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures, and 0.55 for partially enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75.. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms. 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) " ' •• '" Open Structures "" ` Mono Sloped 1 = 0.87 for 90 to 100 MPH 1=0.77for100to150MPH KCpi = 0.00 Zone 2 loads reduced by 25% Screen Rooms & Attached Covers 1= 0.87 for 90 to 100 MPH 1= 0.77 for 100 to 150 MPH KCpi = 0.00 Zone 2 Glass & Modular Enclosed Rooms & Roof Overs I=1.00 KCpi = 0.18 Zone 2 Overhang / Cantilever " All Rooms"- 1=1.00 KCpi = 0.18 Zone 3 Basic Wind Pressure Effective Area Basic Wind Pressure Effective 50 20 Area t0 Basic Wind Pressure . Effective 50 -20 Area 10 Basic Wind Pressure Effective Area 50 20 10 50 20 10 100 MPH 13 13 1 16 25 13 20 23 26 13 23 27 30 13 27 38 45 110 MPH 14 14 17 20 14 21 25 28 14 27 - 32 36 14 33 -46 .55 120 MPH 17 17 20 23 17 25 30 33 17 32 39 43 17 39 54 65 123 MPH 18 17 21 24 18 26 32 35 18 34 41 45 18 41 57 69 130 MPH 20 20 23 27 20 29 35 39 20 38 45 51 20 46 64 77 140-1 MPH 23 23 27 31 23 34 40 46 23 44 1 53 59 23 53 74 .89 140-2 MPH 23' 23 27 31 23' 34 40 46 23' 44 53 59 23' 54 74 89 - 150 MPH 26' 26 32 36 26' 39 46 52 26- 51 60 68' - 26` '-61- 85 102 Minimum live load of 30 PSF controls in high Wnd velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific. Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0-15, 1.27 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' - 25- 124 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS w 1 1 �I �i 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = V-0" o 0 12.00" �C2;�IlNID:Ex.3[t1SER:IN.T:ERL CKING•ROO ANEL SCALE: 2" = 1' -W WET 1 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM TABLES SCALE: T = 1' -W ALUMINUM SKIN E.P.S. CORE z 0. :: SIDE CONNECTIONS VARY W (DO NOT AFFECT SPANS) a ' 48.00" COMPOSITE ROOF PANEL !INDUSTRY STANDARDI SCALE: 2" = 1' -W PAN ROOF ANCHORING DETAILS PRIMARY CONNECTION: (3) #_' SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER #10x 1-1/2" S.M.S. (2)PER RAFTER OR TRUSS TAIL #10x 314" S.M.S. @ 12" Q.C. EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL SCALE: 2" = 1'-0" FOR MASONRY USE 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-112" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL #_" x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS 1-1/2" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL # " x 112" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANEL TO WALL DETAIL SCALE: 2" = V-0".- _- ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #_x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH # x 1"DF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # ' x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #_' x 1/2" S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 1100-1231 130 1 140 1 150 #8 1 #10 1 #12 1 #12 EXISTING TRUSS OR RAFTER (2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I I #10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6" x T x 6" 0.024" MIN. BREAK FORMED FLASHING FPAN ROOF PANEL LU ZLL w ao OBI LE:IOMEiFLASH IN FO,F.Q-l1RUIMALL 4CONSTRUCTION SPAN=ROOF-PANELS SCALE: 2" = V-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS@ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH T04TH WALL POST AND BEAM -SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USEDAS FLASHING ONLY, Xv W D. W O LL 0 w m O H z K W W z r, z W It 0 LL J LD -1 O ❑ X W H w Q LU ❑ w o O N Z U W O F H ('Z0U) U w fn Z LU 2 W -WcaZ W .1 ❑ = C,)Z a fAQ�H O y W-F_ } O J m MU) Z W o MWJ_� Z `L C~jWF'XW a o LL =) LL LL 0 Ix Z 06 Z LU 0 Nf❑QO o o = LUU LZ ' m Z_ Q ZQ W o o_ w 0 ❑ LL H Q J O ¢ Q O 1- o N � rn In a-- n Z N LL W M LL ? Om m x E d z LL -I O a rc 0 m C > a. r- v C U r; M cc co N C LL 41 0 C O m V a o r m a 0 C7 � O � C9 m z SEAL w SHEET z O z W W 1 OA z m 12 08-12-2010 OF C EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. #8 x 112' S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2" = 1'-0" #14 x 112" WAFER HEADED WOOD FRAME, MASONRY OR V S.M.S. SPACED @ 12' O.C. OTHER CONSTRUCTION FOR MASONRY USE: (2) 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12' O.C. ..::�:. •--••-- FOR WOOD USE: #14 x 1-11T S.M.S. OR WOOD "................. SCREWS @ 12" O.C. EXISTING TRUSS OR RAFTER (2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I #10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA " FOR FASTENING TO ALUMINUM USE TRUFAST FLOOR PANEL HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2" = V-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4' WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "P. THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ::ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING >'CONVERSION: 100 -1231 130 1 140 150 #8 #10 1 #12 #12 REMOVE RAFTER TAIL TO i HERE EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD c SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE REMOVE ROOF TO HERE #8 x 112"S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE lu �¢o 1-1/2' x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE SCALE: 2" = 1'-0" REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE L j j #8 x.1/2" S.M.S. SPACED j @ 8" O.C. BOTH SIDES DER SHINGLE COMPOSITE ROOF PAN HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: T =1'-0" 6" x't' x 6" 0.024" MIN. BREAK FORMED FLASHING ROOF PANEL' SCREW #10 x ('t' + 1/2") W/ 1-114" FENDER WASHER POST AND BEAM (PER TABLES) MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = l'-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. HOST STRUCTURE TRUSS OR RAFTER 1' FASCIA (MIN.) iv z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN.ANCHORTO FASCIAAND RISER OF PAN AS SHOWN #8 x 3/4" SCREWS @ 16' O.C. #8 x 112"SCREWS @ EACH RIB ROOF PANEL #8 x 112" ALL PURPOSE SCREW @ 12" O.C. r BREAKFORM FLASHING T 6' 10" 3" COMPOSITE ROOF PANEL - (SEE SPAN TABLE) STRIP SEALANT BETWEEN FASCIA AND HEADER 1/2' SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16" WHEN SEPARATION BETWEEN O.C. EACH WAY DRIP EDGE AND PANEL IS FASTENING SCREW SHOULD LESS THAN 314" THE FLASHING BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: T = l'-0" NOTES: 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" .03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 112' SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. W— ----- 1-112" x 1/8" x 11-1/2' PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 #8 x 112" S.M.S. @ 8" O.C. HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE: FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY EXISTING HOST STRUCTURE: OTHER CONSTRUCTION ANCHOR OR EQUAL WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE OTHER CONSTRUCTION #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) m EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 1" FASCIA (MIN.) #10 x 1-1/2" S.M.S. @ 16" O.C. 0.040" ANGLE W/ #8 x 1/2" S.M.S. @ 4" O.C. COMPOSITE ROOF PANEL HEADER (SEE NOTE BELOW) - OR M+` ON S 4' - 1 _ ". NRY 0 O Q @ 24" O.C.FOR WOOD USE./ #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2" = 1'-0' ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" = V-0" S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. (9 z w w a tr O 0 w m O O Z R w w z z Z w ,J a Z < > Z O ¢I- 0) z 0 W 0 W U) Q }U) LLJ mu)F-Z Z F- LWLI F O LIJ V LL J F06ZZ fAOQ< UJ 2 LL _Z Q Of Q J Q I0 (o o `- rn n LL W LL W O' c x o a LOLL CL 6 0 m C ~ to d J o n = m �� a LLJ -aCD �m C U O c � n m g m w Y O U SEAL SHEET co 10B co 12 08-12-2010 OF w a IL D O K C9 O z K w w z_ 0 w r z w to IX CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF (SPAN PER TABLES) #8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8. O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER . 11 w � II z O F- W �O O of a II EXISTING TRUSSES OR RAFTERS �X B II II B II HOST STRUCTURE FASCIA OF HOST STRUCTURE 2' x _ RIDGE OR ROOF BEAM (SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) - PROVIDE SUPPORTS AS REQUIRED W !VARIES ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB COMPOSITE ROOF: SCREEN OR SOLID WALL ROOM VALLEY CONNECTION #s x "c• +1I2" LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ PLAN VIEW 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = V-0" 30# FELT UNDERLAYMENT W/ 2" X 2" x 0.044" HOLLOW EXT. 220# SHINGLES OVER — — — — — — — — — — — — COMPOSITE PANELS CUT PANEL TO FIT FLAT 5/16"0 x 4" LONG (MIN.) LAG AGAINST EXISTING ROOF SCREW FOR 1 0.024" FLASHING UNDER EMBEDMENT (MIN.) INTO EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8 RAFTER OR TRUSS TAIL MIN. 1-112" PENETRATION - CONVENTIONAL RAFTER OR 2 x 4 RIDGE RAKE RUNNER FOR FASTENING COMPOSITE PANEL TO ALUMINUM USE TRUFAST HD x ("P + 3/4') AT 8" TRUSS TAIL TRIM TO FIT ROOF MIN. 1" @ INSIDE FACE R!UP TO 130 MPH WIND SPEED -D FASTEN W/ (2) #8 x 3" DECK EXPOSURE; 6' O.C. ABOVE 130 MPH AND UP EXISTING RAFTER OR SCREWS THROUGH DECK TO A';x507MPH WIND SPEED "D" EXPOSURE. TRUSS ROOF INTO EXISTING TRUSSES OR WEDGE ROOF CONNECTION DETAIL RAFTERS SCALE: 2" = l'-0" A - A - SECTION VIEW SCALE: 1/2" = V-0" 'COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4" x 3" LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE (2) 3/8" x 3" LAG SCREWS W/ WASHERS POST SIZE PER TABLES BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" = V-0" RIDGE BEAM 2" x 6" FOLLOWS ROOF SLOPE ATTACH TO ROOF W/ RECEIVING CHANNEL AND (8) #10 x l" DECK SCREWS AND (8) #10 x 3/4" S.M.S. RIDGE BEAM 2" x 6" EXISTING 1/2' OR 7116' SHEATHING B - B - ELEVATION VIEW SCALE: 1/2" = V-0" B - B - PLAN VIEW -SCALE: 1/2" =-V-T POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4) 1/4" x 1-1/2- LAG SCREWS AND (2) 1/4" x 4" THROUGH BOLTS (TYPICAL) TRUSSES OR RAFTERS (2) 1/4" x 4' LAG SCREWS AND WASHERS EACH SIDE POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4) 1/4" x 1-1/2- LAG SCREWS AND (2) 1/4" x 4" THROUGH BOLTS (TYPICAL) RISER PANEL ALL LUMBER #2 GRADE OR BETTER (OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL FOR FASTENING TO WOOD SCALE: 2" = 1'-0' USE TRUFAST SD x ("C" + 1-1/2") AT 8' O.C. FOR UP TO 130 MPH WIND SPEED 'EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" ALL LUMBER #2 GRADE OR BETTER (OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 18'-0" OR LESS (3) #8 WASHER HEADED SCREWS W/1"EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" = 1'-0" PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER #10 x 2" S.M.S. @ 12" O.C. EXISTING FASCIA SEALANT 3" PAN ROOF PANEL (MIN. SLOPE 114•:1) (3) #8 x 314" S.M.S. PER PAN W/ 3/4" ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS SEALANT 1/4" x B" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 SCALE: 2" = l'-W EXISTING FASCIA PLACE SUPER OR EXTRUDED EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE 1/4" x 8' LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: T = T-W m� d am y O z�� o d am 2 o d O pz rz m = m w rR E Z Q m ro rr co °o m o0 cc LL! z J Z< 1� 3Z 8g z J O U w Z W o p Q N Z U wto �U' coo w W Z p f 0 0 = O iL Z a Uv�i W U Z o �WJZ F- w F- O c w 05 U) o Q o = LL m Z Q O o 0 O J Q Ja Q � 0 10 C.0 m co 19 �t z LLL WtMM— Z m df E LLI c0 a- J o L- � c: C n 0) S C3 ca cc y o 0 r UJ m p CDc oa o 2 o m SEALANT z #10 x T S.M.S. @ 12" O.C. 0 112' 0 SCH. 40 PVC FERRULE w SEALANT LL 0 -- (1)#8x314"PER PAN RIBSLOPE /nI JMUTrER FLYCAULK EXPOSED SCREWOHEADS m z S EA w3' PAN ROOF PANEL aSUPER (MIN.D OR SLOPE 1/4" : V) U SHEET 3" HEADER EXTRUSION FASTEN TO PANEL W/(3) O #8 x 1/2" S.M.S. EACH PANEL o w co 08-12-20t0 OF rn w z z w 10C z w 12 " BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER SEALANT #10 x 2' S.M.S. @ 24" O.C. 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL EXISTING FASCIA !