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HomeMy WebLinkAboutSUBMITTED PAPERSy OFFICE USE Date: i ,Y: Due: Receipt# Permit # / f) / —) r 1 PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION ". loi 2300 Virginia Avenue q���® Ft. Pierce, FL 34982-5652IN Y 772-462-1553 St. LuC1Q CQU,ty APPLICATION FOR ALUMINUM STRUCTURES PERMIT ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: 9 Flamenco — Gallagher 2. PROJECT NAME: Spanish Lakes # 1 SITE PLAN NAME: 3. PROPERTY TAX ID #: 3 414 — 5 01— i 7 01 — 0 0 019 4. LEGAL DESCRIPTION (attach extra sheets if necessary): Section 26, Township 36, Ranee 40 5. PLAT BK PAGE BLOCK LOT 6. PARCEL SIZE: ACRES/SQ FT. LOT DIMENSIONS 5 0 ' x 9 5 ' 7. SETBACKS (ACTUAL) FRONT: BACK: olI / RIGHT SIDE: 15 ' 4 " LEFT SIDE: � a 8. TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE) TYPE OF CONSTRUCTION N = New A = Addition R = Rebuild SG = Slab on Grade SR = Raised Slab WD = Wood Deck DIMENSIONS SQUARE FEET OF CONSTRUCTION ❑ SCREEN ROOM ❑ NEW ❑ EXISTING X ❑� CARPORTM&MR0 R N SG [3 NEW ❑ EXISTING 12 % 2 5' 300 ❑ HABITABLE GLASS ROOM ❑ NEW ❑ EXISTING X ❑ CAT 1, 2 OR 3 SUNROOM ❑ NEW ❑ EXISTING X ❑ ALUMINUM COMP. SHED ❑ NEW ❑ EXISTING X ❑ POOL ENCLOSURE ❑ NEW ❑ EXISTING X ❑ M H ROOF OVER ❑ NEW ❑ EXISTING X ❑ ROOF SYSTEM OVER EXISTING ACCESSORY STRUCTURE ❑ NEW ❑ EXISTING X ❑ OTHER: ❑ NEW ❑ EXISTING X ❑ ALUM POOL FENCE Linear feet TOTAL SQUARE FOOTAGE OF CONSTRUCTION 9. VALUE OF CONSTRUCTION: $ 4, 5 0 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 OWNER INFORMATION NAME: Michael CallaghPr ADDRESS: 9 Flamenco CITY: Port St. Lucie STATE: FL ZIP 34992 PHONE (DAYTIME): ( ) 2 4 0- 5 9 3 6 EMAIL: FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE: FEE SIMPLE TITLEHOLDER: Wynne Building Corp ADDRESS: 8000 S. US One CITY: Port St. Lucie STATE: FT. ZIP--34-952 PHONE (DAYTM E): (___) 8 7 8 - 5 513 CONTRACTOR INFORMATION STATE OF FLORIDA REG./CERT #: s c r 13115 0 5 8 6 ST. LUCIE COUNTY CERT #: 25584 BUSINESS NAME: Master. Craft Aluminum Products QUALIFIER'S NAME: Jef f Jackman ADDRESS: 1634 SE Niemeyer Circle CITY: Port St. Lucie STATE: FL ZIP 34952 PHONE (DAYTIME): (___) 3 3 5 -117 7 FAX NO. 3 3 5- 0 8 6 0 email: ma s tercra f t ARCHITECT/ENGINEER: Lawrence Bennett PE ADDRESS: 315 Herbert Street CITY: Port Orange STATE: FL ZIP 32121 PHONE (DAYTIME): 3 8 0 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 TOWNSHIP (o RANGE (% MAP NO. 2 u ZONING ��� LAND USE LOT CVG % l� Additional Permits Required REPORT BIMS FEE $ MISC FEES $ TOTAL FEES CODE BUILDING & ZONING REVIEW FRONT PLANS VALUE OF CONSTRUCTION REVIEW COUNTER ZONING SUPERVISOR VEGETATION USING ICC TABLE IEXAMINER u CATE OMPLETE ► w 1 I I ` �v R TfTAY N A PLAN - (EW SPECIFICATION CIS CKLIST PLEASE PROVIDE ONE OF THE FOLLOWING: ® 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 fs489.113. (1) 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 0 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. (II) SITE CONSTRUCTED SHEDS, HAVING ANYALUMINUM 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 13,017 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 h 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. 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 in compliance with all applicable laws regulating construction and 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. 'W W \ O O CTOR SIGNATURE ==A NATURE STA LORIDA COUNTY OF S t . Lucie COUNTY OF St-- T, , . ; _ The foregoing instrument was acknowledged before me methis 17t1dayof December ,20 10 , by Jeff Jackman who is personally known X tome, or who has produced The foregoing instrument was acknowledged before me me this 17tljay of December , 20 1O, by Jeff Jackman , who is personally known x_ tome, or who has produced ran ass■ai0. a s am na a s asses a smesa Ike eases a s moo as identification. SHERYL D. MOORE as identification. cn:.:...;.: ■■•.......■•...■•■• Comm# DD0749247 - SHERYL D. MOORE f ° "z �, Com DD0749247 i Expos 1�1512012 s _ L a a�� ,;F i Florida NeotaeryAssn., Inc i71S 012 Signature ofNo '�Je,ur��� Signs a ofNo Nnfan,llccn„ Inc IMPORTANT NOTICES: • TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING 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 OWNERBLDR 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. 02/14/201gg1 08:55 77237"'"60 PAGE 01/02 1hI � r lD)� Oa0� r B-151281 PRESTIGE AB MANAGEMENT COMPANY, LLG 7Z28-C W P12CQ West Paikevench, k' odde 33413 I dc. # cra%553 RENU T0: 7228-C Westp(Ift Place (561) 478.9980 + bm: (561) 478.7776 Mgt PaIM Beach, Rada 3.34,4t WARNING pgO PEAM" RAMAIM RK jrD 9i 5113m (r 09LNMV TO 06 MHD6 IN6104 Ot 80 . CaaFA■ w - the 0", of this Infek ti W*nft Mfe p136614Q3E nu eua Ilne oU1 AM PSYmk 01 flx IM fe�W TK WM t.MN Wq IMIEOP rtatefaaE, A I7�nmetsnar IS � Ail mcn Qna m Am PMa N MM R t� Pitt Fli+u� 6MMIeE Itttt m w a uA OPf�r to you ktr Y afgnahito le of fllq nptnlon tlkrE 4M ohr Wod welgM al hIe ittJlti nmx velhly oeueo dgmm n to IN proplleee and& .gauMM n11UMCE6 At aP 7lrt of txE AgMli rtlll QNHt4 at uVEAP l xa catfEa OF 03M%CAM dN tr M IRTW WIM orµ GRmrrmflfl l' Rgl���o&� ConmTne Pamiand Cammm. WeAr rubber bma and gIWK PM4CINGED CGN'CACT MAY CM16E BURN& dfa ry.ff ho p"m fna 11mimmi In ft (and Rhetb im UadN n.110 cur vdoh to help Yw In Ftrmry way tMt we cK Nra In dafPIR de this Mid caOM0 with eyoo 21fd pn?109nd Cantnq WNn BW. Ip *am of wnw with ektn or ey m, flush irtomughiy WIN) the deM in: re9uok* amt you .*n tl,te RJ;1.51t6E relleulnp nae and tale mtppYm fnmt tttry reepa�ltrrm dpnwpo *0 ntey eo v io thn water. If (ntt©Ntm pofoMa, get f h1dcal;M?Vnilan• KEEP dreminao na+ON► ngtro.mt . IrW�Inpr dda4Y ft d1ve•weye, mift eta, by Iho d4mv of Ihm mmol, ime tm yaq atea AMm CHILDREN AWAY. IMIp hkrr remm mtxf ham Ila 1kam of hm vef>kig on Ihef fle talpl as Ift the "I* atleeL FuMa . as at swal mdfm7 t, Ino moor Mod agfm In IM thnly a M Mtid hgmAms IN t2w cf No tmcx ana•,hla auooller ror ty small dmgaae b IM.ar.� eneror aaTw Water added on job -gals. Water requested. by � P' � amY ne tinitned »v anyone *b haMe eri►ea ma M LOAD RECEPM BY COMMETS mold tl antl'WATr-- 1Wddf4'!fftho tagtfesit ct the 9uslamer nI1UW to t =010M of sale and daliva+ry x -- — x - ?me +seat, ,on A CU6TCIMEFl # Q6RfF JTIUCKO IVE PUROHASE ORDER # 090ERED FOR ` St7l,Q TO 1 J j cb-� PRQJiw�'T: j` U8R DELIVERY ADDREW: INSTRUCTIONS: �4 C— r " 1-4 S1d1kJIP !! .��S. LOAD QUANTITY CUMULATIVE QUANTITY ORQERED QUANTITY PFIODUCT C005 PRODUCT DESCRIPTION UNIT PRICE AMOUNT i v o Ks �� 1 I G St Lu°�t- LOT # Corners! Incom Nr�0 Correa@ Lai Rox YES Q Additlon Lilts Poured . _ Tlckl t in DOG NO ( SUI3 TOTAL TAX TOTAL RUNNING TOTAL wnrnNo rrt,,e I�1N1dC LQAD TiM9 To JOB • ARMY' E ,t o mw pWs FINI®H POLIA, LEAVE 400 31TE ARRIVE TAX ° 119 1 f- t 1 PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 FILLED LANDS AFFIDAVIT I, the undersigned, am the -owner of the following described property,. 9 Flamenco Way.— 3414-501-1701—onfl/9 (Parcel 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,1 shall beresponsible 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 ° wn'er leasri '12-16-2010 PropertyOwner Signature Date STATE OF FLORIDA, COUNTY OF S t . Lucie ACKNOWLEDGED BEFORE ME THIS 16th DAYOF December, ,zo10 BY Michael Gallagher WHO IS PERSONALLY KNOWN TO ME OR WHO HAS PRODUCED AS IDENTIFICATION. COMOM96 erN"UBER ; = ms 1/1512012 " A mdda Notary Assn., Inc gaeeeaaen eeaaaea�aeeoeaeoesuu■Puuuunef . SLCPDSD Revised 08/24/2010 Sheryl D. Mouge TYPE OR PRINT NOTARY (SEAL) \« « - »� t«� ?:� «»:d� <>= »yS,x ©?� <::� \\ \ d:<� \� \� c\ ®��� » \\ \%2� �/� \\/�� \\ \� � � P'33 ICA C', 'Ad 'SILVER \ ` \ � \ ® \ : \ w 9 1 , / « � 7 § p& m a a & a oLN E\yosy HE AELW i(m\ -LN j (ems \eA a-- - ��%m! IMAM w y \w z _ : m I I 7 & a �! � n K ] \ z § z \ 9: F. 33, j wa a � 7 . eL 7VER OAK D JB-OBC?�Tj, I=ga $ a a � < $ a 6 RURUNI§ . 2 2 2 \ 22 2� 2: � $$.. q a_ & a � �& �_a �.& . O z FLAMENCO WAY NdON�O\dw �dMduv � 1d� GRANADA LN 0 cn m HERMOSA LN HERNANDO LN ISLANDIA LN INDIGO LN D JASMINE LN z KACHINA LN KASSABA LN LAS OLAS LN LOS GATOS LN MAYA WAY D r z SILVER OAK DR MONTEREY WAY z 0 0 D r m cn m r D z 0 m D r ORO GRANDE WAY PALO ALTO LN RIO VERDE W 7 SAN JUAN LN RANDE VISTA WAY JUAREZ LN UIUARTE WAY om MADRID LN SILVER OAK DR ` JOSEPE MITH, CLERK OF THE CIRCUIT COURT SAINT L ._ COUNTY FILE # 3544384 12120/201 Cat 04:52 PM AFTER'RL-C bP,DTNC=RErt1RN T0: ( OR BOOK 3254 PAGE 2992 - 2992 Doc Type: NC Master Craft Aluminum Products I RECORDING: $10.00 1634 SE Niemeyer Circle Port St. Lucie, FL 34952 PEph.1TT- ,r.4nrn... V NOTICE OF CORDMN—CE1lENTT 11te undersigned hereby liven notice.that itnpmvenient will bemade -m-certain real •projmrt3�, and in accordance with•Chanter 713, Florida sramtm. the -folioaving-information isprovided.in the Notice of.commencemcat. 1. DEppSCW7.'ON OF D.PROP Y (Legal description and street addrss) TAX FOL70 NUMBER: 3 414 — 5 01-17 01— O O 0 / 9 S17ED71 SION Lakes LOCIi TRACT LOT BLDG UNIT 9 F1amt-nrn — PAT 2.GENE,RAL.DESCPUrTIONOFIAIPRO1LEIv1DNT: Carpnrt E'Xt2ncjon With RIA-b 3.OI3rh=INFORMATION: a.Narne Mike ,al1agher b.Address 9 Flamenco Way Port St. Lucie, FL 3495c3n stinproperry d..Name and address:dffec.simple titleholder (if oflter than -:owner) 4.COiTRACTOR'SNAhfF A.DD-SS.4RDPHohTE'hTMMER: Master Craft Aluminum Products _1634-SE Niemever Circle PSL FL 34952 lgLl177 5_ SURETY'S NAblE,:ADDRESS A:ND PRONE.NUAfBERAND BOND. AMDUlt'T:: b. LENDER•'S N-AA1E, ADDRESS AND 7' TOINTE:NUMER: ?.ArrsonstitidtJtin the State of:F.'lorida designated by Ownenupon whom-notices'Or other docummmmay beserved as,prot�ided icy --- Section 713.13 (j)(al'7 Florida Statutes: -- -------...._.---- NAAM, ADDRESS AND PHONE N AMER: h_ln addiiion to himself or herself Owncndesi=nates tbefollay.ing to-rcpn!c:a cop3••of'tbc•Lienor s.-rvotice.as protdded in Section 713.13 (9)(b), Florida Statutes: NAME, ADDRESS.AND. PHDh'E_N13AJB0L: 9. Expiration date.ofnotice.of commcncement,(the.ex7)iratim-date is 1 year from the Gate of mcordingunless a.DtfFerent-date.is specified). , �0 WARN NG TO MINER: A1.T1' PAYMENTS -MADE BY THE OWNER.ATTER THE E3.'PIR.ATIOh' OF TFIENDT. JCE OF-COM1vtENCEMETrr ARE CONSIDERED IMPROPER PAYMENTS L➢%TDER CHAPTEP. 713 PART 1 SEC-E)ON 713:13._FLORIDA STA'TUTE5. AhTD CAN •i;:ESLILT ,a/ V ►'l?'�. Michael Gallagher Hamafwner .Sianaturr.df Divner or Tiife/.olirce Onmer's Authorized.Officer/Director/Pnrtnerlkfanager 'State.ofFlorida County.of St. Lucie 17ieForegoingittstrumentwas: aclatotvledged:bdfnreme.tftis 16th .�y,Df December _20 10 E3 M;h_ael Gallagher ,as homeowner (Planted name .of person signing above) (Type:of audwrity—pig. •owner, Dfficcr, •t ustee,,attgmey in -fact) For_ self (Name.ofparty on•bebalfofwhom insirument•was executed) PersonaIl3••Pittoivn X .raj VWW9i dfka-1f0 ��_ SHER�rl. � Comm# DD0749247 • 4��'�'t PGQ.iy /�� f� /y Expires 1/1512012 Sheryl n Moore -" "' "" �C �1 .= . FloddallotaryAm Inc .(Printed Names of Notary Public) (Signature ofNo • 'Public) ti l l min ma l v m ...... led. ....O am U min p m l min m m m m m O d 1jnder.p=R'1ties•t f perju3.:ga . �.and belicf (section:92.525, FIDiiiia'Statutes). i naf e(s).of O.ivne;. r0,tvncr(sj'.tLuthgriied Of ci r(Diiector/Pertner%Ivlanagerlsho signed aIio�e: B Michael Gallagher Homeowner Ngtia ., (Printed Name) - - - RJ-- r- VAL IA I -ION FORM, I I I II QUADRANTI I 1500, EXPOSURE— 1500' I I I I I I I I 1500' I 600' I I I QUADRANT IV I 40'600 EXPOSURE I I I 600' QUADRANTII i -I i I I 40, I EXPOSURE _ I i I 600' I 1500' — I I I I I I QUADRANT III I I I I EXPOSURE 1500, I I I I NOTE: ZONES ARE 'MEASURED FROM STRUCTURE OUTWARD J SITE SCALE: 1" = 80Q, USING THE.FOLLO.W..INO..CRfTERIA -EVALUATE EAC-H:QUADR4N� AND 1�lIARK7T-A'-B S', 'G; OR'D' _.. EXPOS:URE _C`;OR"D'=EXPOSURE IN ANY QUADRANT MAKE THE SITE THAT EXPOSURE. EXPOSURE C: 1. OPEN TERRAIN FOR MORE THAN 1;500 FEET IN ANY QUADRANT. 2. ANY 'C' EXPOSURE FOR GREATER THAN 600 FEET IN ANY QUADRANT. 3. NO SHORT TERM CHANGES IN 'B', 2 YEARS BEFORE SITE EVALUATION AND BUILD OUT WITHIN-3YEARS, SITE WIL-L-BE'B'. 4. FLAT, OPEN COUNTRY, GRASSLANDS, PONDS AND•OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1,500 FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS EXPOSED TO WIND FLOWING OVER WATER FOR A DISTANCE OF AT:LEAST 1 MILE. SITE IS EXPOSURE: EVALUAT D BY: : �e�t J +� Gkmp� DATE: �, J .SIGNATURE: �O ICENSE #: b-14 Master Craft Aluminum Products '1634 S.E. Niemeyer Circle Port St. Lucie, FL 34952 .(772) 335-1177 Fax (772) 335-0860 a Inc C-ra' ke Col. e7 b St�u�rtu e I .�c�s't'tNG 5f711U SPANISH AKES 3 Q.IQIY P ROVE By 1.2,..E D2-c>6 D M UG B UN! NTL MA -rR �- T. LAC M, CCT, `i "TY BVTsuD-Ui'G Ili RGi 14 AG I T��X `EA R R CO LIANCT "?ate t _ _ VIE B — ANTE _ RAINS - _.. IRNUT MUST BE KTP ON JOB R NO ENSP E( TION WILL BE NUID . L � R0. Box 1.606 v Bartow, FL 33831 533-0593 Fax (8631 533-0310 www.bestho►rlevaILies.com 9 Flan,-�,Cv 1�1� TO fdHONi 1T MAY CONCERN: This letter/ is to certify that the home, model 4'i'� �9� number S50 serial o�i:der.-ed LJitll the hostw beam atltac�h met t Opltion offeredbyLour company.as `i'he location of the beam is described on L-lie at print used by our factory for. con.structi.on. Please note that many loading limitations and requirements are outlined on the document provided for the aLLaclzmeut designer. All attachment designs miist comply with the limitations addition, m stated on this docuent. In it is the attachment designer's responsibility to verify actual site conditions and.loads. Sincerely, HOMES OF MERIT, INC. � ,J /� > L Richard Kaiser Sales Manager RK/ph > L C11 ]Y •a.:^ RE5EP.VE VERTICAL WIND LOAD A?, '�LiTY AT SIDEWALL DOUE5LE WIDE 90•• SIDEWALL HOME SIZE 140" D15L. WIDE 160.- DDL. WIDE 184' 'DBL. WIDE RESERVE GAPAriTY ZONE II 319 # /FT. 319 # /FT• 319 # / FT. SINGLE WIDE 90" SIDE WALL HOME SIZE IKE5ERVE.. LAPA;- ITY ZONE II 140" 5Nv. WIDE 30 # /F T . 160" 5N&. WIDE 319 # /FT 154 SNb. WIDE 319 t /FT. RESERVE LAPALITY ZONE I I I 303 # /FT. 2�7 # /FT. 319 # /FT. RESERVE` LAPACATY ZONE I I I 947 s /FT. 300 # /FT. 313 # /FT_ 51N!oLE WIDE 100' 51DEWALL SHED ROOF SYSTEM HOME 512E !40" SNG. WIDE '60" 5N6. WIDE 154•' 5NG. WIDE RESERVE LAPALI T 1' ZONE II 319 4 /FT. 319 #/FT. 319 #/rT RESERVE C.APALITY ?ONE III 290 # /FT. 300. # /FT. 277 i /F`I . 4, Connection of Attachment to the Host Structure: �I The Host Beam system has been designed based on a uniformly distributed fastener spacing, between the Attached Structure to the Host Beam. The fastening design is solely the responsibility of the Attached Structure Designer. The Attachment designer must design a fastener system that spaces the fastener no farther apart than 4" on center along the Host Beam. All designs and installation is subject to local agency approval and inspeciton. ATTACHMENT OF OTH E R STRUCTURE TO HOME AS STATED IN THE HOMES OF MERIT INSTALLATION MyNUAL, STRUCTURES ATTACHED TO OUR HOMES ARE TO BE FREESTANDING AND SELF—SUPPOR ING SO THAT ALL LOADS I w : -hRECTLY TO THE GROUND. ONLY ARE TRANSFERRED ! _ THE MATING FLASIING IS TD BE ATTACHED TO THE MAIN UNIT. A5 AN ALTERNATE, ATTACHED STRUCTURES WHICH ARE CONSTRUCTED IN ACCORDANCE STATE BUILDING CODES, : BUT. WHICH MAY NOT BE COMPLETELY SELF—SUPPORTING MAY BELOCAL ATTACHED Tq THE SIDEWALL SYSTEM OF A HOMES OF MERIT CO STRUCTED HOME PROVIDING THE FOLLOWING R QUIREMENTS ARE MET. ;,VE HOME MUST BE ORDERED AT THE TIME OF PROD CTION, WITH THE OPTIONAL .SIDEWALL HOST SYSTEM. E T-HE ACTUAL LOADS BEING TRANSFURED TO THE HOME, FROM THE ATTACHED STRUCTURE ARE TO BE .DETERMINED BY THE DESIGNER OF THE ATTACHED STUCTURE. THE LOADS ACTING ALONG THE 'SIDEWALL AS A RESUIiT OF THE ATTACHING STRUCTURE IS NOT TO -,E CEED THE LOAD INDICATED IN THE "RESERVE VERTICAL WIND LOAD CAPACITY AT SIDEWALL" �a,'P�E ADDED STRUCTURE IS TO BE DESIGNED AND CONSTRUCTED TO TRANSFER LOADS TO THE GROUND EXCEPT THE VERTICAL ROOF LOAD AND THE WINDUP—LIFTL OADA AT THE �"ErA�ITACHMENT POINT TO THE HOME. >VERTICAL CAPACITY OF GROUND ANCHOR AND ALL ATTACHMENT ._'ORXING LOAD OF 31501, WITH A MAXIMUM SPACING OF 5OCCMPONENTS ARE TO HAVE A MIN. HE DESIGN SHOULD ENSURE THAT. THE ADJACENT ST2UCTURE: OT INTERFERE WITH THE HOME'S LIGHT AND VENTILATION,. WITH REQUIRED ELECTRICAL OUTLETS, ITH THE HOME'S REQUIRED PATHS OF EGRESS, AND �HE WEATHER RESISTANCE OF THE HOME'S EXTERIOR �-FINISH MATERIALS_ THE PERIMETER PIER SUPPORT SYSTEM IS BASED ON I MAXIMUM ATTACHMENT WIDTH OF 20 FEEEE T • THE HOME IS TO BE PERIMETER SUPPORTED WHERE THE ATTACHED STRUCTURE ADJOINS THE HOME. PIERS ARE TO BE PLACED UNDER THE PERIMETER OF THE HOME AS DESCRIBED IN THE HOMES OF OFREACH END F THE AITT CAL CHEDISTRUCTURE METER AND N07 EXCEEDING 5'T4' ANDTHE PIERS ARE O BEOEACHDP EIRHIS TO BE DESIGNED TO IMPART A LOAD OF 1334# TO THE GROUND (WHEN LOCATED IN I nnn P41 R(1TT C e MTN Pn(1TTMC Q�TRPnrV AT TK A nP HOST 5EA1d. 5Y5TE I5.P.F• 2X12 MATERI N10)Y 4 2002 `��� _ ! f , j 1 J pt J � yr/ fl STATE OF - �cc � n 1IIw1�+�Q� P.D. Box 18pd u , B4110W Air Ban, 13arI0w, Florida 3,' N/A 4/16/0�) 510E WALL 1105T LAM SYSTEM \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \Awbara\ \ \ \ \ \ \ \ \ \ \ \ \ \ 3" x 48" x .024" Composite Panels. _ `\ `\ 11' 7-1/2" \ 25' e-1/2" \ `\ `\ 2 x S x .072 Edge Beam Roof Panel to Beam Detail 1 OD-12 12' 8-34' — 1z e-3/4' MI.. I /EONS w i 2e o' 1 lull V lgUyy 2 " x 0?4" 2 x 8 x _ �2 Edge Beam 2 ■ ■ - L Q Q1 011 iN M (J ExiO CD X M ti.n co X co 12 8-3/4" co 12 9-1/4" Ah FILE Longitudinal Elevation Scale: 1/4" =1' V V C� j� � °2' b0 tr -V CC �: _ Q M 0 03 N �=SN 75 M o _ -A e� �. E G) cz Q 4 O Q o con = W w 00 4- A a� �c 7 � U V � M a v�-1 -•-- d� o .r--+ b0 N 6 �I V 1 � N -- O M N 0 Z s Sheet # Q 7 1 u Site Address: 9 Flamenco , Spanish Lakes V ' :140 MPH os ure B OF 2 Design Cr�ter�a. Veloci Zone to Scale: 3/8 =1' wr 10' 8" 111011 Right Side Elevation. Front View .Q 0 x 00 CM M Left Side Elevation Back View L yr R R a con] V3 Q� M h O S L qt!r cz L N ,n w U o W o E c C� - =4 a -A E a.) ez a t:,DCD w ; 00 S mr ,< � V Q r N C.7 O d) M 0 Z Sheet # S s 2 U Site Address; 9 Flamenco Way, Spanish Lakes #1 )esi n Criteria; Veloci Zone:140 MPH osure B O 2 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 irements are hereby listed: 1. This master file manual has been peer reviewed by Brian Sliding, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stirlings' 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 within six months of becoming a client 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 Statement, Index, Legend, and Inspection Guide for Attached & Free- Standing Covers and Utility Sheds. SHEET 2: Design Checklist for Attached & Free -Standing Covers & UOily 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 Sheeting 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 9B: Tables showing allowable posts and footings. SHEET 9C: 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 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. SHEETICE: 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 speck 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 S'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 a other than local i tractors a ce building department as art of an Con own work would constitute infringement party ( 9 P P Y ) 9 of Bennett Engineering Group's copyright; and 1.7. Contractor is soley fesponsible 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; or (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's 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 ncidentai, 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 attomeys' fees, the the extent that such action is based upon, or in any way related to, n(Contractors use of the ASDM. CONTRACTOR NAME:_ 2Y �6ry�r CONTRACTOR LICENSE NUMBE I ` -05 V,(p COURSE NUMBER 0002299 ATTENDANCE DATE .-% l 6 1 CONTRACTOR SIGNA 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: Yes No a. Permit card & address . . . . . . . . . . . . . . . . b. Approved drawings and addendums as required . . . . . . . . . . . . . . . — — c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . d. Notice of commencement . . . . . . . . . . . . . . . . . . . . . . . . _Z — 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 the I St u g, p ) p g shown on e plans — b. Beam sizes, span, spacing & stitching screws (if required) . . . . . . . . . . . . _Z, — c. Purlin sizes, span & spacing. . . . . . . . .. _ .. _ _ ..— d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . _ — length & spacing . . . . e. hairy it sizes, 9 9 P f. Knee braces are properly installed if required) g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . . . . . .. jZ 3. Check load bearing uprights / 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 . — 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 . . . L — 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 . . . . . . . . . . . . . . . . . . 7 — 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 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 THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THEFLORIDA BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. 1 J Q fn Z W Q> x �p W Z U z p 0 (D U) V)Z0Z C7 W W W Z 2 O fgQU) W P WH}F- U W(AF-Q W W -j U) to ~ W F- :� Z �LLLL=D IX 0 Z 0 °� Z U) W Q LU = Z W U CD Z Q W Q J Q ' n m (O _I % c LL W LL W i �x cEE fL Z m JO LL n (D o ¢ v m m 33 � JorO� LLI �omt � � m U O m EL o o m m SHEET JOB NAME: ADDRESS: ^^6 DRAWING FOR ONE PERMIT ONLY 08-12-2010 OF O t W 0 N to Z W 2 w EL U3 y W O U 0 Z m O a 0 N 12 DESIGN CHECK LIST FOR CARPORTS AND PATIO COVERS I. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett anj� are in compliance with The 2007 Florida Building Code with 2009 Supplements, ChaptV20, ASM35 and The 2005 Aluminum 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. R f live load 10 or 30 PSF or 110 MPH for 3 second wind gust velocity load; Basic Wind Pressure ; Base design pressures arP�TPSF 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 t mono -sloped cover . p rs o free standings Pressures 8 Conversions multipliers are on this page. It. 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. S7?� 1Z36CLM11 Phone: :1m,111 7 Contractor / Authorized Rep' Name (please print) Dale: o C� Con a (r horized Rep' Signature a v r " 1 mc)S) Job Name Addres ' 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: 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 @ 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) / 5. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . . - (Check Table 2.3 for knee brace size) J. `Highlight details from Aluminum Structures Design Manual: Yes No A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths . . . . . . . 1 (Tables 2.1.1, 2.1.2 and/or 2.1.3) B a'j�allowable span conversions from 120 MPH wind zone, 'B' Exposure to -`✓MPH wind zone and/or'C' Exposure for load width_fL_: Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED __1 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) . . 7 - 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 W 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 i & 2) • . . . . . • ' . . ... • r 2. Fourth wall or mobile home connection defails ' ' • • • ' • • ' • ' ' • • 3. Header to wall / fascia (Section 7) 4. Beam to upright; wall, or a6other beam (ptiri(hs) ' • . ' ' . ' . ' • . ' ' ' . - 5. 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 capacity. 3. The structures designed using this section shall be limited to a maximum projection of 20' from the point of connection to the 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. 5. 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 used as for the fro nt wall beam. All fourth wall frame nee s shall have k braces on both fourth wall frame and outer wall frame @ each end when attaching to a slab. If post is set in concrete isolated footing, no knee brace is required. 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.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. 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. 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 coal 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. 14. 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 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 Associaton 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.iebpe.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). AII 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 ff iRd'�iF tam KLIMff , licm1111M rim[ KrltiLk� �iPl iLS>• �"S �it�i' F3;L]• il6f� f i6S F3I [ri.'� Crii>• � fS�! E;� tfiYiJIlllitatl• ��3btiFSNIX SLkmf101-1■airm &PAL>rJamE•![.M WJWAL$M�•� N1`MNUL•ETRM LMKIML cMET•['1:7 fi<<Pl r r �ii�l���3€���EYi��ik�'�[rL•�L�7l�S![i'�Llft� aim EIZLMiESltr biB]•IIIIIIIIIIitb!LGS�E�E�fl:![� i&L!5�ir.3>•�Y31�],RYL�4�'�iL•&lE:IE�E�F'.•!rL'![ey7 itta�33>• ��:i]_LY3�fF3!<iL��E5!•[3r�"R"[F7fum Notes: 1. Roof and framing members of carports & pallo 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 2B 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 Frnm 120 MPH wind 7- fn nth- ­eura "R" From 120 MPH Wind Zone to others; exposure "B" Wind Zone (MPH) Applied Load (#/Sq. FL) Deflection (d) Bending (b) 10D 15.8 1.0'I 1.01 110 15.6 1.01 1.02 120 16.2 1.00 1.00 123 16.3 1.00 0.99 130 16.8 0.99 0.98 140-1 18.4 0.96 0.94 140-2 32.4 0.79 0.71 150 33.1 1 0.79 1 0.70 - For Freestanding carports with Gabled Roofs use Conversion Table 2B Wind zone (MPH) Applied Load (#/Sq. FL) 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 1 0.83 1501 33.0 1 0.86 10.80 Table 2C Conversion Factors for Section 2 for Enclosed Shed Walls - 11. MDM W,n,i 7nnn to nfh" - "vn _ I.W. 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 IM 37.3 0.90 0.86 140-2 37.3 0.90 0.86 150 1 42.8 1 0.86 10.80 Table 20 Conversion Factors for Section 2 Roof Beam Spans for Overhang / Cantilever (All Building Types) From 120 MPH Wind 7nnn to nthor m-cum "R" nd 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 I 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 Iable zt Load Conversion Factors Based on Mean Roof Height from Exposure sure "B" to "C" & "D" 9 P Frnn "R" to "r:" I F-n _ R. 1n - 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 IA7 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 0.8E 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 SITE EXPOSURE EVALUATION FORM I � I I QUADRANTI I 600' EXPOSURE_6 I � I I 600• I i QUADRANT IIyV�� i I00• EXPOSURE•tJ 40' I I 100' L 100, QUADRANT II 40 100, I EXPOSURE-n 60V -.-. .--. � I I I QUADRANT III I EXPOSURE _�,? 