� SEALANT #10 x 4" S.M.S. W/ 1-1/2"0 FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & CAULK EXPOSED SCREW HEADS 3" COMPOSITE ROOF PANEL (MIN. SLOPE 114": T) 1/2" 0 SCH. 40 PVC FERRULE EXTRUDED OR SUPER GUTTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 7 SCALE: 2" = T-0" OPTION 1: 2" x-x 0.050" STRAP @ EACH COMPOSITE SEAM AND 1/2 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS (3) #10 x 2' INTO FASCIA AND PLACE SUPER OR EXTRUDED (3) #10 x 3/4" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 1/4" x 8' LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1/2"0 SCH. 40 PVC FERRULE SEALANT #10 x 2" S.M:S. @ 24' O.C. 3" COMPOSITE ROOF PANEL - (MIN. SLOPE 1/4": 11 EXTRUDED OR 3" HEADER EXTRUSION 06STING TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL W/ x 1!2" S.M.S. EACH SIDE EXISTING FASCIA @ 12" O.C. AND FASTEN TO @ SEALANT GUTTER Wl LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = T-0" GUTTER BRACE @ 2'-0" O/C — CAULK — SLOPE COMPOSITE ROOF J / SUPER OR HEADER EXTRUDED CAULK 2'x9"BEAM -� GUTTERTSLOFFrrl (2) #10 x 1/2" S.M.S. @ 16" 0!C - 2" 0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: T = V-0' ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF kqR/FS jai --- ®- - -® --- It �2 3/8" x 3-112" LOWER VENTS ® FASCIA COVERS PAN & SEAM OR 314"0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-11T & 3" RISER PANS RECEIVING CHANNEL OVER 2' x 6" S.M.B. W/ (4) #10 BEAM ANGLE PROVIDE 0.060' S.M.S. @ EACH ANGLE SPACER @ RECEIVING EACH SIDE CHANNEL ANCHOR POINTS (2) NOTCH ANGLE OPTIONAL #10 x 2-1/2' S.M.S. @ RAFTER TAILS OR @ 2' O.C. MAX. W/ MUST REMAIN FOR ANGLE 2" x 6' SUB FASCIA STRENGTH GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 318" x 4" LOUVER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) SMALLER THAN 2-1/2' ALSO SCALE: 2" = 1'-0" PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2" = l'-0" FLASHING 0.024" OR 26 GA. GALV. T x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2-0/8" LAG SCREWS @ EACH ANGLE MIN. 2" x 3" x 0.050" S.M.B. (4) #10 S.M.S. @ EACH ANGLE EACH SIDE �-A� B A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x T LAG SCREWS PER SIDE OR (2) 1/4" x 2-114" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" (ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8' INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" =1'-W PAN ROOF ANCHORING DETAILS RIDGE CAP #8 x 9116" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS #8 x 112" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: #8 x 1-1/4' SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER SEALANT PAN HEADER (BREAK - FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION (9 z_ W EL PAN. OR COMPOSITE ROOF mO PANEL V_ #8 x 112"S.M.S. (3) PER PAN ALONG PAN BOTTOM > w g. ROOF PANEL TO BEAM DETAIL o WHEN FASTENING TO SCALE: 2" = 1'-0" 0. ALUMINUM USE TRUFAST HD x z Cr + 3/4") AT 8" O.C. FOR UP TO FOR PAN ROOFS: w 130 MPH WIND SPEED (3)CHtB xtt/2" LONG S.M.S. z EXPOSURE "D"; 6" O.C. FOR PER PA 2NEL W/=314" (0 ABOVE 130 MPH AND UP TO ALUMINdM'EAN.INASHER w 150 MPH WIND SPEED -- EXPOSURE "D' O LL CAULK ALL EXPOSED SCREW HEADS & WASHERS ROOF PANEL (PER TABLES SECTION 7) cy FOR COMPOSITE ROOFS: #10 x (t + 112") S.M.S. W/ SUPPORTING BEAM 1-1/4"0 FENDER WASHERS (PER TABLES) @ 12 O.C. (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) ROOF P-ANEL�O SEAMiFASTiENINGjDETAIL SCALE: Z = T-0" J Q /A W 2 O J Z U i¢- W N Z 0 Z W 0 Ill 0 Z 2 F- })o LU Q' (4 I-- Z M W J Z F-WF L) �LLLL.LU _-I F- °6 Z Z tA�Q< = LL U 0 Z_ Q 0 J Q Q S' o LL Q o° � LL z J Zo �cc 3w QS z 0 F o ui w o o 0 N (O � O m n ao _I W-- U- W LL 2 m d£ E W 6 x o c m a O LL n 0) j orz C ~ N o Ld a g a UJ m >' C � c o L n F SEAL SHEET No Iz w w z z w 10D z w m F 12 0 0.024" x 12" ALUMINUM BRK #10 x 4" S.M.S. W/ 1/4 x 1-112" MTL RIDGE CAP S.S. NEOPRENE WASHER @ 8" O.C. VARIABLE HEIGHT RIDGE ............... .. .. ......... .... SEALANT BEAM EXTRUSION #8 x 9/16" TEK SCREW @ 8" ..... ...... O.C. CAULK ALL EXPOSED SCREW ROOF PANEL - HEADS AND WASHERS 1/8" x 3" x 3" POST OR SIMILAR (3) 1/4"0 THRU-BOLTS (TYP.) #8 x 9/16' TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM @ POST DETAIL SCALE: 2" = T-0" 0.024" X 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2" x SELF MATING BEAM .#5•RFBAR IMBEDDED IN TOP OF -.CONCRETE COLUMN (BY OTHERS) FASTENING OF COMPOSITE PANEL' SEALANT #8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADSANDWASHERS . .. 118" WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS WHERTASTENING TO ALUMINUM USE TRUFAST HD x (r + 314") AT 8" O.C. FOR UP TO 130 MPH WIND SPEEDEXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" PANEL ROOF TO RIDGE BEAM•(aD- CONCRETE POST DETAIL SCALE: 2" = T-0" 0.024"ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET #8 x 1/Y CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 11T S.M.S. W/ 112" 0 WASHER. 2 W TYPICAL INSULATED PANEL SCALE: Y = T-0" NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 518" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL. 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 120 FOR H-14 OR H-25 METAL 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-112 : 12 SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. FOR AREAS UP TO 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA FOR AREAS ABOVE 120 M.P.H. WIND ZONE- 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA ADHESIVE: BASF DEGASEAL- 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL 16160g0:197="4VO TAB AREA W/ 1" ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION MIN. ROOF SLOPE 2-1/2 : 12 0 SCALE: N.T.S. 0 0 0 0 0 o SUBSEQUENT ROWS 0 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 \ WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2:12 AND GREATER 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL 4. APPLY 3/8"0 BEAD OF BASF DEGASEALTM 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C. EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES. COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE: N.T.S. d J Q U) O J ZU H cl V)z0z wOLL,o � z :c y Q }� U �LU [4F-Z LLI J Z F- LLl O LL ow F°6ZZ co o<< = u.. zQ Q J Q �t u) co U) C.0 n C7 rn n N pp z LL W LL w Z5 w a W O LL a J K o R m O d LL t0 § cop c:jon`33 m ~ N m a t w w o m m O O J p m 0 c U d c zIt N w N F z J (7 z w IL 0 / O U--oa� SEAL SHEET 10E .. cn 1 08-12-2010 OF U' z x w w z -U' z w W z w m O) u MANUFACTURERS PROPRIETARY PRODUCTS co _ SET WITH DEGASEL 2000 OR EQUAL Of -- CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE to "v c•) 48" L 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561 Note: ELITE ALUMINUM.CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by SCALE: 2" = V-0" Lawrence E. Bennett & U180 Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/ Applied Loads' (#ISF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Open Structures Mono -Sloped ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang 1&2 3 4 1&2 3 4 182 3 4 Cantilever anlload' s anlload' s anload• span/load' s annoad' s anload" . s anlload' span/load' s anlload• '-8' 13 23'-2" .13 22'-4" .13. 16'-6' 20 18'S" 20 17'-10" 20 15'-5" 23 17'-3- 23 16'-8' 23 4'-0' 45 0'-1" 14 2Z-6" 14 21'-9" 14 16'2" 21 18'-0' 21 17'-5- 21 13'-1"-32 15'-11" 27 15'-0' 27 4'-0-8'-2' F1102V-1- 17 2W-4" 17 19'-8" 17 13'S" 30 16'S' 25 15'-11' 25 11'-10" 39 73'-3' 39 12'-9' 39 4'-0' 65 7'-9' 17 19'-10' 17 19-2' 17 13'-2" 32 16'-2' 26 15'-7' 26 11.-7" 41 12'-11' 41 12'-6" 41 4'-0' 69 6'-9" 20 18'-9' 20 18'-1' 20 IZ-6" 35 15'-0° 29 13'-6' 35 11'-0" 45 iTA-0 45 71'-11" 45 4'-0' 77 5'-7" 23 17'-5" 23 16'-10' 23 11'-8" 40 13'-l" 40 12'-8" 40 - 11'-0' 45 1Z-4' 45 11'-11' 45 3'-11' 89 5'-7" 23 17'-5" 23 1&-10" 23 11'-8' 40 13'-1' 40 12'-8' 40 9'-7' S9 11'-0° 53 10'-71' 53 3'-11' 89 3'-2' 32 16'-4' 26- 15'-10" 26 10'-11' 46- 12'-2'46- 11'-9' 46 8'-1P- 66- 10'-8' 60 10'-0' 60 3'-8' 102 Wind O an Structures MonoSlo ed Roof Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang Zone MPH 1&2 s anload• 3 s anlload• 4 s anlload' 1&2 s anlload' 3 s anlload• s aMoMoad• 4ElZ-8" 1&2 3 s anload' 4 s anlload- Cantilever 100 23'-10" 13 26'S" 13 25'-9' 13 19'-1' 20 21'-4" 20 .20'-7- 9" 23 19'-10" 23 19'-2' 23 4'-0" 45 110 23'•2" 14. -25'-11" 14 25'-1' 14 18'-7' 21 20'-9" 21 20'-1' 5- 27 18'4° 27 1T-9" 27 4'-0' 55 ". 120 -20--11' 17 23'-5" 17 2Z-8" 17 17'-0- 25 19'-l' 25 18'-5' 1" 32 16'-10' 32 16'-W 32 4'-0' 65 123 ' 20'-5" 17 2Z-10" 17 22'-1" 17 16'S" 26 18'-7' 26 17-11^ 4" 41 16'-5" '34 15'-10' 34 4'-D" 69 130 19'-4" 20 21'-7" 20 20'-10" 20 15'-10" 29 17'-8° 29 17'-1" 8° 45 15'-5' 38 IT-13" 45 -4'-0' 77 140.1 -17--11" 23 20--1' 23 19'-5' 23 13'-6- 40 16'-4'. 34 15'-W 8" 45 15'-5' 38 13'-9' 45 4'-0' 89 140.2 17'-11' 23 20'-1- 23 19'-5" 23 13'-6' 40 16'-4" 34 15'-9' -8" 53 13'-1" 53 12'-8' 53 4'-0' 89 150 16'-10' 26 18'-10" 26 18'-3' 26 12'-7- 46 15'-3" 39 13'-7' 11" 60 12'-0' 60 11'-11' 6g 4'-0' 102 Note: Total root panel width = room width +wall width + overhang. 'Design or applied load based an the affective area of the panel Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads' (#ISF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Wind Open Structures MonoSlo ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s aMoad• 3 I span/load" 4 s anlload• ,1&2 s anload' 3 s anlload' 4 s anlload' 1&2 s anlload"'s 3 anlload• 1 s aMoad' Cantilever 100 20'-8' 13 1 23'-1' 113 22'-4" 13 16'-6' 1201 18'-5- 20 17'-10" 20 15'-5" 23 17'-2' 23 16'-7' 23 4'-0' 45 110 20'-l" 14 22'-5" 14 21'-B' 14 16'-1' 21 18'-0' 21 17'-5" 21 IT-l" 32 15'-11' 27 - 15'-4' 27 4'-0' 55 120 18'-2° 17 20'-4' 17 19'-8' 17 13'-6" 30 16'-6' 25 15'-11' 25 71'-10' 39 73'-3" 39 12'-9' 39 4'-0' 65 123 17'-8" 17 19'-9' 17 19'-1" 17 13'-2" 32 16'-1" 26 15'-7" 26 11W" 41 f2-11' 41 12'-6' 41 4'-0' 69 130 16'-9' 20 18'-8' 20 1B'-1" 20 12'-6' 35 15'-0' 29 13'-6" 35 11'-0" 45 72'-4' 45 11'-11' 45 4'-0' 77 140-1 15'-7'- 23 77'-5' 23 16'-70' 23 11'-8" 40 13'-l" 40 12'-7" 40 11'-0" 45 12'-0' 45 11'-11' 45 3'-11' 89 140-2 15'-7" 23 - 77'-5" 23 16'-70' 23 11'$' 40 13'-1' 40 12'-7' 40 9'-7' 59 17'-4' S3. 10'-11' S3 3'-11' 89 150 13'-2" 32 16'-4' 26 15'-9' 26 10'-11" 46 12'-2' 46 11'-9' 46 8-11' 6B 10-8' 60 10'-4' 60 3'-8' 102 Wind open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 11"2 s anlload• 3 s anlload• 4 s anload• 182 s anlload• 3 s anload• 4 s anlload' 1&2 s an/load• 3 s an8oad• 4 spa Cantilever 100 24'-3" 13 27-1" 13 26'-2" 13 19'-4" 20 21'S' 20 20'-11' 20 18-1. 23 20'-2' 23 19'-6' 110 23'-7' 14 26'-4' 14 26-6 14 -18'-11- 21 21'-2' 21 20'-5" 21 16'-8' 27 18'-8° 27 18'-0' 120 21'-4" 17 23'-10' 17 23'-0" 17 17'-4" 25 19'-4' 25 18-9' 25 15'-4' 32 17'-1° 32 16'-6- 32 4'-0- 65 123 20'-9" 17 23'-3" 17 22'-5" 17 16'-11' 26 1&A 1' 26 18'-3' 26 13'-7"4' 130 19W" 20 21'-11" 20 21'-2' 20 16'-l' 29 AT-11' 29 17'-4" 29 12'-11' 45 15'-8' 38 15'-2' 38 4'-0' 77 140.1 18'-3' 23 20'-5' 23 19'-9" 23 13'-8' 40 --IW-7' 34 16'-1" 34 12'-11' 45 15'-8' 38 15'-2" 38 140-2 18'-3" 23 20'-5' 23 19'-9' .23 -13'-8' 40 16W 34 16'-1- 34 11'-11' S3 13'-4' S3 12'-10' 53 150 - 17'-2' 26 19'-2' 26 18'S' 26 — -- 46 15'-6' 39 13'-10' 46 11'-2' 60 12'-6' 60 12'-1' S1 Wind - O en Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 182 s anlload• 3 s anlload• 4 spa 1&2 s annoad' 3 s anload' 4 span/load' 182 s anlload• 3 s annoad' 4 s anlload• Cantilever 100 22'-B" 13 25'-0' 13 24'-6' 13 18'-1' 20 20'-3" 20 19'-7' 20 16'-11' 23 18'-11" 23 18'-3" 23 4'-0° 45 110 22'•0' 14 24'-8 14 2N-10' 14 17'-8' 21 19'-9' 21 19'-1' 21 - 15W" 27 17'-5"- 27 16'-10' 27 4'-0- 55 120 19'-11" 17 ZZ-3" 17 16'-2" 25 18'-1" 25 17'-6" 25 12'-11" 39 16'-0- 32 15'-6' 32 4'-0' 65 123 19'-5' 17 21'-8' 17 15'-10" 26 1T-8' 26 1T-1" 26 12'-8" 41 15'-T34 :15'-1' 34 4•0 69130 18'-4" 20 20'-6' -20 418'-:15- 15'-0- 29 16'-10' 29 16'-3" 29 12'-1" 45 13'-6" 45 13'-0' 45 4'-0' 771401 17'-1" 23 19'-1" 23 12'-10' 40 15'-6" 34 15'-0" 34 12'-1' 45 13-6' 4-i IT 0' 45 4'-0' 891T-1" 23 - 19'-1' 23 12'-10' 40 15'-6' 34 15'-0' 34 11'-1" 53'-0' 8916'-0" 26� -17'-11'- 26 11'-11"- 46- -T I' 46 12'-11" 46 10'-5" 60 11'-8" 60 11'-0' 60 4'-0" 102 Wind O e n Structures M no ed oof o Slo R .. Screen Rooms & Attached Covers Glass 8 Modular Rooms Enclosed Overhan g Zone MPH 182 s anlload' 3 s anlload• 4 s nlload' 182 span/load' 3 s anlload• 4 s anlload• 182 s anlload• 3 s ardload• 4 s an/load• Cantilever 100 26'-2" 13 29'-3' 13 28'-3" 13 20'-10" 20 2T-4' 20 22'-7" 20 19'-6' 23 21'-9" 23 21'-0- 23 4'-0' 45 110 25'-5' 14 26'S" 14 2T-5" 14 20'-4' 21 22'-9' 21 22'-0' 21 17'-11'27 - 19'-5' 27 4'-0" 55 120 22'-1T 17 25'-8" 17 24"10'C17125 20'-10' 25 20'-5 16'-6" 32 18-5" 32 1T-10' 32 4'-0" 65 123 17 17 25'-0" 17 24'-2'26 20'-5' 26 .19'-8" 26 16'-l" 34 17'-11'.�34 17'-4- 34 4'-0' 69130 21'-2' 20 23'-8" 20 27_I0"29 19'-5" 29 18'-9' 29 15'-2' 38 16'-11" 38 164' 38 4'-0' 77 140-1 19'-8' 23 21'-11' 23 21'-3'17'-11'34 1T-3° 34 15'-2" 38 16'-11" 38 16'-4' 38 4'-0' 89 140-2 19'-6" 23 21'-11' 23 21'-3"34 17'-11" 34 1T-3° .34 12-10' 53 15'-9" T 15'-2' 44 4'-0' 89 26 20'-8" 26 19'-11' 26 13-9 46 16'-8' 39 16'-2' 39 12'-1" 60 13'-6" 60 13'-0' 60 4'-0' 102 Note: Total roof panel width = room width +wall width +overhang. 