600P I I I I t, I k L-•--•--•--•--•--•--•-•--•--•--••--I 2 NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD w a SITE o O USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'13% -C', OR -D' Zi EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. w EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other m O irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant z. 1. Any building located within Exposure B-type terrain where the building is within 100 feett `: tau horizontally in any direction of open areas of Exposure C-type terrain that extendst a OA z than 600 feet and width greater than 150 ft tD 2. No short term changes in'b', 2 years before site evaluation and build out within 3 y`eais, w site will be'b'. It 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadran0cr greater LL than 1,500 feet o 4. Open terrain for more than 1,500 feet in any quadrant - SITE IS EXPOSURE: 6 EVALUATED BY: Sq, DATE: 'oW. SIGNATURE: LICENSE#: I /a J O in U 2 c LU � w Z LU (L 0 0 �0 LU N Z C) to S2(D(A� w tnZC)0 0 w a LU Z = J LU o. Z � Q LU� LU LU lW_- rn W fn Z N �LLJJW F- LU (U l•- o � U- U.,U IX 06 0 0 W U) 0 Q U Q LU 2 W U) m = U = Z c �a Z U it (D fn O [n J Q Q LU n 0 N m m m � m^ .J a M LL W LL W R;6m E (Z uJ O LL m ¢ 0 CL m N j i; co C U rr1 � N �ofO� LLI coor to dE U > p C U o SHEET, VU 2 w V) 08-12-2010 OF FOR FASTENING TO ALUMINUM USE TRUFAST HD x ('r + 314") 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. FOURTH WALL FRAME (IF REQUIRED) j 2" x _" BEAM OR PURLINS BEAM SELECT "L" FROM SELECT'L' FROM BEAM SPAN BEAM SPAN TABLES FOR TABLES FOR ATTACHED ATTACHED COVERS USE _ _ _ _ _ = COVERS USE 'A2' = W/2 + O.H. 'Al' = W/2 + O.H. ALTERNATE BEAM LOCATIONS EXISTING HOST STRUCTURE W 2"x3"MIN.(SEETABLE2.2.1 _ AND/OR TABLE 2.2.2) W VARIES­---"O.H. CROSSBEAM gSiNGL--E ,ARi'G'r2T FIT-AN"viEVV=-= - 3" RECEIVING CHANNEL ANCHORS W/ (3) EACH 98 ROOF PANELS S. M. S. @ 12" O. C. (SEE (SEE TABLES) DETAILS IN ROOF PANEL CONNECTION SECTION) _ _ _ _ FOURTH WALL FRAME I POST TO BEAM (SELECT FROM (IF REQUIRED) TABLE 2.3) EXISTING HOST STRUCTURE Al = W!2 A2 = POST SIZE AND SPACING WALL OR FASCIA � W/2+O.H (SEE TABLE 2.2.1 AND ! OR iv 2.2.2) PROJECTION VARIES SEE FOOTING DETAILS SIIVOtE`CARP_ORT.=ELEVATIO_N_VIE-W;d�� R SCALE: 1/8' = V-0" :EXISTING HOST STRUCTURE ANCHOR WITH HEADER CHANNEL FOURTH WALL FRAME (IF REQUIRED) SHADING TYPE II DENOTES INTERIOR POST MAX. ROOF AREA (SEE BEAM SPAN TABLES FOR ATTACHED COVERS) CROSS BEAM ROOF PANELS AND CONNECTION DETAILS (SEE DETAILS IN ROOF PANEL CONNECTION SECTION) EXISTING HOST STRUCTURE WALL OR FASCIA I FOURTH WALL FRAME (IF REQUIRED) WOOD FRAME SHED W/ 2 x 4 PRESSURE TREATED PINE PLATE ANCHORED TO CONCRETE W/ 114" CONCRETE FASTENERS @ 4'-0" O.C. FRONT WALL BEAM (SELECT '12 FROM BEAM TABLES FOR ATTACHED COVERS) MIDSPAN BEAM (SELECT '12 FROM BEAM SPAN TABLES FOR ATTACHED COVERS) SHADING TYPE I DENOTES EXTERIOR POST ROOF AREA (SEE TABLE 22.1 AND/OR TABLE 2.2.2) MIN. 3" x 3" x 0.060" O.H. 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 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: 1/8" = T-W EXISTING HOST STRUCTURE FOURTH WALL FRAME (IF REQUIRED) CROSS BEAM ANCHOR WITH HEADER PAN OR COMPOSITE PANEL CHANNEL(SEE DETAILS IN (SEE DETAILS IN ROOF PANEL ROOF PANEL CONNECTION CONNECTION SECTION) SECTION) / SEE CONNECTION DETAILS FRONT WALL BEAM (SELECT'L' (SEE DETAILS IN ROOF PANEL FROM BEAM SPAN TABLES CONNECTION SECTION) FOR ATTACHED COVERS) FOURTH WALL FRAMING MID SPAN BEAM (SELECT '12 WHERE REQUIRED FROM BEAM SPAN TABLES FOR ATTACHED COVERS) EXISTING HOST STRUCTURE SELECT BEAM (SEE BEAM SPAN TABLES FOR ATTACHED 2 x 4 LUMBER #2 S.P.F. (MIN.) COVERS) OR 2" x 2' ALUMINUM MAY BE POST SUBSTITUTED WITHOUT 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 IS LESS THAN 6" FROM GRADE SHADING TYPE I (SEE TABLE 2.2.1 AND / OR UTILITY SHED WALL SECTION TABLE 2.22) SCALE: 1/8" = 1'-0' DOUBLE CARPORT WITHOUT CENTER POST - PLAN VIEW SCALE: 118" = V-0" MID -SPAN BEAM 3" RECEIVING CHANNEL ANCHORS W/ (3) EACH #8 (SEE BEAM SPAN TABLES FOR S.M.S. @ 12" O.C. ATTACHED COVERS) (SEE DETAILS IN ROOF ROOF PANELS (SEE DETAILS IN PANEL CONNECTION /� ROOF PANEL CONNECTION SECTION) V SECTION) HOST STRUCTURE WALL POST TO BEAM (SELECT FROM TABLE 2.3) OR FASCIA POST SIZE AND SPACING FOURTH WALL FRAME c 1 (SEE TABLE 2.2.1 AND / OR (IF REQUIRED) 222) I PROJECTION VARIES SEE FOOTING DETAILS DOUBLE CARPORT WITHOUT CENTER POST - ELEVATION VIEW SCALE: 1/8" = T-W 12" x PAN (SEE TABLES SECTION 7) USE'W' TO SELECT PAN FOR REQUIRED SPAN 'W' 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 II footing, attach shed or room wall to host structure with 1/4" x 3-1/4" 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/Spacing Wall Sheathing 1/2' or Less #8 Common 6" O.C. Edges and 12" O.C. Field Top or Sole Plate to Stud A. End Nail 1 #16 m Comon 2 B. Toe Nail if8 Common 2 CARPORT WALL SECTION SCALE: 1/8" = T-0" 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 1/2" PLYWOOD W/ STUDS 24" O.C. OR STRUCTURAL GRADE THERMAL PLY W/ STUDS @ 16' O.C. 2 x 4 PRESSURE TREATED PLATE W/ 3/8" x 4-112" CONCRETE ANCHORS @ 4'-0- O.C. (SEE SLAB DETAILS) 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 GRADE THERMAL 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. #6 x 1-114" 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 MAY BE FASTENED TO ALUMINUM STUDS W/ #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" + 314") 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 SO x ("Y + 1-1/2") 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. T T T T T T T T T T W m UC3 PROJECTION ='P' = 12'-0" r O x APPLIED LOAD FROM TABLE 4.3 ='AP' 'O.H: OVERHANG ='O.H : = 2'-0" WALL UPLIFT EXAMPLE SCALE: 1/8" = V-0" LOAD WIDTH ='LW 'P'/2+'OH'=8'-0" OPTIONAL SHEATHING: 7/16" O.S.B. OR 1/2" CDX NAILED 6- 0 ' C. EDGES AND 12"0. C_ FIELD CALCULATE UPLIFT'U' IN # / L.F. FOR 120 M.P.H. ZONE ='AP' x'LW 'AP' = 21.1 # / SQ. FT. 'LW = 1212" + O.H. = 8" U'=21.1#/SQ. FT. x8'xCf=168.8#lLF. ' WIND ZONE CONVERSION FACTOR IF NECESSARY REQUIRED ANCHOR SPACING CAN BE FOUND BY DIVIDING ANCHOR CAPACITY BY THE UPLIFT VALUE PREVIOUSLY DETERMINED. EXAMPLE: FOR AN H5 ANCHOR CAPACITY = 455 # 1168.8 #/ L.F. = SPACING OF 2.70 FT. THUS, STUDS AT TYPICAL SPACINGS RECEIVE ANCHORS AS FOLLOWS Anchor Schedule Wind Load Conversion Tabled Stud Spacing Anchor Spacing Top and Bottom ' 12" O.C. Alternating Studs 16" O.C. Each Stud Each Stud For Wind Zones/Regions other tr`lan W 120 MPH (Tables Shown), multiply p allowable loads and roof afe;s'by the a conversion factor. wind Applied Ce"Orsion Region Load F9G:or l\7,1 Allowable Uplift Per Anchor I 100 1 16.6 ins; c J aco Of Z W Q i �p ZU f) NZ_0to 0 LLI0 Z Q Z U) I WIa-}0 IY U) a F=-IW-1Z U QQ p W 06 0 U)0< LIJ 0 Z_ Q Sr_ D Q J Q t} N � «7 � m r U M n Z N m J M co lL W LL " 2 m � E W 2 o LL ll U O a; cc o m e; jin m m IX a LU y X M L 14 m # O m a a lVo a Simpson Fasteners Uplift Rating H3 4 - 8d stud; 4 - 8d plate 455# SPI 6 - 10d stud- 4 - tOd late 585# PH 40R6 12-10dstudxl-1W 14907E Hr1C00r8 to De mStauea per manufacturers 140-2 30.9 specifications. Anchor information based on 150 1 33.3 Simpson Catalog C-HWO9 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 bath top and bottom plates. SEAL•., SHEET`' U.1 LO w . m 08-12-2010 OF 3 0 ui d a O CD ti tY 0 z W w W Z z z w z z w m 12 o 2 x _ WOOD STUD 1/2" x 6" EXPANSION BOLT OR 8" L-BOLT @ 48- O.C. 2 x -PRESSURE TREATED PLATE EXISTING CONCRETE -\ i d d G EXTERIOR SIDING APPROVED SUBSIDING OR STRAPPING MIN. 0.024' ALUMINUM COIL OR 26 GA GALVANIZED STEEL UNDER SOLE PLATE, AND OVER SIDING 8 VAPOR BARRIER ( w �z ZO �w a m . z GRADE d MASTIC TERMITE SHIELD FOR WOOD STRUCTURES ON EXISTING CONCRETE SCALE: 2" =1'-0" KNEE BRACE (REQUIRED) PER TABLE 2.3 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: 1/8' =1'-0' Allowable Cross Beam Spans for Attached Carports or Patio Covers at Various Wind Loads Wind Zone and Design Load Snap Sections too MPH 110 MPH 1 120 MPH 123 MPH 130 MPH 140-1 MPH 140-2 MPH 150 MPH 16.6 PSF 17.7 PSF 21.1 PSF 222 PSF 1 24.8 PSF 1 28.7 PSF 1 30.9 PSF 1 33.0 PSF Allowable Span'L' / bending'b' or deflection'd' 2" x 2" x 0.050" 9'-0' b 1 8'-11- b 8'-2- b T-11- b T-7' b T-0' b 6'-9" bl 6-7- b 2" x 3" x 0.045" 12'-1' b 11'-9" b 10'-9' b I U-T b 9-1 V b 9'-3" b W-11" b 8'-7" b 2" x 4" x 0.045" W-1' b 13'-B' b 1Z-W b 12'-2' b 11'-6" b 10'-8' b 10'-4' b 9'-11' b 2" x 6" x 0.062" 26-T b 24'40' b 22'-9- b 22'-2- b 21'-0' b 19'-6- b 18'-10- b 18'-2- b 2" x 7" x 0.062" 28'-0' b 2T-V b 25'-l' b 24'S' b 2X-l" b 21'-6" 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 9c5"x0.050"0.100" 18'-V b 1T--9" b 16'a' b 15'-11' b 15'-0" b 13'-11" b 13'-6' b 13'-0' b Note: 1. Spans may be interpolated. 2. Pan roofs require cross beams. KNEE BRACE (REQUIRED) PER TABLE 2.3 ALTERNATE KNEE BRACE LOCATED AT FRONT WALL / _P� SEE BEAM SPAN TABLES FOR 'E �ATTACHED COVERS WITH POST ADDED (USE 'A" FROM CARPORT WALL SECTION DETAIL) 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 FOURTH WALL FRAME SCALE: 1/8" = V-0" KNEE BRACE (REQUIRED) SEE TABLE 2.3 I 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: V8" =1'-0" BEAM SPAN LENGTH "A" FOR TABLE 2 EQUALS THE LARGER OF: Al = W. A2 = W/2 + O.H. W W OVERHANG VARIES A2I1A2 /r rr SHADING DENOTES MAXIMUM ROOF AREA FOR COLUMNS AND FOOTING W m F J z a Cl) W m W MONO -SLOPED ROOF OI OVERHANG II VARIES A21' A2 FA DOUBLE CARPORT SINGLE CARPORT SCALE: 1/8" = T-0" SCALE: 1/8" = 1'-0" 'SLOPE BEAM IF REQUIRED FOR ' SLOPE 1/2 KNEE BRACING 1/2 12 12 KNEE BRACE VV' FOR BEAM SIZE " AFTER COMPUTING'A' W' FOR BEAM SIZE '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: 118" =1'-0' W!4 W/2 W/4 O.H. PAN OR COMPOSITE PANEL ROOF RIDGE CAP 3" x 3" RIDGE BEAM (SEE BEAM SPAN TABLES CENTER CROSS BEAM SEE FOR GABLED COVERS USE 2'_0^ k BEAM SPAN TABLES FOR W/2 FOR LOAD WIDTH) z ATTACHED COVERS USE 2. (U4 + O.H.) FOR END o FRAMES AND U2 FOR POST (SEE TABLE 2.2.1 CENTER CROSS BEAMS) AND ! OR TABLE 22.2) NOTCH POST TO RECEIVE BEAM WITH THRU-BOLTS (PER TABLE 2.3) WITH z W LOCK NUT TOP AND BOTTOM GABLE CARPORT FRONT ELEVATION a SCALE: 1/8" = T-W O LOAD WIDTH FOR CENTER BEAM (SEE TABLE 2.1.1 AND / OR TABLE 2.1.2) g W 05 J Q U) Z W Q � 20 Z U 9Utn NZpcA W F) W _j pZ=F¢-. fAQ�W W f-}p � N � W--IZ �WP05 :O � p H � p w N p Q � 1E W Z_U J Q Q � (7 o n lJ+ W � CmrI � ? m # E W z a v O LL a c j a � m 0) �om� ro X CO L W ,a o m .. O m a o r � ro .J SEAL ,- SHEET�t KNEE BRACES REQUIRED IF POSTS ARE NOT SET INTO CONCRETE FOUNDATION '0 FOR SIDE BEAM SPANS SEE BEAM SPAN TABLES FOR ATTACHED OR GABLED COVERS (USE U4 + O.H. FOR SIDE BEAMS) W m 0 DESIGN IS BASED ON SOLID GABLE END PANELS. IF ANY SIDE PANELS ARE USED IN DESIGN, SITE rWn SPECIFIC ENGINEERING IS REQUIRED. GABLE CARPORT SIDE ELEVATION SCALE: 118" = V-0" 08-12-2010 OF E! va r u2 va --------------------- - - - - - - - - - - - - - - - - RIDGE BEAM z SIDE BEAMS' g END BEAMS CENTER BEAMS CENTER FRAME END FRAME L � C 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/ 314" 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 e _ CONNECTION ® ¢3 START OR END OF BEAM SPAN _KN BRACE LENG _ CENTER OF PER TABLE 2. BRACE 0) \— MINIMUM KNEE BRACE (SEE TABLE 2.3) ® 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) KNEE BRACE TO POST DETAIL - BEAM PERPENDICULAR TO ROOF — — — — — — — — — — — — — — — — — — — — — — — — — — — PAN OR COMPOSITE PANEL ROOF BEAM ® FASTEN PER TABLE 2.3 CONI®® ENSTAKNEE BRAC ENGTHOF BPER TABLE 3CENTEMINIMU _ (SEE TABLE 2.3) ® CONNECT KNEE BRACE TO ® COLUMN AND BEAM WITH ® 0.050"'U' CHANNEL, 'H' ® CHANNEL, OR GUSSET PLATE, KNEE BRACE REQUIREMENTS ® FASTEN WITH S.M.S. AT PER GENERAL NOTES ® EACH CONNECTION POINT PAGE 2-i ® PER TABLE 2.3 COLUMN Notes: Beams next to the host structure shall have a minimum of (4) # (Size varies with wind zone) x 3/4" screws as shown. KNEE BRACE TO POST DETAIL - BEAM PARALLEL TO ROOF SCALE: T = 1'-0" % M I J.IVI.J. I r1RU L x L [IN BE EDGE BE POST PER TABLE ;E PER TABLE 2.3 ALTERNATE KNEE BRACE TO POST DETAIL FOR 3" RISER PAN ROOF SCALE: i-i/2' = i'-0' USE TRUFAST HD x ("P+314") 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. ................. .:::::. EDi POST PER 7 ,CE PER TABLE 2.3 ALTERNATE KNEE BRACE TO POST DETAIL FOR COMPOSITE ROF SCALE: 1-1/2" = 1'-0" _ I I 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) $IDE NOTCH-ROST TO,BEAM-EONNECTION— �—' - SCALE 2" = 1,-0" - — — `—�--2 BEAMS MAY BE ANGLED FOR — — — — — — — — — — — GABLED FRAME rn 13/4" x 1-3/4" x 0.063" RECEIVING CHANNELTHRU BOLTED TO POST W/ THRU BOLTS FOR SIDE BEAM (SEE TABLE 2.3 FOR NUMBER OF BOLTS) 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) CENTER NOTCH POST TO BEAM CONNECTION SCALE: 2" = 1'-0" —I — — — — — — — — — — — — — rn w ROOF PANEL _ T 2 (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 ANCHOR (SEE DETAIL FOR PAN OR COMPOSITE PANEL) x� aw wm 0 n 0 v �k N 4� `F F 4" x 4" x 0.125" POST DOUBLE BEAM TO POST CONNECTION SCALE: 2" = T-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. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION Q < ae � N ZO tl) � w C zCo Q _ m ¢ rn o 0 m o0 lr LL Q J �o �¢ 30 8¢ J a CO D of Z LU a� �0 Z0 S2 (D fn fA Z 0 t4 W 0 LU -1 Z = < N Q LU LU 0 co cv � LLI � LLI 0 LPL F 0 W Uio<U) W Z_ Q Q a 0 Z —1Mps LL W LL 2 m x E w Z N M U LL O n of N Ix o ti m O C ,o-r O O J oZZ m r a > mLU y N m L vi o am IOLT HEADER CD C F3 c GH POST AND ANCHOR Z 2 t m 10 x 3/4" S.M.S. @ 6" 1Z EACH END AND @ 24" Z to X. 1, c� =� Z w ~ RACE o !UIRED � , �V( w w SEAL 'OST SHEET � Cow a w 6 co ALTERNATE 4TH WALL BEAM CONNECTION DETAIL SCALE: N.T.S. 0812-2010 OF Z cc w w z Z Z w r- Z Z w m 12 0 CONNECTOR MAY BE (2) ANGLES, INTERNALLU' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER FASTENERS SECTION) PRIMARY / FRAMING BEAM (SEE SPAN TABLES) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE FASTENERS SECTION) EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED WI (4) #10 x 1-1/2" INTERNALLY SECONDARY BEAM / PURLINS(SEE SPAN TABLES) BEAM TO BEAM CONNECTION DETAIL SCALE: 2" = V-0" HOST STRUCTURE MASONRY OR FRAMED WALL (SELECT FASTENERS FROM 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 SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" FASTENERS SECTION) o wa \ ALTERNATE CONNECTION: ® (1)1-3/4"x1-3/4"x1-3/4"x118" ® INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME PRIMARY BEAM p WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS (SEE SPAN TABLES) OR TO CONCRETE 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: 2" = T-0" W J Z m� N t ALUMINUM/STEEL COLUMN 'U' CHANNEL ANCHORS (SEE FASTENER SECTION FOR (SEE FASTENER SECTION) CONNECTIONS) CONCRETE SLAB OR FOOTING ° MAX. CONCRETE ANCHORS (SEE TABLE)' ' FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8" EMBEDMENT) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL SCALE: 2" = V-0" z �O W N J t ALUMINUM / STEEL COLUMN ANCHORS (SEE FASTENER 2" x 2" WITH WALL THICKNESS SECTION) EQUAL TO OR GREATER THAN COLUMN WALL CONCRETE SLAB OR FOOTING c •: c MAX. CONCRETE ANCHORS (SEE TABLE)• FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1.3/8" EMBEDMENT) POST TO C0NCRETECONNECiTION N-TERNAL-OR. EXTERNAL ANGLE CLIPS-� _-` I. SCALE: 2­_ 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 OR 0.125" 5052 H-32 BREAK FORMED ALLOY (5 ATTACHMENT DETAILS W SHOWN REQUIRE DIAGONAL 2 ALUMINUM / STEEL COLUMN BRACING FOR ` FREE-STANDING COVERS r`r INTERNAL EXTRUDED CORROSION RESISTIVE STEEL ALUMINUM BASE OR BREAK THRU BOLT PER SCHEDULE got FORMED U-CLIP CONCRETE SLAB OR FOOTING _tf (4) MAX 1/4" X 2-1/2" CONCRETE WEDGE BOLT OR EQ. (SEE I SLAB OR FOOTING TABLE BELOW FOR NUMBER OF BOLTS) TYPE-1 POST TO CONCRETE CONNECTION TUBE COLUMN BASE SCHEMATIC INTERNAL BASE SCALE: 2" = V-0" ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE-STANDING COVERS ALUMINUM / STEEL COLUMN EXTERNAL BREAK FORMED ALUMINUM BASE OR BREAK CORROSION RESISTIVE STEEL _ FORMED U-CLIP ' THRU BOLT PER SCHEDULE • (8) MAX. 1/4" X 2-1/2" WEDGE 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 HEIGHT AND SHALL BE 0.125" 6063 T-6 EXTRUDED ALLOY OR 0.125" 5052 H-32 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'-0" 1o'-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' 130 24.8 3 3 4 5' 5 • 1404W 28.7 3 4 5- 5' 6' 7' 8 150 33.0 4 5' S' 6' 7 • 8' 9 •• - vor 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 Bolt or Equiv. @ 5d is 878#. Example for Base Connection: # of anchors = area over post • applied load! allowable load on anchor For a 30' x 16' carport with 2' overhang in a 120 MPH wind zone, "B' exposure the load width on the front wail 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"xWx0.060" posL Allowable load for wedge boils 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 r 5d r 2-1/2d uDi = to O (a) ® (a)W Lo `r' z ® ® ® N CS POST TO CONCRETE CONNECTION SUPER BASE (PLAN VIEW) SCALE: 4" =1'-C" 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" = T-O" 'FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8" EMBEDMENT) STUD WALL OR POST Aa x Minimum Ribbon Footing Wind Zone #/ Sq. FL x Post Anchor @ 48" O.C. Stud' Anchors 100-123 +10 -15 V-0" ABU 44 SPt@48. O.C. 130 -140-1 + 10 -19 1'-0" ABU 44 SP1 @ 32. O.C. 140-2-150 +30 -20 7'-0" ABU 44 SP701V 1.1. Maximum 20' projection from host structure. For stud walls use 1/2- x 8" L-Bolts @ 48" O.C. and 2" square washers to attach sole plate to footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the lop plate on to the studs anchors and straps shall be per manufacturers specifications. RIBBON FOOTING SCALE: 1/2" = V-0" NEW SLAB 12 44" EXISTING SLAB #30 RE -BAR DRILLED AND • EPDXY SETA MIN. 4" INTO z MIN. (1) #30 BAR 8" EXISTING SLAB AND A MIN. 4" CONTINUOUS INTO NEW SLAB 6" FROM EACH END AND 48" O.C. W DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB o SCALE: 3/4" = V-0" LL ALUMINUM POST SEE TABLE 3/4" PLYWOOD DECK J Q fn Z LU Q � 20 Z U S2 (9 fn to Z 0 (A LLI Oz=Q 0 < LLI W I- 0 W U _ N LU J Z U LcL ? O U C-5 Z LU 0) 0 Q 2w Z U Q J Q Q 0 W m EXTRUDED ALUMINUM BASEi Z � CORROSION RES *-TA.NT ly THRU-BOLT PER SCHEL)�gnE -_ -w 1=1/4"LAP 2 x 6 OR 2 x 8 LAG SCREW ($E'c TAFsL� 4.2) <(� -0 / @ 16" O.C. { ' PARAMETER DOUBLE � 'W "f' 'L'. STRINGER i _ W lr ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2- 5/4" P.T.P. orTeks Deck 3-3/4" 2" P.T.P. 4" TUBE COLUMN BASE SCHEMATIC (INTERNAL BASE) SCALE: 3" = V-0" It m CO N CO 9 2 N m LJl W W 2 a aE LL E W 2 m m o d � O n � (L C � m (D Z o n IY] ti g Lar) CM L "d O � m O � m ,d o L n ro -t- t SEAL SHEET v 7 w 08-12-2010 OF uj a Z it w w z 0 z w LU w z z w Co 72 0 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 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. TOP OF BASE WALL MIN. "t" IS GRADE I THICKNESS OF REQUIRED 'COATED ALUMINUM I j) POST. MAY BE THICKER POST IN CONCRETE COMPACTED #40 BAR 12" LONG BACK FILL' - ALUMINUM COATED �-' POST (SEE TABLE) POURED CONCRETE (REFER TO TABLE 2.4) ISOLATED FOOTING SCALE: 2" = 1'-0" 'k- 16" ALUMINUM POST AND BURIED FOOTING CONNECTION SCALE: 1" = 1'-0" 3" x 3" POST TURN BOLTED TO ANCHOR RISER 2-3/4" x 2-3/4" x 2-1/2" LONG x 1l8" TUBING a WELDED CONNECTION FASTEN (SEE FASTENER SECTION) 12" x 12" x 1/4" PLATE 3-1/2" CONC. SLAB POST MAYBE FILLET WELDED DIRECTLY TO BASE PLATE BASE ANCHOR CONNECTOR FOR POST TO SLAB CONNECTION SCALE: 2' = V-0" .- .EF�OREMS_ ALL SLABS '80 ZZ o- c o 1•as• o • `/"'`� ,✓�// ii•%/�.•/% p•I TO . TYPE 11 MODERATE SLOPE FOOTING 2" / 12"- T-10" TYPE III STEEP SLOPE FOOTING NOTES: > 1'-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. 4. For wood frame utility sheds the minimum depth of the footing shall be 10" for Type II 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 0 Mesh, InForce- 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 II footing or footing section required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 1/2" = T-0" (2) 2" x 2" x "t" ANGLE OR (1) U CHANNEL x "t" 3/8" x 3-11T BOLT 80 LB. 2500 PSI CONCRETE PRE -MIX 3" EXTRUDED ALUMINUM BASE ALTERNATE: 3" BREAK FORMED 5052 H-32 ALUMINUM BASE 12" ALUMINUM PANEL ROOF (SEE TABLE 2.5) 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 112" PER PAN RECEIVING CHANNEL PAN TO WALL 2" x 2" x 0.044" BRACE FOR GREATER PAN HEIGHT (SEE TABLE 2.5) 3-112" CONCRETE SLAB 12" ALUMINUM PANEL ROOF �- (SEE TABLE 2.5) ALUMINUM UTILITY SHED WALL ELEVATION VIEW SCALE: 1/8" =1'-0" SECTION THROUGH UTILITY SHED SCALE: 1/8" = T-W RECEIVING CHANNEL 12" ALUMINUM PANEL (SEE TABLE 2.5) PAN ROOF (SEE TABLE 2.5) PAN %ArALL 114"0 x 1-1/4" EMBEDMENT EXPANSION BOLTS OR EQUAL DRIVE PINS @ 24" O.C. #8 x 1/2" S. M. S. INTO EACH RISER @ PANELENDS ATTACH PANELS TO CHANNEL TOP AND W1(2) #8 x 1/2" S.M.S. EACH BOTTOM PAN PANEL @ EACH END 12" RISER PANEL (SEE TABLE 2.5) BOTTOM CHANNEL ANCHORED TO SLAB W/ 114"0 x 1" EMBEDMENT EXPANSION BOLTS @ 24' O.C. OR CONCRETESCREWS PAN WALL CONNECTION DETAIL SCALE: 1/8" =1" (3.00 L) D (2.33 L) C (1.67 L) B(1.33L) A (0.67 L) t i i 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 PLATE TO BE SAME u1 n + + + + + + + THICKNESS AS BEAM WEB o PLATE CAN BE INSIDE OR OUTSIDE BEAM OR LAP CUT + + + + + ++-HA I,+, DENOTES SCREW PATTERN NOT NUMBER OF SCREWS g FASTENER SIZE, NUMBER -_ HEIGHT 2 x (d - .50") LENGTH AND SPACING (SEE TABLE) TYPICAL BEAM SPLICE DETAIL SCALE: 1" = 1'-0" Minimum Distance and Screw Size ds (in.) Edge to Center 2ds in. Center to Center 2-1/2ds in. Beam Size Thickness in. #0 0.15 318 7/16 2' x 7" x 0.055" x 0.120"" 1/16 = 0.063 #10 0.19 318 112 2' x 8' x 0.072" x 0.224' 118=0.125 #12 0.21 7/16 9/16 2" x 9' x 0.072' x 0.224' 1/0=0.125 #14 or 114" 0.25 12 5/13 2' x 9" x 0.082" x 0.306' 118 = 0A 25 5/16" 0.31 5/8 3/4 2" x 10" x 0.092' x 0.369" 1/4 = 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 UNIFORM LOAD J aU) D cr_ Z W a� 20 Z U 0(.DU) (0Z0fA W 0 W =� Z = < W I -}moo N W Z W H O D LLLL 0 0 U off$ W U)OQtn W _Z U 2 Q J a co t d a B A B CO In rn SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN O J N. v Z LE W LL UNIFORM LOAD UNIFORM LOAD Lll M m w a W O LL af o o r- m L 1-4% l l O LL C: a- 1- v o c Co A B C A B C D ¢ M Prn a N 2 SPAN 3 SPAN m r7 aD t W a v J U > p m U UNIFORM LOAD (7 Z EL O' t W m ul - ~ A B' C D E 1 �; �l° -� 4 SPAN ;LLI m NOTES: (/ I - 1) L = Span Length % w SEAL o =Overhang Length n., w 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. v SHEET UJI Z 3) Hollow extrusions shall not be spliced. _J O 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. < w 5) Span condition = number of supports (posts) less one. Example: If there are 5 supports (posts) then the span condition is "4 span". Co Z SPAN EXAMPLES FOR SECTION 2 TABLES 9 m SCALE: N.T.S. 08-12-2010 OF 1 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 sec, 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 2.1.1E-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 sec. wind gust for 110 MPH velocity; Using design load of 15.6 #ISF (47.1 #ISF for Max. Cantilever) 2' x 4" x O.D46" x 0.050" SMB 2" x 5" x O.D50" x 0.D48" SMB Load Width (fL) Max. Span 'L'l(bending'b' or den ction'd) Load Width (it) I Max. Span VI(bending'b' 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 2'-2' d 4 17-1 D" d 15-11" d 16'-2' d 7-8' d 5 9'-8' d 11'-11' d 17-2' d 1'-11' d 5 11'-11- d 14'-9- d 15'-0' d 2'-5" d 6 9'-1' d I T-Y d 11'-5' d 1'-10' d 6 11'-3' d 13'-10' d 14'-2' d 7-4" d 7 8'-8' d 10'3' d 10'-10" b 1'-9' d 7 10'-B' d 13'-2' d 1T-5' d 7-2' d 8 8'-3' d 1 O' T d 10'-2* b 1'-B" d 8 70'-2' d 17-T d 17-10' d 7-1' d 9 T-11' d 9'-10" d 9'-T b 1'-8' d 9 9-10' d 12'-1' d 12'-0' d 7-0' d 10 T-8" d 9'-5" b 9'-1' b 1'-7' d 10 1-6- d 11'-8' d 11'-10" b T-11' d 11 TS' d 8'-11' b 8'-8' b V-6" d 11 9'-Y d 11.4: d 11'3' b 1'-11' d 12 7'3' d 8'-7" b 8'3- b 1'-6' d 12 8'-11- d I 11'-0- d 10'-10- b 1'-10- d 2" x 6" x 0.050' x 0.060" SMB 2" x 7' x 0.060" x 0.060" SMB 4 15'-l' d 18'-7' d 18'-11' d 3'-l" d 4 17--3- d 21'3- d 21'-8" d T-6- d 5 13'-11' d 1T3' d 1T-8' d 7-10" d 5 15'-11- d 19'-9- d 20'-2d T3' d 6 IS-T d 16'3' d 16'-7' d 2'-8" d 6 15-1' d 18'-7" d 18'-11" d T-1" d 7 17S" d 1S-5' d 15'-9' d 7-7" d 7 14'-0' d 1T-W d 18'-0' d 2'-1 I" d 8 11'-11' d 14'-9' d 14'-1T b 7-Y d 8 13'-B' d 16.11' d 1T3" d 7-10' d 9 11'-6' d 14'-2" d 14'4" b 74" d 9 13'-2' d I &-Y d 16'-4" b 2'-8' d 10 1T-1' d 13'-9' d 1&-4' b 73' d 10 1Z-8' d 1S-8' d 1V-6" b 7-T d 11 10'-9' d 13'-2' b 12'-9' b 7-2" d 11 17.4' d 15-2' d 14'-9" b 7-6' d 12 10'-5' d 12'-8' b 12'-2- b 2'-2- d 12 11'-11" d 14'-8- b 14'-2' b 2'-5" d 2"x8"x&072"x 0.112" SMB 2"x9" x 0.07Y x 0.112" SMB 4 21'3" d 26'3" d 26-9' d 4'-W d 4 2Y-4" d 2&-10' d 29'-5' d 4'-0" d 5 19'-9' d 24'-4" d 24'-10" d v-w d 5 21'-8' d 25-9' d 2T-0' d 4'-0' d 6 18'-7' d 27-11' d 2S-Y d SAO* d 6 2V-5' d 2S-2' d 25-9' d 4'-0' d 7 1T-T d 21'-9' d 27-2* d 3'-7" d 7 19'-Y d=-I I' d 24'-5' d 3'-11' d 8 16'-10' d MAD" d 21'3' d 3'S" d 8 18'-6' d 22'-11' d 234" d 3'-10" d 9 16'3' d 20'-0' d 29-Y d 34' d 9 1T-10" d 22'-0' d 2Z-6' d 3'3' d 10 15'4r d 19'4' d 19-9' d 3'-2' d 10 1T3' d 21'3' d 21'-T b 3'1' d 11 15-2' d 1&-9' d 18'-11' b 3'-1' d 11 16'-6' d 20'-7' d 20'-T b 3'-5' d 12 14'-9- d 18'-Y d l a'-1' b 3'-0' d 12 16'-T d 1 20'-0- d 1I -6" b 3'4' d 2" x 9" x 0.082" x 0.153' SMB 2" x 10" x 0.092" x 0.187" SMB 404 25-0" d 30'-11" d 31'-T d W-O" d 4 29'-0' d W-10' d 36'-7' d 4'-O' d 23'3" d 28'-B" d 29-W d 4'-0' d 5 26'-11' d 33'3' d 3T-i t' d 4'-0' d 21'-10' d 2T-0' d 2T-7' d 4'-0" d 6 254' d 31'4' d 31'-11' d 4'-0' d 20'-9" d 25'-8" d 26'-T d 4'-0" d 7 24'-1' d 29'-9" d 30'4" d 4'-0" d 19'-10' d 24'-T d 25'-W d 4'-0' d a 23'-1" d 28'S' d 29'-0' d 4'-0' d 19'-1' d 23'-T d 24'-1' d 3'-11' d 9 27-2' d 2T4' d 2T-11" d 4'-0" d 18'-5' d 22'-9' d 23'3' d 3'-9' d 10 21'S' d 26'S' d 26'-11' d 4'-0' d 1T-10' d 27-7' d 27-6' d 3'-8' d 11 20'-9' d 25-T d 26'-7' d 4'-0" d 1T4- d I 21'S' d 21'-10" b I 3--T d 12 20'-2' d 24'-10" d 25'4' d 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; ' 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 2.1.2B-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 see. wind gust for 110 MPH velocity; Using design load of 17.7 #ISF (47.1 #ISF for Max. Cantileverl 2" x 4" x 0.046" x 0.050" SMB 2" x 5" x 0.050" x 0.048" SMB Load Width (tL) Max. Spa n'L7(bending'b'ordeFlectlon'dj Load Width (ft)kV-44' Max.Span'L7(bending'b'or deflectton'dj 78.2 Span 3 Span 4 Span Cantilever 3 Span 4 Span Cantilever 4 9'-11" d 174" d 17-7' d 7-2' d 4 15'-3' d 15'-6" d 7-B" d 5 9'-3' d11'S' d 11-8' d 1'A V d 5 14'-2' d 14'S' d 2-5" d 6 8'-0' d 10'-9' d In, 11' d 1'10, d 6 13'-4" d 13'-T d 7-0' d 7 8'-0' d 16'-3" d 70'-Y b T-9- d 7 IZ-B" d 12'-17' d 7-2" d T-11" d 9'-9' d 9S' b 1'-W d a 17-1" d 12'4' d 7-7' d 9 7'-7" d 9'-3' b 8'-11' b T-8' d 9 11W* d 11'-8" b 7-0" d 10 7'-4. d 8'-10' b 8'-6' b 1' 7' d 10 g'-l" d 11'-3" d IVA' b 1'-11" d 11 T-1' d 8'-5" b 8'-7' b 1'-6' d 11 8'-10' d 10-10' d 70'-7- b 1'-17' d 