'Design or applied load based on the affective area of the panel E-� b� �m mm O 3 ZLL 0 ;o 2 = a a rn zQ vi j d w C Zct, Q m K $ m O O o <� �o a't zo �m io oa a� J Z 0 fn t- w W a Z W c O N Z Z U C9UUX m w It; LU 0 W W n z it yQ(nZ D Q_ WHi� a CO (_. rn c LL W J O u C F'WF-O �L�L=� W c zC 0 U V q _ I Z FccZ... fn0'Qo o D W U) = �0 w J m u` Z Q ak J W u J Q j u-F Q o F N � cr m 5 CO ro 2 J m O Z LL W CE W 2 a #t LU Z m Ci E. O 0- W si W `C O a Z Q' O r ❑ C a v a) Z) o CD o ❑ O > m En C', co L W W EL m W m: O U > m C9 C U i o O n a ~ W m 0 _Z J H Z V' o Z W N O rn LL � w o- fY 0 O O 0 0 Z a W O LU Z SHEET U 0 Q Z W W 0 r_ 1W W Z 0G Z 08-12-2010 OF 1n G =Fr MANUFACTURERS PROPRIETARY PRODUCTS co SET WITH DEGASEL 2000 OR EQUAL y CHAULK AND OR ADHESIVE ON TOPAND BOTTOM LOCK GROOVE`- C7 7. 48" 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by SCALE: 2" = V-0" Lawrence E. Bennett & U180 Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/ Applied Loads* (#ISF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Wind open Structures Mon o-Sloped Roof Screen Rooms& Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&Z s anload• s anload•, 3k23�10" d• 1&2 s aMoad• 3 span/load' 4 s anlload• 1&2 s anlload• 3 s anload• 4 spa Cantilever 100 25'-9' 13 28'-9- 13 13 - 20'-7' 20 22'-11' 20 22'-2- 20 19'-2" 23 21'-5" 23 20'-8- 23 4'-0' 45 110 25'-0" 14 2T-11" 1414 20'-1- . 21 22'-5- 21 21'-8" 21 17'-8" 27 19'-9" 27 19--1" 120 2Z-7" 17 2&-4' 17 17 18'-5" 25 20W" 25 19'-10' 25 16'-3" 32 18'-2" 32 17W' 123 22'-0' 17 24'-8' 17 17 17'-11" 26 20'-l' 26 19'-5" 26 15'-10" 34 17'-8" 34 17'-1'130 20'-10' 20 23'-3' 20 17--1' 29 19'-1" 29 16'-5- 29 13'-8" 45 16'-8" 38 16'-1'140-1 19'-4' 23 21'-8" 23 23 15'-9" 34 1T-7- 34 1T-0- 34 13'-8" 45 16'-8- 38 16'-1'140-2 19'-4' 23 21'-8" 23" 23 15'-9" 34 1T-7' 34 17'-0" 34 12'-7' 53 15'-6' 44 1T-8'150 18'-2" 26 20'-4" 26 26 13'-7- 46 16'-5' 39 15'41" 39 11'-10" 60 13'-3" 60 12'-10' 60 4'-0' 102 Wind Open Structures Mono Slo ed Roof Screen Rooms & Attached Covers sed Glass & Modular Room01021 Overhang Zone MPH 1&2 s aMoad• 3 s anload• 4 s anlload• 1&2 s anlload• 3 s anlload• 4 s an/load• 1&2 s anlload• 3 s anlload• load• Cantilever 100 29'-B" 13 3N-2' 13 32'-1" 13 23'-8" 20 26'-6' 20 25'-7" 20 22'-1' 23 24'-8- 23 23 4'-0- 45 110 28'-10" 14 32'-3' 14 31'-2" 14 23'-2" 21 25'-10' 21 24'-11' 21. 20'-5' 27 22'-10" 27 27 4'-0' 55 120 26'-I- 17 29'-2' 17 28'-2' 17 21'-2" 25 23'-8' 25 22'-11" 25 32 20'-11" 32 32 4'-0" 65 123 25'-5" 17 2&-5- 17 27'-5- 17 20'-8" 26 23'-2' 26 22'-4' 26 18'-3' 34 20'-5" 34 34 4'-0' 69 130 23'-11' 20 26'-10" 20 25'-11' 20 19'-8" 29 22'-0' 29 21'-3' 29 1T-20 38 19--3- 38 38 4'-0' 77140-1 2P'-0" 23 24'-11" 23 24'-2" 23 18'-2" 34 20'-4" 34 19'-8' 34 17'-2' 38 19'-3" 38 38 4'-0' 8923 24'-11" 23 24-2' 23 18'-2" 34 20'-0" 34 19'-8" 34 15'41" 44 1T-10" 44 44 4'-0' 89150 20'-11" 26 ZT-6- 26 2Z-8' 26 16'-11' 39 18'-11" 39 18'�" 39 13'-8' 60 16'-7' S1 51 4'-0' 102 Wind Open Structures Mono Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s anload• 3 s anlload• 4 s anlload• 1&2 s anlload• 3 s aniload• 4 span/load' 1&2 s anload• 3 span/1 add 4 s anlload• Cantilever 100 29'-11" 13 3&-6- 13 32'-5" 13 23'-11• 20 26'-9" 20 25'-11- 20 22'-0" 23 24'-1Y 23 24'-2- 23 4'-0- 45 110 29'-2" 14 32'-7' 14 31'S" 14 ZT-4' 21 26'-2" 21 25'-3" 21 20' 7' 27 23'-1" 27 2Z-3" 27 4'-0' 55 120 26'-4' 17 29-6" 17 2B'-6' 17 21'-5' 25 2T-11' 25 23'-2' 25 18'-11- 32 21'-2' 32 20'-5" 32 4'-0' 65 123 25'-8" 17 2&-9" 17 27'-9' 17 20'-11' 26 23'-5" 26 2Z-7' 26 1fl'-5' 34 20'-7' 34 19'-11' 34 4'-0' 69 130 24'-3" 20 27'-1" 20 26'-2" 20 19'-11" 29 22'-3" 29 21'-6" 29 17'-5- 38 19'-5" 38 18'-9" 38 4'-0- 77 1404 22'-7" 23 25'-3' 23 24'-5" 23 18'-4" 34 20'-6' 34 19'-10' 34 17'-5" 38 19'-5' 38 18'-9" 38 4'-0- 89 '140-2 ZZ-7' 23 . 25'-3" 23 24'-5' 23 18'-4" 34 20'-6' 34 19'-10" 34 16'-2' 44 18'-1° 44 17'S" 44 4'-0- 89 150 21'-3' 26 23'-9" 26 2Z-11' 26 1T-2' 39 19'-2" 39 18'-6° 39 13'-10- 60 16'-9' 51 16-2" 51 1 4'-0- 102 Wind Open Structures Mono- Slo ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed ang .Zone MPH 18@ s anlload' s aNload•ad• 3028'-2' 1&2 s aMoad• 3 s anload• 4 s anlload• 1&2 - s aMoad• 3 s anlload• 4 s anlload• ever 100 " 34'-7° 13 38'S' 1313 . 27'S' 20 30'-11' 20 29'-10' 20 25'-9' 23 28'-10" 23 27'-10'2345 110 3T-8' 14 37'-T 1414 26'-11' 21 30-2' 21 29'-2' 21 23'-9' 27 26'-7" 27 25'-8' 27 F�- S5 1TO 30'-5" 17 34'-0' 17 17 24'-9" "25 2T-8" 25 26'-B" 25 21'-10" 32 24'-5" 32 23W* 3265 123 29-7" 17 33'-1' 1717 24'-2" 26 26'-11' 26 2&-1" 26 21'-3" 34 23'-9" 34 22'-11" 3469130 2T-11' 20 31'-3' 2020 27-11- 29 25'-8° 29 24'-9' 29 20'-1' 38 22'-5" 38 21'-8" 3877140-1 26'-1" 23 29'-l' 2323 21'-2" 34 23'-8" 34 22'-11" 34 20'-1' 38 2Z-5" 38 21'-8" 38 89 140.2 26'-1" 23 29'-1" 2323 21'-2' 34 23'-8" 34 22'-11' 34 18'-B" 44 20'-10' 44 20'-1' 44 4'-0' 89 150 24'-6' 26 27'-4' 26 26'-5" 26 19-9" 39 22'-l" 39 21'7 39 1T4- 51 19'-4- 51 • 18'S' 51 4'-0' 102 Note: Total roof panel width =room width +wall width + overhang. *Design or applied load based on the affective area of the panel Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 550D & FL 7561 Wind Open Structures Mono -Sloped Roof I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s anlload• 3 s anlload• 4 s anlload' 1&2 s anlload• 3 s anlload' 4 s anlload• 1&2K236 s anlload•load• 4 s anlload- Cantilever 100 28'-2" 13 31'-6" 13 30'-5' 13 22'_6" 2D 25'-2' 20 24'-4' 20 20'-11" 2323 22'-8' 110 27'-5' 14 30'-8" 14 29-7" 14 21'-11' 21 24'-7' 21 23-9" 21 19'-4' 27 27 20'-11' 27 4'-0"120 24'-9" 17 27' 11' 17 2&-9" 17 20-2' 25 22'-6" 25 21'-9' 25 17'-10" 32' 32 19'-3- 32 4'-0" 65 123 24'-2' 17 26'-11' 17 26'-1" 17 19'-8" 26 21'-11- 26 21'-3" 26 17'-4" 34 34 18'-8'- 34 4'-0" 69 130 2Z-10' 20 25'-6" 20 24'-8' 20 1&-8" 29 20'-11' 29 20'-2" 29 16'-4" 38 38 1T-8" 38 4'-0' 77 140.1 21'-3" 23 23'-9" 23 22'-11" 23 17'-3' 34 19'-4" 34 18'8° 34 16'-0' 38 38 17'S" 38 4'-0" 89 140-2 21'-3' 23 23'-9" 23 22'-11' 23 11'-3" 34 19'-4" 34 18'-8' 34 15'-2- 44" 44 " 16'-5" 44 4'-O' 89 15019'-11' 26 Z2'-3" 26 21'-6' 26 16'-1' 39 18'-0- 39 IT 5" 39 72'-11' 60 _ 51 4'-0- 102 Wind Open Structures Mon o-Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s anlload• 3 s anlload• 4 s anload• 1&2 s anlload• 3. s anlload• 4 s anlload• 1&2 s anlload• 3 s anlload' 4 s anlload• Cantilever 100 32'-6' 113 36'4" 131 35'-2' 113 25--111" 20 1 29'-0' 1201 28'-1" 20 24'-2" 23 1 27'-1' 23 1 25'-2' 123 4'-0- 45 110 31'-7- 14 35=4- 14 1 34'-2' 114 1 25'-4" 21 28'4" 121 1 27'-4" 21 22'-0' 27 24'-11" 27 24'-2" 27 4'-0' 65 120 28'-7' . 17 31'-11' 17 30'-11' 17 23'-3'- ZS 25'-11' 25 25'-l' 25 20'-6- 32 2Z'-11- 32 " 22'-2- 32 4'-0- 65 123 ZT-10'i 17 31'-1' 17 30'-1" 17 22'-8' 26 25'-0' 26 24'-6' 26 19'-11, 34 21W* 34 4'-0" 69 130 26'-3' 20 29'-5' 20 2B'_5' 20 21'-7' 29 1' 29 23'-3' 29 18'-10' 38 21'-1" 38 20'-4' 38 I' G' 77 140.1 24'-6' 23 27'4" 23 19'-11' 34 �22!-X 34 21'-6" 34 18'-10" 38 21'-1' 38 20''38 4'-0' 89 140-2 24'-6' 23 - 2T-4" 23 26'-5" 23 19'-11' 34 3' 34 21'-6" 34 17'S' 44 19'-T 44 10'-11' 44 4-D' 89 150 22'-11' 26 25'S" 26 24-10' 26 18'-7' 39 20-9' 39 20'-1" 39 1fi'-3' S1 18'-2' S1 17'-7' S1 4'-0' 102 Wind Open Structures MonoSlo ed Roof Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang Zone MPH s anllospank 1&2fi-3V-3" 3 ad• 4 s aMoad• 1&2 s anlload• 3 s anload• 4 s anil d• 1&2 s annoad• 3 s anlload• 4 s anlload- Cantilever 100 34'-7" 8' 13 37'-5" 13 27-8" 20 30'-11' 20 29'-10' 20 25'-9- 23 28'-10' 23 27'-10' 23 4'-0' 45 110 33'-8' 7" 14 36'-4" 14 26'-11" ;21 30'-2" 21 29'-2" 21 23'-9" 27 26'-7" 27 25'-8' 27 4'-0- 55 120 30'-5" 0" 17 37-10" 17 24'-9- 25 2T-8" 25 261-8" 25 21'-10' 32 24'-5' 32 23'-7" 32 4'-0" 65 123 29'-7' 1" 17 32'-0" 17 24'-2' 26 26'-11" 26 26'-1' -26 21'-3- 34 23'-9" 34 .22'-11' 34 4'-0' 69 130 27'-11' 3" 20 30'-3' 20 22'-11' 29 25-8" 29 24'-9" 29 20'-1' 38 22'_5" 38 21'-8' 38 4'-0- 77 140-1 26'-1' V 23 28'-2- 23 21'-2" 34 23'-8- 34 22'-11' 34 20'-1" 38 ZZ-5- 38 21'-8' 38 4'-0- 89 140-2 26'.1" 1" 23 28-2" 23 21'-2' 34 23-8' 34 22-11' 34 18'-8" 44 20'-10" 44 20'-1' 44 4'-0" 89 150 24'-6' -4- 26 26'-5" 26 19'-9" 39 22'-1' 39 21' Wind Open Structures Mono lopedRoofl Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s anlload• 3 s annoad• 4 s anlload• 1&2 s anlload• 3 s ann d• I 4 s anlload• 18L2 s anlload• 3 s anlload• 4 s anload• Cantilever 100 37'-11' 13 42'-5' 13 40'-11' 13 30'-3' 20 33'-10' 20 32'-8" 20 28'-3' 23 31'-7' 23 30'•6' 23 4'-0' 38 110 36'-10° 14 41Z2- 14 39'-10" 14 29'-6- 21 3T-0' 21 31'-11' 21 21TA" 27 29'-l" 27 28'-2" 27 4'-0' 55 120 33'-4" 17 37'-3" 17 36'-1' 25 30'-3' 25 29'-3" 25 2T-11" 32 26'-9" 32 25'-10" 32 123 32'-5' 17 36'-3" 17 .35'-1° 17 26'-5- 26 29'-7" 26 28'-7" 26 23'-3" 34 26'-0' 34 25'-2" 34 130 30'-8° 20 34'-3" 20 33'A 20 25'-2' 29 28'-l' 29 27'-2" 29 21'-11" 38 24W" 38 23'-9" 38 140-1 2&-6' 23 31--11- 23 30'-10" 23 23'-3' I 26-11° 34 25'-1' 34 21'-11" 38 24'-7° .38 23'-9" 38 4%0' 89 140-2 28'-6" 23 31'-11" 23 30'-10" 23 23'-3" 34 25'-11' 34 25'-1" 34 20'-5" 44 22'-10' 44 22'-1' 44 4'-0' 89 150 26'-10' 26 29'-11' 26 28'-11' 26 21--8- 39 24'-3- 39 23'-5' 39 18'-117 51 21'-2- 61 20'-6' 151 4'-O" 102 Note: Total roof panel width = room width + wall width + overhang. , *Design or applied load based on the affective area of the panel d ;Q v1 Io a n C f O � Z Q _ m F �� m 0o o0 o: <Lj z¢ �Z 30 8g J O W o o ui a Z W � Q N Z ZU o C9(D U) - W W w WOW to a Z = W CL z tAQU) Z n W J_ 0 O W 1--- O V =) W O Z 0 LL U to Fod Z 0 Vi0Q0 o W C W c = COW n_ Z Q W D J Q ILL W F Q o N O S _F (D R IL M cvn O Z Z LL W 1T Eo W of L) I ce x z a,o m 1 d O = W W n o c ? °o v C U to w U Q m �rnn O > LI.I N co _a '_ Q. LU m OF N a m L) > O m W 0 Cto U a o O LU m t— Z Z J 77 SHEET�A 3 z w to 10H LIL x ncc 08-12-2010 OF 12 cL :*z.00•* * 2.00" * .... .:.gym t .. * z.ao• I II __ I I I I , .... :.. . A = 0.434 in? A = 0.776 in? o 0.040" o Ix = 0.234 in' Ix = 1.953 in. ` c1jSx = 0.240 in? 0.046" Sx = 0.977 in? 6005 - T5 6005 - T5 2" x 2" x 0.040" HOLLOW SECTION o.072" o co SCALE 2" = 1'-0" A = 1.8551 n.' STITCH W/ (1) 910x3/4" S.D.S. HEX HEAD @ 24" O.C. Ix = 16.622 in.• TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in? * 2.00" * I I 2" x 4" x 0.046" x 0.115" 6005 - T5 SELF MATING SECTION 0.045" o A = 0.538 in? SCALE 2" = V-W Ix = 0.642 in' STITCH STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C. 600 - T5 in? 6005 T5 * TOP AND BOTTOM OF EACH BEAM 2" x 8" x 0.072" x 0.240" 2" x 3" x 0.045" HOLLOW SECTION SELF MATING SECTION SCALE 2" = 1'-0" A = 0.964 in? 0 Ix = 3.688 in. ° SCALE 2' = 1'-0" * 2 00" * 0.050" Sx = 1.475 in? 6005 - T5 I I 2 00" 0.060" o A = 0.768 in? Ix = 0.530 in.' cli I Sx = 0.585 in? STITCH W/ (1) #1 Ox3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM �k 6005 - T5 2" x 3" x 0.060" HOLLOW SECTION 2" x 5" x 0.050" x 0.135" SCALE 2" = 1'-0• SELF MATING SECTION 0.072' o SCALE 2" = 1'-0"... 2.00" * A = 1.999 in? *2.00"* Ix=22.116in' 0.050" I I Sx = 4.915 in? o A = 0.697 in? 6005 - T5 v Ix = 1.428 in' Sx = 0.714 in? A = 1.098 in? 0 6005 - T5 o Ix = 5.938 in. 4 0.050" co STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. 2" x 4" x 0.050" HOLLOW SECTION Sx =1.979 in? TOP AND BOTTOM OF EACH BEAM SCALE 2" = 1'-0" 6005 - T5 2" x 9" x 0.072" x 0.239" SELF MATING SECTION 3.00" - SCALE 2" = 1'-0' STITCH W/ (1) #1 Ox3/4" S.D.S. HEX HEAD @ 24. O.C. A = 0.552 in? TOP AND BOTTOM OF EACH BEAM o.oa5• N Ix = 0.342 in 2" 6" 0.050" * 2.00" Sx = 0.342 in? x x x 0.135" I I 6005-T5 SELF MATING SECTION = SCALE 2" 1'-0" 3" x 2" x 0.045" HOLLOW SECTION SCALE 2" = 1'-0" 2.02" * 2.0OW" 0.082" o I 6 A = 2.398 in. Ix = 27.223 in.` Sx = 6.050 in? 0.06' o o A = 1.277 in? 6005 - T5 'n 0.060" r` Ix = 8.873 in. ` = 0in? Ix = 2.987 in.' 98 Sx = 2.534 in? Sx--6005 1.195 in? - T5 STITCH W/ (1) #1 Ox3/4" S.D.S. HEX HEAD @ 24" O.C. 6005 - T5 TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.062" HOLLOW SECTION 2" x 9" x 0.082" x 0.321" SCALE 2" = 1'-0" STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. SELF MATING SECTION TOP AND BOTTOM OF EACH BEAM SCALE 2" = 1'-0" 2" x 7" x 0.057" x 0.135" SELF MATING SECTION SCALE 2" = 1'-0" * 2.00• 0.090" 0 A = 3.023 in? Ix = 42.466 in" Sx = 8.493 in? 6005 - T5 STITCH W/ (1) #10x3/4• S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.092" x 0.389" SELF MATING SECTION SCALE 2" = 1'-0" Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOR TO 6005 HOLLOW CATOR nm an zz LL 0 J Q U) Z W Q Z C) w () U UJ a -- fA Q fn W WUo � LU < � W W W 06 < fn W ¢ CO W_ � U � Z_ Q J Q Q (D LL Wuj LL W (D c m E C J E LL m o 1- N o 1 W p M L (D J m U > Ci xo U y co L � m m 08-12-2010 1 OF g a 1110 z EA L W W =T z 0 z w 11 z z W m 12 0 GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions, 6063 T-6 alloy B. Concrete, Fc = 2.500 psi @ 28 days C. Steel, Grade D Flo / c = 33.0 psi D. Wood; 1. Framing Lumber #2 S.P.F. minimum 2 . Sheathing, 104 ply CDX or 7/16" OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project covering a pool with a'salt water chlorination disinfection ;system shall use the above recothmended fasteners. This is not limited to .1base anchoring systems but includes all connection types. .r AIL TC\If-rl C•f-/•TIA\I r11"[•If.