12 6'-11- d B'-0' b T-9- b 1'-6' d 12 8'-T d 10'-6- b 10'-2' b 7'-10' d 2" x 6" x 0.050" x 0.060" SMB 2" x 7" x 0.060" x 0.060" SMB 4 14'-5' d 1T-10' d 18'-2' d T-1' d 4 16'6- d 20'-5- d I 20'-10- d 3'-0' d 5 13'S' d 16'-7' d 16'-1 P d 7-10' d 5 15-4- d 18'-11' d 1 19'-4- d 3'3' d 6 12'-7" d 15'-T d 15'-11" d 2'-8' d 6 14'-5' d 17-10' d 18'-2" d 77 d 7 11'-11' d 14710- d 14-11- b 2'7 d 7 13'-8' d 16'-1T d 7T3' d 2'-11' d 8 11'-6' d 14'-2" d 14'-W b 7-5" d B 13'-l' d 16'-2" d 16'-3" b 7-10' d 9 11'-0" d 13'-7' d 13'3" b 2'-0" d 9 17-7- d 15'-7-d 15-4- b 2'-6' d 10 10'-W d 17-11' b 17 7" b 73' d 10 12'-Y d 15'-0" d 14'-T b 7-T d 11 1(74" d 12'-S b 71'-11' b 7-2" d 11 11'-9' d 14'-0' b-13'-10' b 7-6' d 12 10'-W d 71'-10- b 11'S' b 7-2- d 12 11'-5' d 13779' b 13'3' b 2-Y d 2"x6"x0.072"x0.112"SMB 2"x9"x0.072"x0.112'SMB 4 20'4" d 25-2- d 25'-8" d 4'-0' d 4 27-5' d 2T-6' dMd3'-l d 4'-0' d 5 18'-11' d 234' d 23'-10" d 4'-0' d 5 20'-10' d 25'-8" dd 4'-0' d 6 17'-9' d 21'-11' d 27-5' d 3'-10' d 6 19'-7' d 24'-2' dd 4'-0' d 7 16A 1" d 20'-10' d 21'-3" d 3'-T d 7 18'-7" d 22'-11' dd 3'-17' dB 16'-2' d 19'-11' d 20'4' d 3'S' d 8 7T-9- d 27'-11-d d 3'-10- d15'-6' d 19'-2' d 19'-T d 3'4' d 9 7T-1' d 2T-1'db 3'-W d10 15'-W d 18'-6" d 18'-8' b 3'-2" d 10 1V-6' d 2U-Y db T-T d11 14'-T d 17'-11' d 1T-9" b 3'-1' d 17 15-11" d 19'9'db 3'-S d12 14'-1- d 1TS' d lT-0' b 3'-0- d 12 IS'-6'd 1bb 3'4' d 2" x 9" x 0.082" x 0.153" SMB 2" x 10" x 0T92" x 0.187" SMB 4 24'-0" d 29'-8' d 30'-0' d 4'-0' d 4 2T-10' d 34'-5' d 35-1' d I 4' W d 5 22'3- d 2T-6- d 28--1' d 4'-0' d 5 26-10" d 31'-11' d 32'-7- d 4'-0' d 6 20'-11" d 2S-11" d 26'S" d 4'-0' d 6 244" d 3&-0' d 30'-B" d 4'-W d 7 19'-11' d 24'-7- d 2S-1' d 4'-0' d 7 23'-1' d 28'-6' d 29'4' d 4'-0' d 8 19'-1' d 23'-6' d 24'-0' d 4'-0' d 8 27-1' d 77-- d 2T-10- d 4'-0' d 9 18'4" d 22'-T d 23'-1' d 3'-11' d 9 21'-3' d 26'-3- d 26'-9- d 4%0' d 10 1 T-W 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'-Y d 21'S' b 3'-8' d 11 19'-10' d 24'-6- d 25-0' d 4'-0' d 12 1 16'-8" d I 20'-T d 20'S" b 3'-T d 12 19'4' d 23'-10" 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 soms- 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 For 3 sec. wind gust for 100 & 110 MPH velocity; using design load of 15.6 #ISF Single Self -Mating Beams Tributary Load Width 6'-0" T-0" 8'-0" 9'-0" 10'-0' 11'-0" 1 12'-0" 1 13'-0" 1 14'-0" 1 IF-0- 16'-0- Allowable Span'L' I bending V or deflection'd' 2" x 4' x 0.046' x 0.050" 9'-l' d 8'-B" d 8'-3' dl T-11' di T-8' di 7'-5' d T-3- di T-0' dI 6'-10' d 6'-8' d 6'-7' d 6-5' d 2' x 5" x 0.050" x 0.048' 11'-3' d 10'-8' d 10'-2' d 9'-10' d 9'-T d 9'.2' d 8'-11' d 8'-8" di 8'-6' d 8'3' d 8'-1- d T-11' d 2" x 6" x 0.050" x 0.060" 13'-2' d 12'-6" d I V-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 0.060' x 0.060" 15'-1' d 14'3' d 13'-8' d 13'-2' d 17-8' d 12'-3' d 11'-11' d 11'-8' tl 11'4' d 1 P-1" d 10'-10" d 10'-8' d 2" x 8' x 0.072' x 0.112" 18'-7' d 1T-7' d 16'-70' d 16'-2' d 15'�' d 15-Y tl 14'-9' d 14'-4' d 13'-71" d 13'-8' d 13'-0' d 13'-1' d 2' x 9" x 0.072" x 0.112" 20'-5' d 19'-4' d 18'-6' d 1T-10" d 1T-2' d 16'-8' d 16'-2' d 15'-9' d 15'-5' tl 15'-0' d 14'-9' d 14'-5' d 2" x 9' x 0.082' x 0.153" 21'.10' d 20'-9' d 19'-10' d IT-1' d 1&-5' d 1T-10" d 17'-0' d 16'-11' d 16'-6" d 16'-1' d 15-9' d t5-S d 0.092" x 0.18T 2S4' d 24'-1' d 23'-0' d 27-2' d 21'-5' 0 20'-9' d 20'-1' d 19'-T d 19'-1' d 18'-B' Double Self -Mating Beams Tributary Load Width 6'-0" 7'-0" 8'-0" 1 9'-0' 1 10'.0' 1 11'-0" 1 12'-0' 13'-0" 14'-0" 1 1S-0" 1 16.0" 1 1T-0" Allowable Span 'L' I bending'b' or deflection'd' (2) 2" x 8" x 0.072" x 0A 12" 23'-4' d 27-2' 0 21'3 d 20'-5' d 19'-8' d 19'-1' d 11 d I&A' d 1T-T d 17'-3' d 16'-10' d 16'-6' (2) 2" x 9" x 0.072' x 0.112" 25'-6' d 24'-5' d 23'4' d 22'-5' d 21'-8' d 20-11' d 20'-5' d 19'-10' d 19'4' d 18'-11' d 18'-6' d 18'-2' (2) 2" x 9" x 0.082" x 0.153" 27'-6- dj 26'-2- di 25'-0" di 24'-1' di 23'-3" di 22-W d 27'-10- d 21'-3" di 20'-9- di 2U-4- d 19'-10" d 19'-6- (2) 2" x 10" x 0.092" x 0.1 B7" 31'-11' di 30'-4' di 29'-0" di 2T-11' dj 26'-11' di 26'-1" di 25'-4' di 24'-W d 24'-1.1 23'-6' d 23'- - d 22'-T ' 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 framing. 3. Span Is measured from center of connection to fascia or wan 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 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 & 11O MPH velocity; using deslcn load of 17.7 #ISF Single Self -Mating Beams Tributary Load Width 6'-0- T-0" 8'-0" 9'-0" 1 10'-0' 1 11'-0"I 17-0' I 13'-0' 1 14'-0" 15'-0" Allowable Span 'U l bending'b' or deflection'd' 2" x 4' x 0.046" x 0.050" 8'-9' d 8-3' d T-1 T d T-7" d T-4' di T-1' d 6'-11' d 6'-9' d 6'-7- d F-5' d 6'J' b V-O' b FTF x 0.050" x 0. 448" 10'-9' d 10'-3' d 9'-9' d 9'S' d 9'-1" d 8'-10' d 8'-7' d 8'4' d 8'-l' d T-11- d T-9- d T-7" d 2" x 6" x 0.050" x 0.060" 12'-7' d 11'41' 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'-1' d 8'-11' b 2" x T x 0.060" x 0.060" 14'-5' d 13'-8r' d 13'-1- d 17-7- d 12'-2- d 11'-9" d 11'-5" d 11'-2' d 10'-10' d 10'-8' d 10'-5' d 10'-2' d 2' x 8' x 0.072" x 0.112" 1T-9' d 16'-11' d 16'-2' d 15'E' d 14'-11' d 14'S' d 14'-1' d 13'-9' d 13%5" d 13'-1' d 12'-10" d 12'-7' d 2" x 9" x 0.072' x 0.112" 19'-7' d 18'-7' d 7T-9' d 1 T-1' d 16'S' d 15'-17' d 15'-6' d 15'-1' d 14'-9' d 14'-5' d 14'-7' d 13'-10' d 2" x 9' x 0.082' x 0.153" 20'-11' d 19'-11' d 19'-0' d 1&-4' d 1T-8' d 7TA' d 16'-8' d 16'-2' d 15-10' d 15-5' d 1&-1" d 14'-10' d 2" x 10' x 0.092" x 0.187- 1 24'4- d 23'-7' tl 27-7' d 21'-3" d 20'-6' d 19'-10' Double Self -Mating Beams Tributary Load Width 6'0" 1 T-0" 1 8'-0" 9'-0" 1 10'-0" 1 11'-0" 1 12%0" 1 13'-0' 1 W-0" IF-0- I 76'-0' 1T 0- Allowable Span'L' l bending'b' or denectlon'd' 2) 2" x B" x O.D72" x 0.11Y 2Y5' dj 21'3" d 20'4' d 19'-7' d 18'-11" d 18'4' dj 1T-9' d 1T4' d IV-11' dl IT-6' tl 16'-2' d 15-10' d 2) 2" x 9-x 0.072" x 0.112" 24'-8' d 1 23'-5" d 27-5- di 21'-6- di 20'-9" d 20'.2- d 19'-T di 19'-0- di 18'-7- di 18'-2- di 1T-9- dil 1TS' d 2 2" x 9" x 0.082" x 0.153" 26'-5- dl 25--1- di 23'-11- di 23--1' di 22'-3" d 21'-7- d 20'-11- di 20'-Y di 19'-11" di 19'-5' di 19'-0- dl 18'-8- d 2) 2" x 10" x 0.092" x 0.187" 30'-7' d I 29'-1' di 2T-10' dI 26'-9' di 25'-10' d 25'-0' di 244' dl 23'-W di 23'-l' di 27-7' di 27-1' di 21'-B' 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 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. Town & Count 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 materisro a.,a purchased. TCI 6005 SELF -MATING ALLOY INDICATOR _ TCI 8nn5 HOLLOW CATOR J Q fA Z W Q rap Z U z 0 (D U) < NZ0IL aZ=2 W F- W w f/ LL �W-1O F'WHO U of � W ZO W Q U Z_ Q Q J Q ,It CD Lo (O Oco n iM Z N m J tu - ov1 Ll W u- Z a aE E W Z m Edo O LL n ¢ o v m C j d C U M to 0) o m � C3 � a N co L W �oco � � m C',O C � a o L m m r' � E- a W In O 0 C9 Z 0 m G K O LL J lY pp 10 Z EAL J Lu W W 19A-110IZ W to 08-12-2010 1 OF ! L 1 o 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 For 3 sec. wind gust for 130 MPH velocity; Using design load of 16.8 #1#SF (56.6 N/SF for Max. Cantilever) 12- x 2" x 0.040" Hollow 12" x 3" x 0.045" Hollow Load Max. Span 'L'/(bending'b' or deflection'd')Load Max.Span'L'1(bending'b' or deflection'd') Width (ft.) 1182 Span ( 3 Span 1 4 Span x 3" x 0.060" Hollow Width (ft.) ( 182 Span ( 3 Span ( 4 Span Width (fL) (182 Span ( 3 Span 1 4 Span Width (fL)1 1&2 Span[ 3 Span ( 4 Span Width (ft.)I =Span 1 3 Span 1 4 Span Mono -sloped roofs include gables where re the slope of the roof is less than 1' in 12". . AAbove spans do not include length of knee brace. Add horizontal distancefrom upright to center of brace to beam �i connection to the above spans for total beam spans. Tattle 2.1.iB-130 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped" Roofs Aluminum Alloy 6005 TS T780`sec.wlnd gust for 130 MPH velocity; :�Using design load of 16.8 ##1SF (56.6 N/SF for Max. Cantilever) '2z4 ':x 0.046' x 0.050' SMB 2" x 5" x 0.050' x 0.048" SMB =^. Load Width (ft.) Max. Span'L'/(bending'b' or deflectlon'd' Load Width ((t) Max. Span'L'/(bending'b' or deflectlon'dl 1&2 Span 3 Span 4 Span Cantilever 182 Span 3 Span 4 Span Cantilever 4 10'-2" d 1Z-F d 12'-9' d T-O' d 4 12'-7' d 1&-V d 15'-10" d Z-6" d 5 9S' d 11'-8' d 11'-10' d 1'-10" d 5 11'-8' d W-5' d 14'-0' d -4' d 6 8'-1 0' d 10'-11' d 11'-2' d 1'-9- d 6 IVA I" d 13'-6' d 13'-10' d 7-2' d 7 B'S' d 10'-5" d 10'-5' b 1'-8- d 7 10'5' d 17-10" d 13'-1' d 2'-1" d 8 8'-1' d 9'-11' d 7-9' b 1'-7" d 8 T-11" d 17-0' d 12'-7' d 1'-11' d 9 T-9' d 9'-6- b 9'-2- b 1'-6- d 9 9'-7' d ll'-10" d 12'-0' b 1'-11' d 10 T-0' d 9'-0' b 8'-9' b 1'-6' d 10 - 9'3' d 11'-5" d 11'-5' b 1'-10' d 11 T-3- d 8'-T b b T-5' d 11 8'-11- d 11'-1' d 10'-10' b 1'-9' d 12 T-0- d 8'3- b 1 T-11- b 1 1'-5- d 12 9-8- d 1 10'-9- d 10'-5- b 1'-9- d 2' X 6" x 0.050" x 0.060" SMB 2" x 7" x 0.060" x 0.060" SMB 14'-W d 18'-2' d -0 18'" d 7-11- d 4 IVA 0- d 20'-9- d 21'-2- d T-4" d 13'-6' d 16'-10' d 1T-2' d 7-8' d 5 15'-7' d 19'-3' d 19'-W d S-1' d 12'-10' d 15'-10' d 16'-2' d 2'-6' d 6 W-8" d 18'-2' d 18'S' d 7-11' d 172-- d 15-1' d 15-0' d 7-5'd 7 13'-11' d 1T-3' d 1T-7' d 2-9- d UB4 1T-W d 14'S' d 14'-5' b 2'4' d a IT-4' d 16'-6' d 16'-8" b 7-8'd 11'-3' d 13'-10" d 1T-T b 7-3' d 9 12'-10' d 16-10" d 15'-9' b 2'-V d 10'-10' d IT-4' b 12'-11' b 7-2' d 10 175" d 154' d W-11" b 7S d 10'-6' d 1Z-9' b 173' b T-l' d 11 11'-11' d 14'-9' b 14'_3 b 2'-0' d 12 10'-2' d 12'-2' b 11'-9' b 2'-0' d 12 11'-8' d 14'-1' b 13'-8' b 1 2'x8"x0.072"x0.112"SMB 2"x 9'x 0.072"x 0.112"SMB 4 20'-9' d 25'-7' d 26'-l' d 4'-0' d 4 22'-9' d 2&-2" d 28'-9' d 4'-0- d 5 19'3" d 23'-9' d 24'-3' d T-10' d 5 21'-2- d 26'-2- d 26'-W d 4'-0- d 6 18'-1' d 274' d 27-10' d Y-T d 6 19'-11' d 24W- d 25'-1- d 3'-11- d 7 1T-T d 21'3' d 21'.8' d T-5' d 7 W-11" d 234" d 23'-10" d S-9' d 8 16'-5' d 20'4' d 20'-9" d 3'-3' d 8 18'-l' d 224" d 2Z-9" d 3'-7' d 9 15'-10' d 19'S' d 19'-11' d 3'-1' d 9 1T-5' d 21'S' d 21'-11' d 3'S' d 10 16-T d 18'-10' d IVA" b 3'4r d 10 16'-10' d 20'-9" d 20'-10' b 3'4' d 11 14'-9' d 18'3' d 18'3' b 2'-11- d 11 16'-3' d 20'-l' d 19'-10' b S-3' d 12 14'4" d 1T-9- d 1T-5- b 7-10- d 12 15'-10" d 19'S' d 18'-11' b 3'-1' d 2" x 9" x 0.082" x 0.153' SMB 2" x 10' x 0.092" x 0.187" SMB 4 24'-5- d 30'-2- d 30'-9- d 4'-0- d 4 28'4' d 34'-11' d 36-8' d 4'-T d 5 22'-W d 28'-0' d 28'-T d 4'-0' d 5 264' d 3Z-6" d 3T-2' d 4'-0' d 6 21'4' d 264' d 26'-11' d 4'-0' d 6 24'-9- d 3F7- d 31'-2- d 4'-0- d 7 20'-3' d 25-W d 26-6' d 4'-0' d 7 23'-6' d 29'-0' d 29' 7- d 4'-0" d 8 19'S' d 23'-11' d 24 5 d 3'-10- d 8 22'-6" d 2T-9' d 284' d 4'-0- d 9 18'-W d 23'-0' d 2T-6' d T-8' d 9 21' 7' d 26'-W d 2T-3- d 4'-0" d 10 1T-11' d 22'3' d 27.8' d 3' 7' d 10 20'-10" d 2S-9" d 26'4' d 4'-0' d 11 1T5' d 21'-6' d 21'-11" d 9CY d 11 20'3" d 24'-11" d 2E-6- d 3'-11" d 12 i6'-11" d 20'-11' d 21'-1' b 3'4- d 1 12 1T-8- d 24'-3" d 24'-9- d 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 sec, wind gust at 130 MPH; Using design load of 24.8 #/SF (56.6 #/SF for Max. Cantilever) 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width (FL) Max. Spa n'L'1(bending'b' or deflection'd' Load Width (ft.) Max. Span'L'1(bending W or deflaction 'd') 182 Span 3 Span 4 Span Cantilever 182 Span 3 Span 4 Span Cantilever 4 4'-5- d 5'-5- d 5'-7- d U-11- d 4 6'.2' d T.7' d 7'-9' d 1'-5' d 5 4'-1' d 5'-1' d 6-2^ d 0'-11' d 5 5'-9- d T-1- d T-7 b 1'-3- d 6 T-10' d 4'-9' d 4'-10' d 0'-10" d 6 5'-4' d 6'-8' d 6'-6" b 7 3'-8' d 4'S' d 4'-6' h 0'-10' d 7 &-1" d 6'-3" b 6'-0' b 1'-2' d 8 T-6' d 4'4' d 4'-3' b 0'-9- d 8 4'-11- d 5'-10" b 5'-8' b 1'-V d 9 3'-4' d 4'-2' b T-11' b 0'-9- d 9 4'-8- d 5'-6- b 5'4- b 1'-1' d 10 T-3- d T-11- b 3'-9- b 0'-9' d 10 4'-6- d 5'-3" b 5'-1' b 1'-0' d 11 T-2' d Y-9' 6 1 3'-7- b 0'-9- d 11 4'-5d 4'-11' b 4'-10' b 0'-11' d 12 T-1' d 3'-T b 1 3'-5' b 1 0'-8' d 12 4'-3' d 4.9- b 1 4'-7- b 0`11- d 2" x 3" x 0.060" Hollow 2" x 4" x D.D50" Hollow Load Width (fL) Max. Span 'W bending'b' or de ecti.n'dl Load Width (ft.) Max. Sp an'L7(bending'& or deflection'd') 182 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantiil Max 4 6'-10' d 8'S' d 8'-7' d 1 T-6' d 4 8'-0' d 9'-11' d 9'-10' b 1'-10" d 5 6'-0' d T-10" d T-11' d 1'-5' d 5 T-5' d 9'-l' b 8'-9' b T-8' d 6 5'-11' d T4' d T-6' d 1'-4' d 6 T-0' d 8'-4' b 8'-0' b 1'-7' d 7 5-8" d 6'-11" d T-1' b 1'-3' d 7 6-8" d T-8' b -T-5' b T$' d 8 6-5' d 6'-B' d 6'-7' b V-3' d 8 64" d T-2' b 6'-11' b 1'-5' d 9 5'-3' d 6'-5" d 6'-3' b 1'-2' d 9 6'-1' b 6'-9' b 6'-7' b 1' -5' d 10 5'-0' d 6'-1' b 5'-11' b T-2- d 10 . 5'-9- b 6'-5' b 6'-3' b T-4' d 11 4'-10' d 5'-10' b 5'-8' b 1'-1" d 11 5'S' b 6'-2" b 5'-11' b 1'-3' d 12 4'-9' d 5'-T b 5'-5" b 1'-1- d 1 12 5'-3' b 1 5'-10' b 5-8" b 1' 3' d Mono -sloped roofs Include gables where the slope of the mof is less than 1' in 12'. Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2B-130 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 130 MPH velocity; Using design load of 24.8 #/SF (56.6 #NSF for Max. Cantilever) 2" x 4" x 0.046" x 0.050" SMB 2' x 5' x D.050' x 0.048" SMB Load Width (ft.) Max. Span'L'/(bending'b' or cle etion'dl Load Width (ft.) Max. Span 17(bending T. or deflection'dj 182 Span 3 Span 4 Span Canto ver 182 Span 3 Span 4 Span C.Ma vntier 4 8'-11" d ll'-0' d 113' d 2'-0' d 4 11'-0" d 13'-7' d 13'-11' d Z-6' d 5 8'-3' d 1&-3' d 10'-2' b 1'-10' d 5 10'•3" d 17-W d 12'-11' d 2'-4- d 6 T-9' d 9-7' b 9'-3' b 1'-9' d 6 9W' d 11'-11' d 17-1- b 2'-2- d 7 T5' d B'-11" b 8'-7' b T-8' d 7 9'-2" d 11'-3' d 1 T-2" b 7-1' d 8 7'-1' d &-4' b 8'-0' b 1'-7' d 8 8'-9' d 10'-10" d 10'-6' b 1'-11' d 9 6'-10' d 7'-10" b T-7' b 1'-6" d 9 8'-5' d 10'3' b 9'-11' b 1'-11- d 10 F-7- d T5' b T-2' b 1'S' d 10 8'-1' d 9'3' b 9'-5' b 1'-10' d 11 6'-4' b T-1' b 6'-19 b 1'-5' d 11 T-10' d 9'3' b 8'-11" b 1'-9' d 12 6'-1' b T-9- b 6'-7- b 1'-5- d 12 T-B' d 8'-10- b B'-T, b 1'-9- d 2" x 6" x 0.050" x 0.060" SMB 2" x 7" x 0.060" x 0.06D" SMB 4 17-11" d 15'-11' d 16'3" d 2'-11' d 4 14'-9- d 19-3" d 18'-7' d 3'-4' it 5 11'-11" d W-10" d 14'-11" b 2'$' d 5 13'-8' d 16'-11' d 1T-3' d 3'-1' d 6 1l'3' d 13'-11' d 13'-B' b 2'-6' d 6 12'-11' d 15'-11' d 15'-10' b 7-1T d 7 10'-9" d 13'-1" b 12'-8' b 2'5' d 7 173' d 15'-2' d 14'-W b 2'-9' d 8 10'3- d 12'-3' b 11'-10- b 2'-0' d 8 1 FT d 14'3' b 13'-9- b 7- W d 9 9'-10' d 1l'-7' b 11'-2' b 2'-3' d 9 11'3' d 13'-5' b 17-11' b 75' d 10 9-W d 10'-11' b 10'-7' b 2'-2" d 10 10'-11' d 12'-9' b 12'3' b 75" d 11 9'.3' d 10'-6" b 10'-l' b 7-l' d 11 10'-6' d 17-2' b 11'-9' b 74' d 12 8'-11' d 10'-0" b 9-8' b 7-0' d 12 103 d1 177- b 1 11'-3- b 74' d 2"x8"x 0.072x OAl2"SMB 2"x9"x 0.072"x 0.112"SMB 4 18'-2- d 22'-6- d 22'-11- d 4'-0- d 4 20'-0' d 2N-9" d 263" d 4'-0' d 5 IV-1 1" d 20'-10" d 21'-3' d T-10' d 5 18W' d 22'-11' d 23'-5" d N-W d 6 15'-11" d 19'-B' d 20'-0" d 3W' d 6 1T5" d 21'-7-d 22'-0' d 3'-11' d 7 15'-1' d 18'-8' d 18'40- b 3'S" d 7 16W' d 20'-6' d 20'S' b 3'-9- d 8 W-5" d 17'-10- d 1T-7- b T3- d 8 157-11' d 19rT d 19'-2' b 3'-7- d 9 13'-11' d 1T-2' d 1&-7- b T-1- d 9 15'-3" d 18'-8' b 18'-1' b 3'5' d 10 13'-5' d 16'-3' b 15'-9' b 3'-0' d 10 14'-9' d 1T-9' b 1T-1' b V-4" d 11 12'-11" d 15'-0' b 1F-O' b 2'-11' d 11 14'3" d 16'-11' h 16'4' b 3'3- d 12 1 17-7- d I14'-10' b 14'4' hI 7-10' d 12 1 IT-1 I' d 1 16'-2' b 15.8' b 3'-1" d 2" x 9" x 0.082" x 0.153" SMB 2" x 10" x 0.092" x 0.157- SMB 4 21'-5" d 26'-6' d 2T-0' d 4'-0' d 4 24'-11' d 3U-9' d 31'4- d N-0" d 5 19`41" d 24'-7' d 25'-1' d 4'-W d 5 23'-1' d 20'-6' d 29'-l' d 4' 0' d 6 W-9' d 23'-2' d 23W' d 4'-0' d 6 21'-9" d 26'-10- d 2T-5- d 4'-W d 7 1T-10' d 21'-11' d 27S' d 4'-0' d 7 2U-8- d 25'S' d 26'-0' d 4'-0- d 8 1 T-0- d 2l'-0- d 21'-3- b T-10- d 8 19'-9- d 24'S' d 24'-11' d 4'-0- d 9 16`4' d 20'-3" d 20'-0" b T-8- d 9 18'-11' d 237-5' d 23'-9- b 4'-0' d 10 15-40- d 19'-6' d !&-11' b 3'-7- d 1 10 18'4' d 277 d 275' b 4'-0' d 11 15'4' d 18'-9' b 18'-1' b T-5- d I 11 1T-9' d 21'-11' d F- b 3'-11' d 12 14 '-10' d 1T-11" b I 1T4' b I 3'4" d 1 12 1T-3- 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 TS 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 vetocilv: usina deslan load of 16.8 #1SF Single Self -Mating Beams Tributary Load Width 6'-0" 7' 8'-0' 9'-0" -0 10'' -0' -0 11' 12'^ 13'-0" 1 14'-0' 1 15'-0" 16'-0" 1 17'-0" Allowable Span'L' / bending W or deflection'd' 2" x 4" x 0.046^ x 0.050" 8'-10' d 8'-5' d 8'-l' di T-9' d T5' d T-3' d T-0' d 6'-10' d 6'-a' d 6'-6' d F-5' d 6'-2' b 2" x 5" x 0.050" x 0.048" 10'-11' d 10'-5' d 9'-11" d 1 9-7' dj 9'-3" d 8'-11' d 8'-8' d T-6' d 813' d 8'-l' d T-11' d T-9' d 2" x 6' x 0.050" x 0.060" 12'-10' d 12'-2' d 11 '.a- d I 11'-3' dl 10'-10' d 10'-6- d 10'-2- d T-11' d 9'-B' d 9'-6' d 9'-3" d 9'-1" d 2" x 7" x 0.060" x 0.060' 14'-8- d IN-11' d 13'4' di 12'-10' tl 12'-5- d 11'-11- d 11'-8- d l l'4" d 11'-l' d 10'-10' d 10.7- d 10'4" d 2" x 8' x 0.072" x 0.112" 18'-1' d 17'-2' d 1 U-5' d 16-10' d 15'-3' d W-9' d 14'-4' d 1 T-11' d 13'-8' d 13'-0' d 13'-1' d 12'-9- d 2" x 9" x 0.072" x 0.112" 19'-11' d 18'-11' d 18'.1' d 17'-5' d 16'-9' d W-3' d 16-10' d 15'S' d 15'-0' d 14'-8' d 14'4" d 14'-1' "x9'xO.ON x 0.153' 21'-4" d 20'-3' d 19%5' d 18'-8' d 17'-11' d 17'-5' tl 16'-11' d 16'S' d 16'-1' d 15'-9' d 15'-5' d 15'-1'2' Id x 10" x 0.092" x 0.187" 24'-9' d 23'-6' d 27-6' d 21W' d 20'-10' d 20'-2' d 19'-0' d 19'-l' d 1B'-8- d 18'-3- d 17'-10- d lT-6- Double Self -Mating Beams Tributary Load Width 6' 6" T-0" 8'-0' 9'-0" 10'-0' 11' -0' 12'-0" IS.- W-0" 15--0" 1 16'-0- IT-0" Allowable Span 7_' / bending'b' or deflection'd' (2) 2' x B" x 0.072' x 0.112" 2T-10" d 21'-8' d 20'-9' di 19'-11' d 19'-3' d 18'-T d 18'-1" d IT-7- d 1T-2' d 16'-10' d 16'-5' d 1671- d (2) 2" x 9' x 0.072" x 0.112' 25'-1' d 23'-10' d 22'-9' d 21'-11' d 21'-2' d 20'-6' d 19'-11' d 19'-0' d 18'-11' d 18'-fi' d 18'-1' d 1 T-9' d (2) 2" x 9' x 0.082' x 0.153- 26'-10' d 25'-6- dl 24'-5- di 23'S' c1l 22'-8- di 21'-11' dl 21'4- di 20'-9' dj W-3' dl W-10- dj 19'-5' dl 18'-11' d (2) 2" x 10" x 0.092" x 0.187' 31'-2' dl 29'-T c1l 21r4' di 2T-3' cil 26'-3' dl 25'-6" c1l 24'-9' di 24'-1" di 23'-6' dj 22'-11' dj 27-6' dl 22-0' 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 I10 t.I.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 2.1.2 C-130 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 130 MPH velocity: using design load of 24.8 #11SF Single Self -Mating Beams Tributary Load Width 6'-0- T-0" 1 8'-0' 1 9'-0" 1 10'-0" 1 11'-0" 1 12'-0' 1 13'-0" 1 14'-0' 1 15'-0" 1 16'-0' 1 1T-0' Allowable Span'L' / bending W or deflection'd' 2" x 4" x 0.046" x 0.050" T-9' d T.5' d T-1' d 6'-10' di 6'-7' d 6'-4' bi 6-l' b 5-10' b 5' 7' bl 5'-5- b 53- b 5--1' b 2" x 5' x 0.050" x 0.048" 9'-7' d 9'-2' d 8'-9' d 8'S' d 8'-1' d 7'-10" d T-8' d T-5' d T-3' b 6'-11' b 6'-9" b 6'-7' b 2" x 6" x 0.050' x 0.060" 11'-3" d 10'-9' d 10'-3" d 9'-10- d 9'-6' d 9'-3" d 8%l V d 8'-7' b 8'-4' b 8'-0' b T-9' b T-6' b 2" x 7' x 0.060" x 0.060" 17-11' d 12'3" d 11%9' d 11'-3' d 10'-10' d 10'-6' d 10'3' d 9'-11' d 9'-7' b 9'-3' b 8'-11- b 8'-9' b 2" x 8" x 0.072' x 0A 12' 15-11' d 15'-1' d 14'-5' d 13'-11' d 13'-5' d 12'-11" d 17-7' d 17-3" d l l'-11' d 11'-8' d 11'-5' d 11'-2' b 0.072' x 0.112- 11-6- d 16'-7' d 16-11' d 153' d 14'-9- d 14'-3" d 13'-10- d 13'-6' d 13'-2- d 12'-11- d 12'-6- b 12'-2- b x 0.153' 18'-9' d 1T-9' d 1T-0" d 16'-4' d 15-10' d 164" d 14'-10' d 14'-6' d 14'-1" d 13'-10" d 13'-6' d 13'-3' d 2" x 10" x 0.092" x 0.187' 1 21'-9" d 20'-8" d 19'-9' d 18'41' d 18'-4" d 1T-9" d 1T-3' d 16'-g' d 16'-5" d 16'-0" d 16-8' d 164' d Double Self -Mating Beams Tribute Load Width 6'-0" T-0• 8'-0" 9,-0" 10,-0" 11'-0" 12--0' 1 13--0" Allowable Span 'L' / bending'b' or deflection'd' 2) 2" x 8" x O.D72" x 0.112" 20'-0' d 19'-0' c1l 18'-2' d I 1T-6' di 16'-11' d 16'4' d 15-11' d 1 S-0' d 1 S-1' di 14'-9' d 14'5' d 14'-2" d 2) 2" x 9" x 0.072' x 0.112' 27-0' d 20'-11- d 20'-0- d 19'-3- d 18'-T tl 1T-11' d 1T-6' d 1T-0' d 16'-T c1 16'3- d 15'-11- dj 1 S-T d 2) 2" x 9" x 0.082" x 0.153" 23'-T d 27-5' d 1 21'-5- d 1 20'-7-di 19'41- di 19'-3' di 18'-9' di 18'-3' di 1T-9' di 1TS" di 17'-0' di 16'-8' d 2) 2" x 10" x 0.092" x 0.187' 274 d 26-11" dj 24'-10' dl 23'-11' di 23'-1' dl 22'4' c1l 21'-9' dl 21'-2' dl 20'-6' di 20'-2- di 19'-9- dj 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 carrier 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, (7 Z W W o_ O LL M 0 0 Z R W W Z O `W Of O 0 W 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. 00 These alloy marks are used solely for our 6005 extrusions. It is xn ultimately the contractors responsibility that they receive and use only W 6005 alloy shapes when using this engineering. We are providing this a - document to simplify the indentification of our 6005 alloy materials to 0 be used in conjuction with our 6005 engineering. W A separate signed and sealed document from Town &Country y 0 will be provided to our pre -approved contractors once the materials are y purchased. TCI 6005 SELF -MATING _ ALLOY INDICATOR TCI 6005 HOLLOW CATOR d �� ` m. rn ZLL d= y LL a, o CI 0 � E N a w C c`z E z Q O m h m 0o DO K LL m 6J za 30 5 J U) Z O F Z It LU 0 o Uj 0 N 20 Z U U) Z 0 CD U) Q � W lZi1 u U)Z0EL WOWS M Ja 0 N Q Co w n 3 IX Y) o g �LLIJO F W )-_p 0 = W LL 0 Z �LLLL�� o 06 a- F- Z ¢ 0 z 0 O t U 7 m Z W tZ _Z Q ¢ o of O � J Q tL W � Q o o N F_ ^ rn (0 r k 2N n 0 LL J W M M iz Lu W CO rnx0 2 m 10U d O LL �o o ar m Jr 0 0) cc C m fr r a W coo'Cr a to C 0 CaIC D o L n m �/ SEAL Lr• W W *' SHEETLu Z V 9A-130 z 12 W m 08-12-2010 OF Q Table 2.1.1 A-140-1 Town & Country Industries, Inc. Table 2.1.2 A-140-1 Town & Country Industries, Inc. 6005 TCI 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 T-5 For 3 sec. wind gust for 140-1 MPH velocity; For 3 sec. wind gust at 140-1 MPH; usinc deslen load of 18.4 #ISF (65.7 f#SF for Max. Cantilever) Using design load of 28.7 #ISF (65.7 #ISF for Max. Cantilever) Load I Max. Span 'L7(bending'b' or deflection'd') I Load I Max. Span'L'I(bending'b' or deflection'd') Width (ft.) 1&2 Span 3 Span I 4 Span I _Mao..". Width (fL) 1&2 Span 3 Span I 4 Span f` Max; Width (fL)(1&2 Span( 3Span I 4Span Wldth (ft.)l 1&2 Span 1 3 Span I 4 Span x4"x Width (fL)1 1&2 Span I 3 Span I 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 2.1.1B-140-1 Town & Country' Industries, Inc. .6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with MonoSloped• Roofs Aluminum Alloy 6005 T-5 ,Fd'r.3 sew+wind gust for 140-1 MPH velocity; Using design Toad of 18.4 f#SF 65.7 #ISF for Max. Cantilever 2"..x4':x U.D4 6' x 0.050" SMB 2" x 5" x 0.050" x 0.048" SMB -.:Load ,.' Width (fL) .:Max. Span'L'/(bending'b' or deflectlonl Load Width (R) Max. Span 'L'1(bending'b' or deflection'd') 182 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4 9'-10- d 1 12'-2- d 12'-5" d 7-11" d 4 12'.2' d 16-0' d 15'4' d T4" d 5 9'-2' d 11'-3" d 1 V-6' d 1'-9" d 5 11'4' d 13'41' d 14'-W d T-2' d 6 8W" d 10'-7' d 10'-9' b 1'-8' d 6 101-8' d 13'-2' d 13'-5" d 2'-1' d 7 8'-2" d 10'-1' d 9'-11' b 1'-7' d 7 W-1' d 12-6" d 12'-9" d 1'-11- d a T-10" d 9'-8' d 9'4' b 1'S' d 8 9'-8- d 11'-11- d 12'-2- d 1'-10" d 9 T-6" d 9'-1' b 8'-10' b T-T d 9 9'-3' d 11'S" d 11'-6' b 1'-10' d 10 7'-3" d 8'-8' b B'-4 b 1'-5" d 10 8'-11' d 11'-1' d 10'-11" b 1'-9' d 11 T-0" d 8'-3" b 7-11. b 1 _4 d 11 8'-8' d 1 10'-9" d 1 10'-5- b 1'-8- d 12 6'-10- d T-11" b 1 T-7- b 1'4- d 12 8'S' d I 10'-3' b 1 9'-11" b 1'-8- d 2" x 6" x 0.050" x 0.060" SMB 2" x 7" x 0.060" x 0.060" SMB 4 W-21" d 1T-7' d 1T-11' d 2'-9- d 4 16'4' d 2U-2' d 20W' d 3'-2' d 5 1&3' d 16'4" d W-8' d 2'-T d 5 15'-2- d 18'-8' d 19'-1' d 2'-11' d 6 17-6* d 15'-5' d 15S' d 2'S' d 6 14'3' d 1T-7" d 1T-11' d 2'-9' d 7 11'-10" d 14'-7' d 14'-9" b 2'4' d 7 IT-6' d 16'-9' d 1T-1" d 2'7' d 8 11'4' d 13'-1I' d 13'-9" b 2'-T d 8 12'-11" d W-11' d 15'-11' b Z-6" d 9 10'41' d 13'-5" b 12'-11' b 7-1' d 9 17-5' d 154" d 15'-W b 7-5" d 10 10'-6' d 12'-9" b 174' b 2'-W d 10 1Z-W d 14'-9' b 14'-3" b 2'4' d 11 10'-2' d 12'-2' b 11'-9' b VA V d 11 11'-8" d 14'-l' b 13'-7' b 2'-3' d 12 9'-11" d 11'-8' b I 11'3' b 1'-11' d 12 11'4' d 1 13'S' b 13'-0' b 2'-2' d 2"x8"x0.072"x0A 12" SMB 2"x9"x 0.072"x 0.112"SMB 2U-1' d 24'-10' d 5'4 2" d T-11' d 4 27-1' d 2T4" d 2T-10' d 4'-0' d 18'-8' d 23'-1' d 23'S' d 3'3*-7'd 5 20'S"d 25'4' d 25'-10" d S-11" d 1T-7' d 21'-8' d 22'-2' d 3'-5' d 6 19'4" d 23'-10" d 244' d 3-9- d 16'-W d 20'-7' d 21'-0' d3-3*' d 7 18'4' d 22-W d 23'-1' d 3-7' d K74 15'-11' d 19'-8' d 20'-1' d 3'-1' d 8 1T-T d 21'-8" d 22'-1' d 3'-5" d IS-4" d 18'41' d 19'3' b 7-11' d 9 16'-10' d W-10' d 20'-11" b T-3" d W-10' d 18'4" d 18'3' b 2'-10" d 10 16'-3' d 20'-1' d 19'-10" b 3' 2' d 14'4' d 1T-9" d 1T-5' b 2'-9' d 11 15'-9" d 19'S' d W-11' b T-1' d 12 13'-11" d 1T-3" d 16'-W b 2'-8" d 12 15'4' d 18'-9" b 18'-Y b 2'-11- d 2" x 9" x 0.082" x 0.153" SMB 2" x 10" x OA92" x 0A 87" SMB 23-W d 29'-3' d 29'-10' d 4'-0" d 4 2T-6' d 33'-11' d 34'-7' d 4'-0" d 21'-11' d 2T-Y d 27'-9' d 4'-0' d 5 25S' d 3l'S' d 32-Y d 4'-0' d 20'-B' d 25'-T d 26'-1' d V-T d 6 24-W d 29-8' d 30'-3" d 4'-0- d 19'-B" d 24'-3" d 24-9' d 3'-10" d 7 27-10' d 28'-2' d 28'-9' d V-O' d F1044 IF-10' d 23'-3" d 23-8' d T-8" d 8 21'-10' d W-11" d 27'S' d 4-W d 18'-1' d 22'4" d 22'-9' d 3-6" d 9 20'-11" d 25'-11" d 26'S' d 4'-D'1T-6' d 21'-T d 21'-11' d 3'-5" d 10 20'3' d 25'-0' d 25S" d 3'-11' d 16.11' d 20'-11" d 21'-0" b 3'-3' d 11 1T-7' d 24'-3' d 24'-9' d S-10' d 1 16'S' d 20'4- d 20'-T b 1 3'-2- d 12 1 19'-1' d 23'-6' d 23'-10' b ' Mono -sloped roofs include gables where the slope of the root is less man v 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 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load I Max. Span'L'/(bending'b' or deflection'dLoad I Max. Span 'L'I(bending'b' or deflection'd') Width (fL) 1&2 Span 1 3 Span 1 4 Span ranlfiilly ar Width (ft.) 1 1&2 Span 1 3 Span 1 4 Span r- Mt"- t" X 3" X 0.0bu'* Hollow 2" 1r 4" x 0.050" Hollow Load I Max. Span'L'/(bending'b' or deflection'dj I Load Max. Span'L'I(bending'b' or deflection'd') Width (ft.) 1&2 Span 3 Span I 4 Span r""Max' ". Width (ft.) 1&2 Span I 3 Span 4 Span" - Width (fL) 1 1&2 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-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 3 sec wind gust for 140-1 MPH velocity; Usino deslon load of 2a7 #ISF I6i7 8/SF fnr Max. Cantilavarl 2" x 4" x 0.046" x 0.050" SMB 2" x 5" x 0.050" x 0.048" SMB Load Width (ft.) Max. Span VI(bending W or deflection'd') Load Width (fL) Max. Span'L'1(bending'b' or deflection'd' 1&2 Span 3 Span 4Span Cantilever 182 Span 3 Span 4 Span Ca vntiet 4 8'-6" d 10'-6" d 10'-7- b T-11' d 4 101-6' d l ZA 1' d 13'-3' d 74' d 5 IPA V d 9-9" d 9'-5' b I' 9' d 5 9'-9" d 12'-0" d 12'-3" d 2'-2" d 6 T-5' d 8'-11' b 8'.8' b 1'-8" d 6 9'-2" d 