�\I [•TA TI••11xt-\IT- tems in the Fastener section are designed for a 130 MPH wind for other wind zones Rave been provided_ Allowable loads wind load increase as provided for in The 2007 Florida Building Supplements. The u4bf this multiplier is only allowed once and anchoring systems which include strapping, nails and other Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing (As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable loads Tensile Strength 56,000 psi; Shear 24,000 psi I able 1:1.1 Allowable Loads for Concrete Anchors Screw Size d=diameter Erbedment Depth (in.) Min- Edge Dist 11 Anchor Spacing 5d(in-) Allowable Loads Tendon Shear ZAMAC NAILIN (Drive Anchors) 114" 1-112" 2" 1-1/4' 273# 236# 1-1/4' 316# 236# TAPPER Concrete Screws 3116" 1-114" 15116" 288# 167# 1314" 15116' 371# 259# 1/4" 1-1/4' 1-1/4' 427# 200# 1314" 1-1/4' 544# 216# 3/8" 1412" 1-9/16" 511# 402# 1314" 33/8' 703# 455# -POWER ;BOLT (Expanslon.Bolt). 1/4" `'"''2" -1=1A 624# 261# 5/16" 3" 1-7/9' 936# 751# _-.�318.T___ �--.-3-.1i2".�� �1=9/16""-""" 1575#x- `4;425#- •- 112 5" 2-1/2' 2,332# 2,220# POWER STUD (Wedge -Bolt ®) 114" 2-3/4" 1-1/4" 812# 32fi# 3IB' 4-114" 1-7/8' 1,353# 921# 1/2" 1 6' 1 2-112" 2,271# 1 1,218# 518" 1 7' 1 2-114" 3,288# 1 2,202# Wedge Bolt 1/4" 1 2-112" 1 2-114" 878# 3B5# 318" 3-W- 3-114^ 1,705# s16# 1/2" 1 4 3-314" 1,774# 1,095# Notes: 1. Concrete screws are limited to 2" embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to raw] may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are Increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear bads. 8. Manufacturers recommended reductions for edge distance of 5d have been applied. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2" x 6" beam with: spacing = T-0' O.C. allowed span = 20'-5' (Table 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 1/2(20.421x'rx1D#/Sq.Ft ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table Is based on Rawl Products' allowable loads for 2,500 p.s.l. concrete. Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness(' (Ibs.) #8 -0.1se 122 139 153 200 . 228 255 #10 0.190" 141 161 177 231 263 295 - #12 0.210" 156 178 196 256 291 327 #14 0.250' 186 212 232 305 347 389 529 114" 0240" 179 203 223 292 333 374 508 5116" 0.3125" 232 265 291 381 433 486 661 - 318" 0.375" 279 317 349 457 520 584 793 1/2" 0.5V 373 423 465 609 693 779 1067 Allowable Shear Loads on Screws for Nominal Wall Thickness IT) (Ibs.) Screw/Bolt Single Shear Size I Nd 0.044" 0.050" 0.055" 0.072' 0.082" 0.092" DA25" #8 0.164" 117 133 147 .192 218 245 #10 0 90' .1 136 164 170 222 253 284 - #12 0.210" 150 171 188 246 280 . 293 - #14 0.250" 179 203 223 292 333 374 508 114" 0.240" 172 195 214 281 320 358 487 5/16" 0.3125" 223 254 279 366 416 467 634 ,3/8" 0-375" 2611 305 335 . 439 499 - 560 - 761 112" - D.50" 3. 406 447 585 666 747 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs.) Double Shear Nd 0.044" - 0.050" 0.055` 0.072' 0.082' 0.092' 0.125240- 343 390 429 551 639 71T 974 f 3125" 445 508 559 732 832 934 1259 .375" 536 610 670 878 998 1120 7522 .50" 714 812 894 1170 1332 1494 2030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Cetus Industrial Quality. Use manufacturers gdp range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3. Minimum thickness of frame members Is MOW aluminum and 26 ga. steel. Multpllers for Other Alloys Ill.; 7269 5052 H-25 1 1522 6005 T-5 1 2030 Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40- 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 1 1.21 12d 1 125 Table 9.5A Allowable Loads 8, Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 27.42 #/SF Fastener diam. min. edge distance In. ctr. to ctr.E3.030_110 No. of Fasteners / Roof Area S 2 / Area 3/ Area 4l Area 1 /4" 112" 5/8" 2,908-106 4.362-159 5.819-2127/8" 3,788-138 5,682-207 7,576-276.3i 3/4" 1' 4,544-166 6.816-249 9088-331 6,060 - 711 9,090 - 332 12,120 - 442 Table 9.5B Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures (a) 35.53 #/SF Fastener diem. minedge distance min- ctr. to ctr. No, of Fasteners / Roof Area S I Area 21 Area 3/Area 41 Area 1/4" 12" 5/8' 1.454 - 41 2.908 - 82 4.362 -125 5.819 -164 5116" 3/8" 7/8" 1.894 - 53 3.788 -107 5,682 -160 7,576 - 213 318' 314" 1' 2.272 - 64 4,544 -128 6,816 -192 9,088 -256 112" 1" 1-114" 3.030.85 6.060 -171 9.090 - 256 12.120 - 341 Notes for Tables 9.5 A, B: 1. Tables 9.5 A & 8 are based on 3 second wind gusts at 120 MPH; Exposure "B"• 9 Po I = 1.0. 2. Minimum sparing is 2-1/2d O.C. for screws & bolts and 3d O.C. for rivets. 3. Minimum edge distance is 2d for screws, bolts, and rivets. Allowable Load Conversions for Edge Distances More Than 5d ' Edge Distance Allowable Muhl Load " Mars Tension Shear 12d 125 11d 121 10d 1.18 2.00 9d 1.14 1.80 8d 1.11 1.60 7d 1.08 1.40 6d 1.04 1.20 5d 1 1.00 1.00 Table 9.2 ,Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only, Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 # / SF) (For Wind Regions other than 120 MPH, Use Converslon Table at Bottom of this page) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1" 264# - 10 SF 528# - 19 SF 792# - 29 SF 10564 - 39 SF 1/4"e 1-112" 396#-14 SF 792#-29 SF 1188#-43 SF 1584#-58 SF 242" 660#-24 SF 1320#-48 SF 198D#-72 SF 2640#-96 SF 1" 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF 5116"0 1-112" 468#-17 SF 936#-34 SF 1400-51 SF 1872#-68 SF 2-112" 780# - 28 SF 1560# - 57 SF 2340# - 85 SF 3120# -114 SF 1" 356#-13 SF 712#-26 SF 1068#-39 SF 1424#-52 SF 1.112' 534#-19 SF 1068#-39 SF 1602p-58 SF 2136#-7g SF 2-1/2" B90#-32SF 1.1780#-65SF 1 2670#-97SF 3560#-130SF CONNECTINGTO: CONCRETE (Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 1 3 1 4 TYPE OF FASTENER a'Quick Set" Concrete Screw Rawl Zamae NaiiIn or E uivalent 1/4"e 1-12" 273#-10SF 546#-20 SF 819#-30 SF 1092#-40 SF 2" 1 316#-12SF 632#-23SF 948#-35SF I 1264#-46SF TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 1-1/4" 288#-11 SF 576#-21 SF 864#-32SF 1152#-42 SF 1314" 371#-14 SF 742#-27 SF 1113#-41SF 1484#-54 SF RP.OF 1-1/4" 365#-13 SF 730#-27 SF 1095#-40 SF 1460#-53 SF 1314" 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF 1-112" 511#-19 SF 1022#-37SF 1533#-56 SF 2044#-75 SF 1314' 703#-26 SF 14069-51 SF 2109#-77 SF 2812#-103 SF STENER= Expansion Bolts Rawl Power Bolt or Equivalent 1050#-38SF 2100#-77SF 3150#-115SF 4200#-153 SF F12an,2-112" 3-112" 1575# -57SF3150#-115SF 4725#-172SF6300#-230SF "e 3" 1399# - 51 SF 12798# -102 SFJ 4197# -153 SQ 5596#- 204 SF 5" 2332# - 85 SF 14664# - 170 SFJ 6996# - 255 SFI 9328# - 340 SF Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d is the anchor diameter. 2. Allowable roof areas are based on loads for Glass / Enclosed Rooms (MWFRS); 1=1.00. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown), - - multiply -allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 26.6 1.01 110 26.8 1.01 120 27.4 1.00 - 123 28.9 0.97 130 322 0.92 140-1 37.3 0.86 140-2 37.3 0.86 150 1 42.8 0.80 Metal to Plywood 112" 4 ply 518" 4 ply 1 3/4' 4 ply Shear (Ibs.) Pull Out (Ibs.) Shear (Ibs.) Pull Out lbs. Shear (Ibs.) Pull Out (Ibs.) Screw 0 #8 93 48 113 59 134 71 #10 100 - 55 120 69 141 78 #12 118 71 131 78 143 94 #14 132 1 70 145 88 167 105 T=hie O 7 Atuminnm Rivets with Afn,ninum er Steel \a Aluminum Mandrel Steel Mandrel Rivet Diameter Tension Ibs.) - -Shear Tendon (Ibs. Shear 1/8" 129 176 210 325 5132" 187 1 263 340 490 3/16" 262 1 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size wl Wind Zone Use Next Larger Size for "C" Exposures Maximum screw/ Anchor Size Max Size of Beam Upright P 9 Attachment Type Size Description To Wall 0 To Upright / Beam 0 2"x4'x 0.D44' Angle Vxl'x0.045" 3116' #10 2' x 4" x 0.044" Angle T x 1• x l/16' (0.063) 3/16' #12 2" x 5" x 0.072" U-channel i-1/2• x 1-1/2' x t-1/2" x 0.125• 1/2" #14 2" x 6" x 0.072" U-channel 1" x 2-1/8' x 1' x 0.050" 5116" 5116 2'x 8"x 0.072" Angle 1'xl'x 1/8(0.125) 3M6' #12 2" x 10" x 0.072" Angle 1-112" x 1-1/2" 1116*(0.062') 1/4" #12 2' x 7" x 0.072" Angle 1-1/2' x 1-12' 3116'(0.188) 1/4' #14 2" x 10" x 0.072" Angle 1-12' x 1-12' 1/8(0.06T) 114" #14 2" x 7" x 0.072" Angle 1-3W x 1-W4' x 1/8"(0.125") 1/4" #14 2" x 10` x 0.072" Uchannel I-Wr x 13/4" x 13/4" x 1/8• 3/8' #14 2" x 10" x 0A72' Angle Z' x 2" x 0.093" 3/8- 3/g• 2"x10"x0.072" Angle 2'x2"x 1/B'(0.125) 5/76' 5116' 2"x 10`x 0.072" Angle 2*x2x3/16(0.313') 12' 1/" Note: 1. # of screws to beam, wall, andfor post equal to depth of beam. For screw sizes use the stitching screw size far beam / upright found In table 1.6. 2. For post attachments use wall attachment type = to wall of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wall thickness. 3_ Inside connections members shall be used whenever possible I.a. Use in lieu of angles where possible. 4. The -thicker -of the two -members ochannel angle should-beplaceon the inside of the connection if possible. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF) (For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Length of Embedment Number of Fasteners 1 2 3 4 1" 264#-7SF 528#-15 SF 792#-22 SF 1056#-30 SF 1-112" 396#-11 SF 792#-22 SF 1188#-33SF 1584#-45 SF 2-1/2' 660#-19 SF 1320#-37SF 1980#-56 SF 26409-74 SF rFastener 1"312#-9 SF 624#-18 SF 936#-26 SF 12489-35 SF 1-112" 468#-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF 2-112" 780#-22 SF 156D#-44 SF 2340#-66SF 3120#-88 SF 1"356#-10 SF 712#-2D SF 1068#-30 SF 1424#-40 SF 1-1/2"- 5349-15 SF 1068#-30 SF 1602#-_45 SF 2136#-60 SF 2-1/2" 89 0# -25SF 1780#-50 SF 1 2670#-75 SF 13560#-100 SF CONNECTING TO: CONCRETE (Min. Z500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 1 2 1 3 1 4 PE OF FASTENER ='Quick Set" Concrete Screw (Rawl Zamac Nallin or Equivalent 114"e 1-112" 233#-8SF I 466#-17SF I 699#-25SF 931-34SF 2" 270#-10SF I 540#-20SF I 810#-30SF 1 1080#-39 SF PE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 3116"o 11-31/1' 2476##-7SFF 2-14SF 3#-2771 SF 984#-21 SF 4 31-9S6#-18SF951#-2F1268#-36 SF 1/4"e 1-112" 3 731#22 SF #-313/4" 1460#-41 SF 6#-13S1' -26S 9SF 1860#-52 SF 3/8"o 1-112" 437#-12 SF 874#-25SF I 1311#-37SF 1748#-49SF 1-314" 601#-17SF 1202#-34 SF 1 1803#-51 SF 2404#-68 SF IYPE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent 318"e 1235#-34 3615#-102S 81 -136 SF 2 37SF 2201#-678SF 6-3F390#-11F3-1 522#-747 SF 1/2"0 3" 1806#-51 SF 3512#-102 SFI 541B#-152 SFJ 7224#-203 SF 5" 1993# - 56 SF 3986# -112 SF 5979# -168 SF 7972# - 224 SF Note: 1. The minimum distance from the edge of the _ concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d is the anchor diameter. 2. Allowable loads have been increased by 1.33 for wind loading. 3. Allowable roof areas are based on loads for Glass / Partially Enclosed Rooms (MWFRS) I =1.00 WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than -120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 150 25 1.22 110 30 1.11 120 35- 1.03 123 37 1.00 130 42 0.94 1404&2 48 0.88 150 1 56 1 0.81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete Wood 2" x 10" 114" #14 1/4" 114" 2" x 9' 114" #14 1/4" 1/4" T' x 8" 1/4" #12 1/4" #12 2"x7" 3116" #10 3116' #10 2" x 6" or less 3116" #8 3116' #8 Note: Wail, beam and upright minimum anchor sizes shag be used for super gutter connections. Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes Metal to Metal Anchor Size #8 #10 #12 #14• Bile" 318" 98 1.00 0.80 0.58 0.46 0.27 021 910 0.80 1.00 0.72 0.57 0.33 0.26 #12 0.58 0.72 1.00 0.78 0.46 0.36 M4 DA6 0.57 0.78 1.00 0.59 0.46 SM6' 0.27 0.33 0.46 0.59 1.00 0.79 318" 021 026 0.36 0.58 0.79 1.00 Alternative Anchor Selection Factors for Anchor 1 Screw Sizes Concrete and Wood Anchors (concrete screws: 2" maximum embedment) Anchor Size 3/16" 114" 318" 3116" 1.00 0.83 0.50 1W 0.83 - 1.00 0.59 1 3/8' 0.50 0.59 1.00 Dyne Bolts (1.518" and 2-114" embedment respectively) x Anchor Size 3/16" 12" 3116' 1 1.00 0.46 1/2" 0.46 1.00 • Multiply the number of #8 screws x size of anchor/screw desired and round up to the neM even of scram. Example: If (10) #8 screws are required, the number of #10 screws desired Is: 0.8x 10=(8)#10 J all Z Z W Q > 0 Z U 0 (D fn fn Z 0 LLl W Cl) QU)af LU W W U) W � LU P (" L J fn ]mil_ = LL 06 Q 2W Z_ C) Q J a rD M Z N co Z IY c+Ni ULL 2 E cs Z: CW f, m o LL a tU W O a of p Q o v m , (L UL 0 a) O o ro a)75rX m 1.-N co .UJ co t to a)-ao_� J m Z 0) U K W m W Z (0 m F w O LL a SHEET ? z W In O W 12 Z � Z OWO 12 08-12-2010 OF