11'4' d 1 T-3" b 2'-l' d 7 T-1" d F3' b T-11' b 1W' d 7 F-8' d W-9' d 10'S" b 1'-11' d 8 6'-9" d T-9- b TS' b V-6- d 8 8'4' d I IVA" b 9'-9" b 1'-10- d 9 6'S' d T-3- b T-1- b 1'-5" d 9 8'-0' d 9'-6" b 9'-2' b 1'-10" d 10 6'-2" b 6-11' b 6'-8' b d 10 T-9" d 9'-0' b B'-9" b 1'-9" d 11 5'-11- b T-7" b 6'-4-b 1'4' d 11 T-6' d 8'-7' b 8'4" b 1'-B' d 12 5'-B' b U4" b 6'-1" b 1'4' d 12 T-3' d, 8'-3' b T-11" 2" x 6" x 0.050" if 0.060" SMB 2" x 7' x 0.060" x 0.060" SMB 4 12'4' d 15'-2' d 15'S' d 2'-9" d 4 W-1" d 17'4' d 17'-9" d T-2' d 5 11'-5" d 14'-1' d 'IT-11' b 7-7' d 5 13'-1' d 16'-1' d 16'-2" b 2'-11' d 6 10'-9' d 13'-2" b 12'-9' b 7S' d 6 12'-3' d 15'-2" d 14'-9" b 2'-9' d 7 10'-2' d 17-2' b 11'-9' b 2'4' d 7 11'-8' d 14'-2' b 13'-W b 7-7- d 8 9'-9' d 11'S' b 11'-0' b 2'-2' d 8 11'-2' d 13'3' b 1 Z-9" b 2'S' d 9 9'-5" d 10'-9' b 10'-5' b 2'-1' d 9 1g'-9' d IT-6' b 12'-1' b 7-5' d 10 9'-1' d 10'-2' b 9%10' b 2'-0' d 10 10'4- d 11'-10' b 1 T-5- b 2'4- d 11 &-8' b 9'-9" b 9'-5' b 1'-11' d 11 10'-0' d 11'3' b 10'-11' b 73" d 12 6'4' b 9'4' b 8'-11' b 1'-11' d 12 9'-8" b 10'-1 D' b 10'-5 b 7-2d 2" x'B" x 0:07T'x0112"'SMB"'7} 2" x 9' x 0.072" x 0.112" SMB 4� -1T4� d- -21'=5'-_Fd 21'-10' dET-11" 4 19'-1' d 23'-7- d 24' 0' d 4'-0- d 5 16'-l' d 19'-10' d 2U-3" dd 5 17'-S' d 21'-10- d 22'4- d 3'-11- d ,�6- 0 1542'2tdu 18'-8' d 18'-11" bd 6 16'-B' d 20'-T d 20'-7- b 3'-g" d -7'•' `14'S'�d' 17'-9' d 17'S' bd 7 15'-10' d 1W-6- d 19'-0" b T-7- d a 1&-9' d 16'-11' b 16'4" bd 8 15'-2' d 18'-5' b 1T-9" b 3'-5' d 9 13'3' d 15'-11" b 16-5" bd 9 14' 7- d 17'4- b 16'9'b 3'-3" d 10 12-9' d W-2' b 14'-W bd 10 14'-l' d 16-6'b 15'11'b 3'-2- d 11 174' d 14'-5' b 13'-11' bd 11 13'-7" d 157-8 b 15'.2" b T-1' d 12 12'-0' d IT-10- b IT4- bd 12 13'3' d 15'-0' b 2"x9"x 0.082"x 0.153" SMB 2-x 10'x O.D92"x 0.1117-SMB 4 20'-5" d 263' d 25'-9" d 4'-0" d 4 2T-8' d 29'3' d 29'-10- d 4'-0' d 5 18'-11' d 23'-5' d 23'-11' d 4'-0' d 5 21'-11- d 2T-2- d 277-9' d 4'-W d 6 1T-10' d 27-1' d 27-6" d 4' 0" d 6 20'-B- d 25'-7' d 26'-7' d 4'-0' d 7 16'-11' d 20'-11" d 21'-l' b T-10' d 7 19'-8' d 24'-3" d 24'-9- d 4'-0" d 8 16-3" d 20'-0' d 19'-9' b T-8- d 8 1&-10- d 23'-3- d 23 -5 b 4'-0- d 9 15'-7- d 19'3' b 1&-T b 3'-6" d 9 W-1' d 224" d 22'-l' b 4'-0' d 10 15'-1' d 18'-3' b 1T-B' b 3'-5' d 10 17'S" d 21'-7- d 20'-11' b T-11' d 11 14W' d 17'-5' b 16-10' b 3'3' d 11 16'-11' d 20'-8" b 19-11- b 3'-10' d 12 1 14'-2" d 16'-8- b 16'-1' b 3'-2- d 12 16'-5' d 19'-9" b 19'-1' b 3'-8' 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 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 Fnr 3 _car wind ,-t Mr 1dn-1 MPH valneity ucina design load of 29.7 #ISF Single Self -Mating Beams Tributary Load Width 6'-0" I T-0" I B'-0" 1 9'-0" 1 10'.0" 1 11'-0' 1 IT-0" 1 13'-0" 1 14'-0" 1 15 0- 16'-0" IT-0- Allowable Span'L' / bending'b' or deflection'd' 2" x 4" x 0.046" x 0.050" 7'-5' d T-0' d T-9' d 6'-6' d 6'-2" b 5'-11" b 1 5'-8" b 5'-5' b 5'-3" b 5'-1' b 4'-11' b 4'-9' b 2" x 5" x 0.050' x 0.048" 9'-2" d 6'-T d 8'-4' d 8'-0' d 79' d T-6' d T-3' b 6'-11' b 6'-9" b 6'-6' b 6'4' b 6'-1' b 2" x 6" x 0.050" x 0.060" 10'-9" d 10'-2" d 9'-9" d 9'-5' d 9'-1' d 8'-8' b 8'4" b 9-W b T-9" b T-5' b T-3' b 6'-11' b 2" x 7- x 0.060" x 0.060" 12'-3' d 11'-8' d 11'-2' d 10'-9" d 10'-4' d 10'-0' d 9'-8' b 9'-3' b 8'-11- b B'-8- b 8'4" b. 8'-1' b 2" x 8" x 0.072" x 0.11 Y 15'-2' d 14'-5" d 13'-9' d 13'-3' d 12'-9' d 12'-4" d 12'-0' d 11'-8' d 11'-5' d 111-1" b W-9' b 10, 5' b 2" x 9" x 0.072" x 0.112" 16'-8" d 16-10" d 15'-1' d 14'-6" d 14'-0' d 1 T-7' d IT-3' d 12'-10' d 12'-5' b 1 T-O* b 11'-8' b 1 T-0" b 2" x 9" x 0.082" x 0.153" 17'-10' d 16'-11' d 16'-2' d 15'-7' d 15'-1' d 14W" d 14'-2' d 13'-9' d 13'-5' d 13'-2' d 17-10' J 12'-6- b 2" x 10" x 0.092" x 0.187" 1 20'-8" di 19'-8" di 18'-10' di 18'-1' d 17'-5' d 16'-11' d W-5' d 15'-11- d 15'-7- d 15'-3- di 14'-11- fit 14'-7- d Double Self -Mating Beams Tributary Load Width 6'-0" T-0" 8'-0" 9'-0" 10'-O" 11I 17.0" 1 13'-0" 1 14'-0" 1 15'-0" 1 1V-O" 1 17'-D" Allowable Span I bending'b' or deflection'd' 2) 2" x 8" x 0.072" x 0.112" 19'-1' d 18'-1' d 17'-4' d 16'-8" dl W-l" dl 15W' d 15'-2' dl 14'-9' di 14'-5' dl 14'-1" dl 1T-9- di 13'-6- d (2) 2" x 9" x 0.072" x 0.112- 20'-11' dl 19'-11' di 19'-1' dl 18'4" di 17'-8' di 17'-2" dil 16'-8' di 16'-2' di 16-10" dl 15'-5' d I W-1' di 14'-10" d (2) 2" x 9" x 0.082" x 0.153" 22'-6- dl 21'4- dl 20'-5- dl 19'-8- dl 18'-11- dl 18'4- dl 17--10- dl 1T4" di 16'-11- dl 16'-7- di 16'-2" di 15'-11- d (2) 2" x 10" x 0.092" x 0.187" 26'-1" di 24'-9" dl 23'-8' di 27-9" d 21'-11' d 21'4' di 20'-8' dl 20'-Y dl 19'-8" dl 1 g'-2' dl 18'40' dl 18'-5' d - Mono -sloped tools 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 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 2.1.2 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 T5 For 3 see. wind oust for 140-1 MPH valneit- usinn daslnn Inad of 2A 7 WRF Single Self -Mating Beams Tributary Load Width 6'-0" 7'-0" 1 8'-0" 1 9'-0' 1 10'-0" 1 11'-0" 1 12'-0' 1 13'-0" 1 14'-0" 1 15'-0" 1 16'-0- 17'-0" Allowable Span'U / bending'b' or deflection 'd' 2" x 4" x 0.046" x 0.050" T-5' d T-0" d 6'-9' d 6'-6' d 6'-2' If 5'-11" b 6-8" b 5'-5' b 5'-3' b 5'-1" b 4'-11' b 4'-9' b 2" x 5" x 0.050" x 0.048' 972- d 8'-8- d 6'4' d F-O' d T-9" d T-6' d 7'-3" b 6'-11' b 6'-9' b 6'-6" b 6'4' b 6-1' b 2" x 6" x 0.050" x 0.060" 10'-9' d 10'-2' d 9'-9' d 9'-5' d 9'-1' d 8'-8' b 8'4' b V-W b T-9" b 7'-5' b T-T If 6'-11' If 2" x 7" x 0.060" x 0.060" 12'-3" d 11'-8" d 11'-2" d 10'-9' d 10'4' d 10'-0" d 9'-8' b 9'-3" b 8'-1 P b 8'-8' b 8'4' b 8'-1' b 2" x 8" x 0.072" x 0.112" 15'-2" d 14' 5- d IT-9- d 1 T,3- d 17-9" d 12'4- d 12'-0' d 11'-8" d 11'-5- d 11'-1' b 1(Y-8" b 10'-5- b F2" x 9" x 0.072" x 0.112" 16'-B' d 15'-10" d INN' d 14'-6' d 14'-0' d 13'-7' d 13'-3' d 17-10' d 12'-5' b 12'-0" b 11'-8" b 11'4' b 2" x 9" x O.D82' x 0.1 W. 1T-10" d 16--11' d 16'-2- d 15'-7- d 15'-1- d 14.7- d 14'-2- d 13'-9' d IT-5- d 13'-2- d 12'-10- d 12'-6- b 2" x 10" x 0.092" x 0.187' 20'-8- d 19'-8' d 18'-10" d 18'-1- d 1T-5- d 16'-11- d 76'-5- d 15'-11' d 15'-7- d 15-3" d W-1I- d 14'-7' d Double Self -Mating Beams Tributary Load Width 6'-0" T-0" 1 8'-0" 1 9'-0' 1 10'-0- W-0" 1 12'-0" 1 1T-0" 1 14'-0" 15'-0- 16'-0' 1 17'-0" Allowable Span 'L' / bending'b' or deflection'd' 2) 2' x 8" x 0.072" x 0.112" 19'-1' d 18'-t' d 1 T4- d 16'-8" d 16'-1" d 15'-7' ill15-2' d 14'-9' d 14'S' d 14'-1" d 13'-9' d 13'-6' d 2 2" x 9' x 0.072" x 0.112" 20'-11' d 19'-11' d 19'-1- d 18'4- d 7T-8- d 1T-2- tl 16'-8" d 16'-2- d 15-A 0- tl 75'-5" d 15-1- d 14'-10- d 2) 2" x 9" x 0.0B2" x 0.153' 22'-6" d 21'4' d 20'-5" d 19'-8' d 18'-11' tl 164" ill1T-10' d 17'4" d 16'-11' d 16'-7- dl 16'-2" d 15'-11" d 2) 2" x 10" x 0.092" x 0.187" 26'-1" di 24'-9' dj 2T-8" dl 22'-9' d 21'-11' d 21'4' dl 20'-8' di 20'-2' di 19'-8' dl 19'-2- d I 18'-10' d 18'-S d - Mono -striped roofs Include gables where the slope of the mot Is less then 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 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 Spam. 5. Spans may be interpolated. Town & Country 6005 Indicator Malin (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 delafls 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 bA �m Z < am y o d0 z � ' ' o w C z_ Q m LL ¢O O o0: Co ui za E� 30 8g Z J O w Z W o 0 20 Of Z U Z f2 �CDfqw W Z W w :E a u)QC/)LEI W I-_ Do m (� IL o I- W 1= 0 w L) offl' o LL IL C7 )- Z 2 z U) 0 Q e- O W _ I m Z Q o 2 z O J Q LL Q r 0 N 'T u) � CD rn Z N rn J W M v W W LL 2 ai ii E W 0 LL °ra ¢ 0 v m C j IL ; 0) ZI` (i 33 ) m ti 0) a LLIU) 4 m L a 0 0) 0 O C a 2611 � '3EAL 'SHEET 9A-1401 06-12-2010 1 OF 12 tl K 0 0 Z IX W W Z ED Z W r Z Z W to r0� u 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 sec. wind gust for 140-2 MPH velocity; Using design load of 32.4 # /SF (65.7 #NSF for Max. Cantilever) 2" x 2- x 0.040" Hollow 2' x 3" x 0.045' Hollow Load Width (ft.) Max. Span'L7(bending'b' or denection'd') Load Width (R) Max. Span VI(bending'b'ordefleclion'dl 1&2 Span 3 Span 4 Span Cantll ver 1&2 Span 3 Span 4 Span MM Cantilever 4 4'-1" d 4'-11- d 5'-l' d 0'-11' d 4 S-8' d 6'-11' d T-11' b V-4" d 5 3'-9' d 4'-8' d 41-8" b 0'-11' d 5 5'-3' d 6'-5' d 6'-3- b 1'-3" d 6 3'-fi' d 4 '-4- d 4'-3- b 0'-10' d 6 4'41' d 5'-11' b 5'-8' b 1'-2' d 7 3'-4' d 4'-1' b T-11' b 0'-9" d 7 441' d 5'-6" b 5'-3- b 1'-1' d 8 3'.9' d 3'-10' b T-8' b 0'-9' d 8 4'-6' d 5'-l' b 4'-11' b 1'-1' d 9 T-1'. d 3'-T b T-6' b 0'-9' d 9 4'4' d 4'-IT b 4'-8' b 1'-0' d 10 7-11' d 3'-5' b 3'-4- b 0'-8' d 10 4'-1" b 4'-7- b 4'-5- b 0'-11- d 1 1 7-11' d T-T b 3'-Y b 0' ' -& d 11 3'-11' b 4'4' b 4'-0' b 0'-11' d 12 2'-10' b 3'-2' b 3'-0' b 0'-8' d 12 3'-9' b 4'-Y b 4'-0- b 0'-11- d 2" x 3" x 0.060" Hollow 2' x 4" x 0.050' Hollow Load Width (ft.) Max. Span'L'I(bending'b' or deflectlon'dj Load Width ft) Max. Spa n'121(bending'b' or deflection'dj 1&2 Span 3 Span 4 Span CaM x. 1&2 Span 3 Span 4 Span Cantilever 4 6'-3' d T-9" d 7'-110' d 1'-6' d 4 T4' d 8'-11' b 8'-7' to 1'-9' d 5 5-10" d T-2" d T-0" d 1'4' d 5 5-10' d T-11' b T-8' b 1'-7' it 6 S-5' d 6'-9' d 6'-W b 1'-3" d 6 6'-5' d TJ' to T-T b V-6' d 7 5-2' d 6-5' b 6'-2' b 1'-3' d 7 6'-0' b 6'-9' b 6'-8' b 1'-5' d 8 4'-11" d 5'-11' to 5'-9' b 1'-2' d a 6-7' b 6'-3" b 6'-1' b V-4- d 9 4'-9' d 5'-8' b 5'-5' b 1'-1' d 9 6 4' b 5'-11' b 5'-9' b V-4' d 10 4'-7' d 5'4" b 5'-2- b 1'-1' d 10 6-T b 5'-7" b 5' 5" b 1'-3" d 11 1 4'-5- d 1 5'-1' b 4' -11" d 11 4'-10' b 64. b 5'-2" b V-3- d 12 4.4- d 4'-11' b 4'-9b 1'-0' d 12 4'-T b 5'-2' b 4'-11' b 1'-2" d " x 2" x 0.045" Hollow Load Width (fL) Max.Span'L"I(bending'b' or deflection 'd 1&2 Span 3 Span p 4 S p an Max' Cantilever 4 4'-7' d 5'-W d 5-9" d 1'-1' d 5 4'-3' d 5'-3' d &4' d 0'-11' d 6 3'-1 I" d 4'-11' d 5'-0' d 0'-11' d 7 T-9' d 4'-8' d 4'-9' b U-11' d a 3W' d 4'-T d 4'-5' b 0'-10' d 9 3'S' d 4'4' d 4'-Y b 0'-10' d 10 3'4' d 4'-1' b I3'-11' b 0'-9" d 111 3'-3- d 1 T-11- b 1 3'-9' b 0'-9- d :.r12..' 1 S-2- d 1 3'-9- b 1 3W' b 0'-9- d ".Mono-stopad roofs include gables where the slope of the roof Is less than 1' in 12'. 'Notes: -IL:4ove 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-140-2 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 sec. wind gust at 140-2 MPH; Using design load of 30.9 #ISF (65.7 #ISF for Max. Cantilever) 2" x 2- x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width(M) Max. Span 'L"1(bending'b' or deflection 'd') I Load Width (IL) Max.Span'L'I(bending'b'or deflection'd' ,1&2 Span 3 Span 4 Span Max" Cantilevar 1&2 Span 3 Span 4 Span M - Cantilever 4 4'-1' d I 5'-1' tl 5'-2" d 0'-71' d 1 4 5'-9- d T-1- d T-2- b 1'-0' d 5 3'-10- d 4'-9- d 4.10- b 0'-11- d 5 5'4- d 6'-7- d 6'-5" b 1'-3' d 6 3'-7' d 4'-5' d 4'4' b 0'-10' d 6 4'-1Y d Ft- b 710" b 1'-2' d 7 T-5' d 4'-2" b 4'-1" b 0'-9' d 7 4'-9- d 5'-7- b S-5' b 1'-1' d 8 3'-3' d 3'-11' b 3'-9' b U-9" d 8 4'-6- d 5'-3- b 7 5'-1' b 1'-1' d 9 3'-2' d 3'-8' b 3' 7- b 0'-9- d 9 4'-4' d 4'-11' b 4'-9- b 1'-0' d 10 3'-0' d 3'-0" b 3'S to 0'-13' d 10 4'-2' 2 b 4' -8 b 4'4i' b 0'-11' d 11 2'-11" d T-4' to 3'-3' b U-8' d 11 T-11- to 4'-6' b 4'4' b 0'-11' d 12 2'-10' d 3'-2" b 3'-1' b 0'-8' d 12 37-10- b 4'J' b 4'-2' b T-11' d Y x 3' x 0.060" Hollow 2' x 4" x 0.050" Hollow Load Width (ft.) Max. Spa n'L7(bending'b' or deflaction'd Load Width ft) Ma). Span'L'I(bending'b' or deflection'd' 182 Span 3 Span 1 4 Span Cantll ver 1&2 Span 3 Span 4 Span Cantilever 4 6'-4" d T-10' d T-11' d 1'-6- d 4 T-6- d 9'-1- b 0' b 1'-9' d 5 5'-11' d T.1' d T-5' d 1-4' d 5 6'-11' d .1b T-10' b 1'-7' d 6 5'-6' d 6'-10' tl U-10- b 1'-30 d 6 6'-0' d T-5- b 1 T-2- b I 1'-&' d 7 5'-3' d. 6'-6" d I6'4'- b - 1'-3' it 7 6'-2- b 6'-11- b- - T-8r b - P-5r d 8 5'-0' d 6'-1' b S-11" b 1'-2' d 8 5'-9" b 6'-5' b 1 6'-3" b 1'4' d 9 4'-10' d 5'-9" b 5'-7' b 1'-1- d 9 5'-5" b 6'-1" b 5'-10' b 1'4' d 10 4'-0' d 5'-6" b 5'-3' b 1'-1- d 10 5'-2" b 5'-9" b 5'-7- b 1 1'-3- d 11 4'-6- d 5'-3- b 5'-1' b 1'-1' it 11 4'-11' b 5'-6" b 1 5'4' b 1 1'-3' d 12 4'-5' d 1 4'-11' h I 4'-10' b 1'-0' d 12 4'-8' b 5'-3' b 1 5'-1" b I t'-T d "x 2" x 0.045" Hollow Load Width (tL) Max. Spa n'L'1(bending'b' or deflection 'd) 1&2 Span 3 Span 4 Span Max. Cantilever 4 4'-8' d 5'-9' d 5-10' d 1'-1' it 5 4'-4' d 54' d 5'-5' d 0.11' d 6 4'-1' d 5'-0' d 5'-1' d 0'-11' it 7 3'-10' d 4'-9- d 4'-10- b 0'-11- d 8 3'-8' d 4' 7- d 4'-6" b 0'-10' it 9 1 3'-6' d 4'-4' d 4'-3' to 0'-10' it 10 3'-5' d 4'-2- b 4'-1' b 0'-9- d 11 3'4' b 3'-10' b U-9' d 12 T-3" d 3'-15: b 3'-8- 1, 1 mg- 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 2:1.2B-140-2 Town & Country Industries, Inc. Table 2.1.2E-140-2 Town & Country Industries, Inc. ;6005;TCI Allowable 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 sec. wind gust for 140-2 MPH velocity; :Usin -+ sIn sec wind gust for 14D-2 MPH velocity;g'deslgn load of 30.9 #ISF (65.7 #ISF for Max. Cantilever) Using design load of 30.9 FdSF (65.7 #NSF for Max. Cantilever 2'a(.47•ii'D.046" x 0.050" SMB 2" x 5" x 0.050" x 0.048" SMB 'Loid? Width ft) Max. Span'L7(bending W or deflection'dj Load Width ft) Max. Span'L'I(bending'b' or deflection'd 1&2 Span 3 Span 4 Span CaMi ever 1&2 Span 3 Span 4 Span CaM ever 4 8'-3' d 10'-3' d 10'-2' b 1'-11" d 4 10'-3' it 12'-8' d 17-11' d 74" d 5 T-8' d 9'S" b 9'-1' b 1'-9' it 5 9'-6' it 11'-9' d 11'-11' b 2'-2' d 6 7'-3" d 8'-T b 8'4' b 1'-8' it 6 8'-11' d IVA" d 10'-10" b 2'-1' it 7 6'-10' d 7-11' b T-8' b 1'-T it 7 8'-6" d 10'-5" b 10'-W b 1'-11" d 8 6'4" d T-5' b 7'-2' b 1'-6" it 8 8'-Y d 9'-9' b 9'-5" b 1'-10' d 9 U-3- b T-0' b 6'-9' b 75- d 9 T-10" d 9'-2' b 8'-10' b 1'-10' it 10 5'11" b 6'-8' b 6'-5' b 1'-5' d 10 T-T d B'-0' b 8'S' b T-9' d 11 V-8" b 6'4' b 6'-2' b 1'4" d 11 T-4" d 8'J" b 8'-0" b 1'-8' d 12 &-5- h 6'-1' b 5'-11- b 1'4- d 12 1 T-1- b I T-11- b T-8- b T-8- d 2" x 6" x 0.050" x 0.060" SMB 2" x 7" x 0.060" x 0.060" SMB 4 12'-0' d 14'-10' d 15'-0' b 7-9' d 4 13'-9' d 16'-11' d 1T-3' d T-2' d 5 11'-2- d 13'-9' it 13'-5' b 2'-T d 5 17-9' d 1&-9' d 15-T to 2'-11' d 6 19S d 17-8' b 1Z-3" b 7-5' d 6 1T-1I' d 14'-9' b 14'-0' b 7-9' d 7 9'-11- d IV-9' b 114' b 74' it 7 11'S' d 13'7' b 13'-Y to 7-7" d 8 9'-T d 1U-11' to 10'-7* b 7-2" d 6 10'-11' it 17-9' b 174' b 7-W d 9 9'-2' d IU4' b 19-V b 2'-1' d 9 Iff-W d 12'-0' b 11' 7' to 7-5' d 10 8'-9' to 9'-10' b 9'-6' b 7-0' it 10 10'-l' d 11'-5' b 11'-0" b 74' d 11 9-5" b 9'4' to 9'-1' b 1'-11' d 11 9'-9' b 10'-10' b 1&-6' b 7-0' d 12 1 8'-0- b 1 8'-11- b 8'-W b 1 11'41- it 12 1 9'4' b I Ill's" b 10'-1' b 2'-2" d 2'x 8"x 0.072"x 0.112'SM13 2" x 9' x 0.072" x 0.11Y SMB 4 IV-1 I' d 20'-11' d 21'4' d 3'-11' it 4 18'-7" d 27-11' it 23'-5' d 4'-0' d 5 15'-8' d W-5" d 19'-9" d 3'-7' it 5 1T-3' it 21'4" d 21'-W b 3'-11" d 6 14'-9" d 18'-3' d 18'-T b 3'-S d 6 16'-3- d 2U-1- d 19'-10' b 3'-9' d 7 14'-0' d 1T4' d 16'-10' b T-3- d 7 1SS' d 18'-11' to 18'4' b 3'-7r- d 8 13'S' d 16'4' b 15'-9- b 3'-1' it 8 14'-9' d 1T-9' b 1T-2' b W-5' d 9 12'-11' d 15'S' b W-10' b 7-1 T it 9 14' 2' d 16'-9' b I W-Y b T-3' d 10 17-S' d 14W" b 14'-l' b 7-10' d 10 13'-W d 15-1IT b 154- to 3'-Y d 11 12'-1' d 1VA V b 13'-5' b 7-9' it 11 13'-3' d 15-2' b 14'-7' to 3'-1' d 12 11'-9- d 13.4- to 17-10" b 7.8- d 12 12'-11' d 1 14'-6' b- 13'-11' to 7-11' d 2"x9"x 0.082'x 0.153"SMB 2"x10"x 0.092"x 0.187" SMB 4 19'-11' d 24'-7' it 25'-t' it 4'-0' d 4 2T-1' it 2&-T d 29'.2' d 4'-0' d 5 1&-6- d 22'-10" d 23'4' d 4'-0' it 5 21'-6- d 26-6- d 27'-0- d 4'-0- d 6 1 T-5' d 21'-6' d 21'-11' d 4'-0' d 6 20'-2' d 24'-11' d 25'-5' d 4' 0' d 7 16'-7' d 20'S it 20'4' b 3'-10" d 7 19-2" d 23'-8' d 2N.1" b 4'-0' d 8 15'-10" d 19'-7' it 19'-0" b 3'-0- d 8 194- d 27$' d 22'-6' b 4'-0' d 9 15'-3' d W-7" b 1T-11' b 3'-6' it 9 1T-0' it 21'-9' it 21'-3' b 4"-0' d 10 14'-8- d 1T-7- b 17'40' b 3'S d 10 1T-0' d 20'-10' b 20'-2" b 3'-11' d 11 14'-3' d 16'-9' b 16'-3' b 3'-W it 11 16'-8' d 19-11' b 19'-W b 3'-10' d 12 13'-10- d 1 16--1" b 1 15'-6- 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 0.050"SMB 2" x 5" x 0.050" x 0.048" SMB Load Width (IL) Max. Span '0 bending'b' or deflectlon'dj Load Width (ft.) Max. Spa n'L7(bending'b' or deflection'dl 1&2 Span 3 Span 4 Span Mom' Cantilever 182 Span 3 Span 4 Span Max - Cantilever 4 &-3' d 10'-0' d IU-2' b I 1'-11' d 4 10'-3' d 12'-8" d 17-11' d 74- d 5 T-8" d 9'-5" b 9'-1- b 1'-9- d 5 9'-6" d 11'-9" d 11'-1 I' b 2'-2" d 6 T-3' d &-7- b 8'4" b 1'-8' d 6 8'-11" d 11'-1' d 10'-10" b 7-1' d 7 6'-10" it T-11' b T-8' b 1'-7' d 7 F-6' d 10'-5' b 10'-0' b 1'-1I- d. a 6'-7" d T-5' b 7'-2' b V-T d 8 8'-2' d 9'-9' b 9'-5' b 1'-10' d 9 6'-3' b T-0' b S-9" b T-5' it 9 T- 00- d 9'-2" b 8'-10' to 1'-10' d 10 5'-11' b 6'-8- b 6'-5" b V-5- d 10 T.7- it 8'-W b 8'-5' b 1'-9" d 11 5' -W b 1i b 6'-2- b 1.4" d 11 T4- d 1 8'J' to 8'-0' b 1'-8" d 12 1 5'-5- b 6'-1- b 6-11- b 1'4' d 12 1 T-1- b I T-11- b I T-8" to 1'-8- d 2" x 6' x 0.050' x 0.060" SMB 2" x 7' x 0.060" x 0.060" SMB 4 12'-0' d 14'-10' d 15'-0' b 2'-9' d 4 1 13'-9' d IV-11 I' d 1T-3' d T-2' d 5 11'-2' d 13'-9' d 1 V-5' b 2'-7' d 5 12'-9- d 15'-9' d 15'-7 b 7-11' d 6 10'-6' d 12'-8' to 17-3' b 2'S d 6 11'-11" d W-9" bMW.3" 7-9' d 7 9'-11' d 11'-9' b 11'4' b 24' d 7 11'-5' d 13'-T b 7-7- d 8 9'-6" d 10'Al" b 10'-T b 2-Y d a 10'-11' d 12'-9' b 7-0' d 9 9' 2' d 10'4' b 10'-0' b 2'-1' d 9 IU-6- d 1270 b 2'S" d 10 8'-9' b 9'-10' b 9-6' b 7-0' d 10 10'-1' d I V-Y b 74- d 11 8'S b 94' b 9'-1' b T-11' d 11 9'-9' b 10'-10"b 7-0' d 12 8'-0' b 8'11'b 8'-B' h T-11- d 12 9'4- b 10'-5' b 7-2' d 2"x8'x0.072'x0.112"SMB 2"x9"x 0.072"x 0.112" SMB 4 16'-11' d I 20'-11' d 21'4- d 1 3'-11- d 4 19'-7' d 27-11' d 23'.5" d I 4' -W d 5 1 15'-8' d 1 19'-5' d 19'-9' d 3' 7' d 5 17'-0' d 21'4' d 21'-8' b 1 3'-11- d 6 14'-9" d 18'J' d 18'-2' b 3'-5' d 6 16'-0' d 26-1' d 19'-10' to T-9' d 7 14'-0" d 1T4' d 16'-10" b 3'-3" d 7 W-5- d 18'-11' b 18'4- b T-T d a 13'S" d 16'4' b 15'-9' b 3'-1' d a 14'-9" d 17'-9' b 1T-2' b 3'S' d 9 17-11' d 15'-5" b W-10' b 7-11' d 9 14'-2' d 16'-9' b 16'-2" b 3'-3- d 10 12'-6' d 14'-7' b W-1' b 7-10" d 10 13'-8' d 15'-10- b 15'4- b 3'-2- d 11 12'-1' d 13'-11' b 13'S' b 2'-9' d 11 17-T d 15'-2- b 14'-7- b T-i' d 12 11'-9' d 13'4" b 12'-10" b 2'-8' d 12 12'-11' d 14' 13'1 2-11' d 2"x9"x0.082"x0A53"SMB 2"x10'x0.092"x0.187"SMB 4 W-11' d 24'-7' d 25-1' d 4'-0' d 4 . 23'-1" d 28'-7' d 29'-2- d 4'-0" d 5 18'-T d 22'-10' d 23'4- d 4%0' d 5 21'S' d 26'-6- d 2T-0- d 4'-0- it 6 1TS" d 21'S' d 21'-11" d 4'-0' d 6 20'-2' d 24'-11' d 25-5' d 4'-0' d 7 15-7" d 20'S" d 20'4' b 3'-10' d 7 19'-2' d TY-8' d 247-1' b 4'-0' d 8 1 VA 0' d 19'-T d 19'-0' b 3'-8' d a 1 a'4' d 22'-8' d 27-T b 4'-0' it 9 15'-W d 18'-7" b 1T-11" b 3'-6" d 9 1T-8' d 21'-9' d 21'-0' b 4'-0- d 10 14'-W d 1T-7' b 1T-0' b 3'-5' d 10 1T-W d 20'-10- b 20'-2' b T-11' d 11 14'-0" d 16'-9' b 16'-3- b d 11 W-60 d 19'-11- b 19'-3- b T-10' d 12 13'-10' it 16'-l' b 15'S b 3'-Y a 12 16'-0" d I 19'-1" b 1 18'-5- b 1 3'-8- 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-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 load of 32.4 #/SF Single Self -Mating Beams Tributary Load Width 6'-0" 1 T-0" 8'-0" 1 9'-0" 1 W-0" 11'-0" 1 12'-0" 1 13'-0" 1 W-0' 1 15'-0" 1 1F0- 1 17'-0" Allowable an 'L' 1 bending'b' or deflection'd" 2" x 4" x 0.046" x O.D60" T-1' d 6'-9' d 6'-6' d 6'-2' b 5-10" b 5'-7' bl 5'4" b 5'-1' b 4'-11' b 4'-9' b 4'-7' b 4'-6' b 2" x 5" x 0.050' x O.D48" 8'-10' d 8'-4' d 7"A 1" d 7'-0' d T-S- d 7%2' b 6'-10' b 6'-7" b 6'4' b 6'-1' b 5'-11' b 5'-9' b 2" z 6" x 0.050" x 0.060" 10'4' d 9.10' d 9'4' d 9'-W d 8W' b 8%2' b T-10' b T-6- b 7'-3' b 7'.0" b 6-9' b 6'-7' b 2' x 7" x 0.060" x 0.060" _ 11'-9- d 11'-2- d 1079- d 10'4" d- 9'-11' d 76- b 9'-1' b 8'-9- b 8'-5" b 8'-2" b T-10' b 7'-8' b 2" x 8" x 0.072" x 0.112" 14'-6' d IT-10" d 13'-2" d 17-8' d 12'-3' d l l'-11' it 11'-6' d 11'-2' b 10'-9" b 19-5' b W-l" b 9'-9' b 2"x"9" x 0.072" x 0.112" 15'-11" d 15'-2" d 14'-6' d 13'-11" d 1 T-6" d 13'-1' d 12'-8' b 17-2' b 11'-9' b 11'-4' b 10-11' b 10'-8" b 2" x 9' x 0.082" x 0.1Sr 17'-2' d 16'-3' d 15'-7- d 14'-11- d 14'-5- d 13%11' d 13'-7' d 13'-3' d 12'-11' d 17-7' b 17-2" b 11'-10' b 0.092" x 0.187' 19'-10' d 18'-10' d 18'-1' d 1T4' d 16'-9' d 16'-3' d 15-9' d 15'-4' d 14'-11' d W-8' d 14'4" d 13'-11' b Double Self -Matt n 9 Beams Tributary Load Width 6'-0' 1 T-0- 8'-0" 1 9'-0" 10'-0' 11'-0"1 12'-0" 1 13%0" 14'.0" 15.0' 1 165" 17'-0" Allowable Span'L' I bending'b' or deflection'd' (2) 2" x 8" x 0.072" x 0.112- 18'4' di 1T-5' d W-8' d 15'-11' d 15-5' d W-11' tl 14'-6' d 14'-2' d 13'-10' d 13'-6- d 13'-2' d 12'-11' d (2) 2" x 9' x 0.072' x 0.112' 20'-2" d 19'-2' d W-4- d 1 T-T d 16'-11' d 16'-5- d 15'-11' d 15'-T d 15'-2- c1 14'-10- d 14'-6- d 14'-3' d (2) 2" x 9" x 0.082' x 0.153' 21'-7' di 20'-8' ill 19'-7' di 18'-10' di 18'-2' di 17'.8' ill 1 T-2' dl 16'-8' dl 16'-3' di 15'-11' dl 1 S-7' d 15'-3' d (2) 2" x 10" x 0.092' x 0.187" 25'-0" di 23'-9' ill 22'-9' di 21'-10' di 21'-l' di 20'-5' dl 19'.10' dj 19'4" d 18'-10' d 18'-5' d 18'-1' Mono -sloped roofs include gables where the slope of the root is less than P in 12'. Notes: 1. It is recommended that the engineer be consulted on any carrier 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 maybe interpolated. Table 2.1.2 C-140-2 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 140-2 MPH velocity; using design load of 30.9 #ISF Single Self -Mating Beams Tributary Load Width 6'-0' T-0' 1 11 1 9'-0" 10'-0" 1 11'-0' 1 12'-0' 1 13'-0" 1 14'-0" 15'-0" Allowable Span 'L' 1 bending'b' or deflection'd' 2" x 4" x 0.046" x 0.050" T-3' d 6'-10' d 6'-7' d S-3' b 5-11" b 5'-8' b 5'-5' to 5'-3' b 5'-0' b 4'-10' b 4'-9" b 4'-7- b 2" x 5" x 0.050" x 0.048" 8'-11' d 8'-6' d 8'-1' d T-10" d T-6' d 7'-4' d T-0' b 6'-9" b 6'-6- b 6'-3- b 6'-1' b 5-11' b 2" x 6" x 0.050' x 0.060" W-6- d 9'-11" d 9'-6" d 9'-Y d 8'-9" b 8'-5' b 8'-0' b T-9' b T-5' b T-2' b 6'-11' b 6'-9" b 2' x 7" x 0.060" x 0.060" l l'-11" d 11'-5' d W-11' d 10'-6' d 10'-1' d 9'-9' b 9'-0' b 8'-11' b 8' 7' b 8'-4" b 8'-1' b T-10' b 2" x 8' x 0.072" x 0.112" 14'-9' d 14'-0" d 13'-5' d 12'-11" d 12'-5' d 12'-1' d 11'-9' d 11'-5' d 11'-0" b 10'-0' b 1 U-4' b 19-W b 2" x 9" x 0.072" x 0.112" 116'-3' d 15'-5' d W-9' d W-2' d IT-8' d 13.3' d 12'-11' d 12'-5' b I V-11' b 11'-7' b 11'-3" b 10'-11' b 2" x 9" x 0.082" x 0.153" 1T-5' d W-6" d 16-10' d 15'-2' d 14'-W d 14'-3' d 13'-10' d 13'-5" d 13'-l" d 12'-10' d 12'-5" b 17-1' b 2'0.092" x 0.187' 20.2' d 19'-2" d 18'4' d 1T-8" d 1T-0" d 16'-T d 16'-0- d 15'-7- d 1S-3- d 14'-10" d 14'-7" d 14'3' d Double Self -Mating Beams Tributary Load Width 6'-0" T-0" 8'-0" 1 9'-0" 10'-0' 1 11'-0" 1 12'-0" 1 13'-0" 14'715'-0" 16'-0' I 1T-0- Allowable Span' I bending'b' or deflection 'd' 2 2" x 8" x 0.072" x 0.112" 18W- d 1 T-8- d 16'-11' d 16'-0' d 15'-8' d 15'-2' d 14'-9' d 14'-5' c1 14'-0' d 13'-8' d 13'-5' d 13'-2' d 2 2" x 9" x 0.072" x 0.11Y 20'-6- d 19'-5' d 18'-T ci 1T-11- d 1T-3' d 16'-9' d 16. - di 15'-10" di 15-5 di 15-1' ill 14'-9- di 14'-T d 2) 2" x 9" x 0.082" x 0.153" 21'-11' d WAG" d 19'41" dl 19'-2- di 18'-6" d IT-11- di 1 T-5- dl 16-11- di 16'-W dl 16'-2- cil 15'-10" di 15'-6" d 2) 2" x 10' x 0.092' x 0.187" 26S' dl 24'-2" di 23'-1' di 27-3" d 21'-5' d "'-9' di 20'-Y di 19'-8- -1 19'-2- dl 18'-9' di 18'-4' di 1T-11' it 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 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 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 HO C d,v ram O za sO d am y Twu = O C y N E i Q m 00 o m 0M 0 0 O� � LL .W.r z¢ 30 v g J O F M fn ES W ZW o 0 Q > N Z OU Z aU` fnCL W fnZ_QU) w W 0 W i to Q U) Ly y W I m a, W Jp N F- )y - O W VIjif t] LL 0 EL U HodZ2 Z U)0QNLLI o Z Q 0 IC O J Q IL Q n 0 N d QD V N O co of 2 N LL WLLUj ro 2 m E W Z m 0 aLu LL �+ O a a) Q >= v m C F' 0- d , j 0 m cc t' a r7 Ill N m L m Q) aE U � m 0 3 Q. 03 1 • • � c - c 1 O � SEAL w SHEET Z t Z W 9A-1402ILI W m 08-12-2010 1 OF 12 0 Table 2.2.1 Allowable Attributable Roof Area per Post Attached Carports or Freestanding Carports with Gabled Roofs Wind Zone = li15 = Applied Load(,,,SF, 100 MPH 1 110 MPH 11120 MPH 1123 MPH 1130 MPH 140-1 MPH 140-2 MPH 150 MPH 16.6#/ft 17.7#/ft' 21.1#lfN 2.2#/ft' 4.8#/fN 8.7#/fN 30.9#If2 33#/ft' Max. Hel ht Max. Load # Allowable Roof Area In Square Feet for Various Loads on Post 3" x 3` x 0.040" Roll Formed -Aluminum Allo 3105 H.I4 1772 107 100 84 80 71 62 57 54 1772 107 100 84 80 71 62 57 54 1772 107 100 84 80 71 62 57 54 1772 107 100 84 80 71 62 57 54 t 1445 87 82 69 65 58 50 47 44 1163 70 66 55 52 47 41 38 35 955 58 54 45 43 39 33 31 29 Max. Load # Allowable Roof Area In S uare Feet for Various Loads on Post 3" x 3" x 0.060" Roll Formed - Aluminum A oy 3105 H-14 7 '-0" 6110. 3 68 4 3 5 2 90 275 246 213 19B 185 81-6" 1 4976 300 281 236 224 201 17 161 151 10-0" 3596 217 203 170 162 145 125 116 109 116{>" - 2719 164 154 129 122 110 95 1 88 82 13'-0" 2128 128 120 101 96 86 74 69 64 14'-6" 1710 103 97 81 77 69 60 55 52 16'-0" 1404 85 79 67 63 57 49 45 43 Max. Height Max. Load Allowable Roof Area in 5 uare Feet for Various Loads on Posl 3" x 3" x 0.060" Fluted Hollow Extrusion - Aluminum 6063 T-6 7'-0" 7575 1 456 428 1 359 341 305 1 264 245 230 8'-6" 5646 340 319 1 268 254 228 197 183 171 4079 246 230 1 193 1 184 164 1 142 132 124 3085 186 174 146 -139 . 124 1 407 100 93 2414 145 136 114 109 97 1 84 1 78 73 1940 117 110 92 87 78 1 68 1 63 59 1594 96 1 90 1 76 72 64 1 56 1 52 48 Notes: 1. Design must satisfy both height and area requirements. 2. Areas may be interpolated. -Table 2.22 Allowable Attributable Roof Area per Post Attached Carports or Freestanding Carports with Gabled Roofs Wind Zone = `Applied Load(#/SF)= 100 MPH 110 MPH 120 MPH 1123MPH 1130MPH l40A_MPH .14O.2 MPH 15D MPH 16.6#111'17.7#Ift'21.1#Ift222#111224.8#I W•'=r#F71 ft2-30.9#1ft. 33#/ft- Max. Height Max. Load # Allowable.Roof Area In Square Feet for Various Loads on Post 3'Xr3"x.0.090"Hollow:Extrusion;-Aluminum Allb ifi0631_ - 7'-0" 10680 643 603. 506 4" 431 372 346 324 r8';6"-. ,. 7244 436 409 343 326 292 s2521�,d 234 Z20 -10'-0O " ' 5233 315 296 246 236 211 "'182T 169 159 11'-6" 3957 238 224 188 178 160 138 128 120 13'-0' 3097 187 175 147 139 125 108 100 94 14 4i 2489 150 141 118 112 100 87 81 75 16'-0" 2044 123 115 97 92 82 71 - 56 62 Max. Height Max. Load (#) owe a oo Area n uare eel or Various oa s on Post 3" 0 " o o Extrusion - u u Ilo 606 T-0" 14340 864 810 680 646 578 600 464 435 8'-6" 9725 586 549 461 438 392 339 315 295 10'-0" 7027 423 397 333 317 283 245 227 213 11'.6" 5313 320 300 252 239 214 185 172 161 IT-O" 4158 250 235 197 187 168 145 135 126 3342 201 189 158 15 13 116 108 101 2745 165 155 130 124 111 96 89 83 Max. owa a oo rean uare eat or a ous oa son osLoad 4"x4"x 0.125" Hollow Extrusion -AluminumAllo 6063T-6 P 26177 1577 1479 1241 1179 1056 912 847 793 2340 1410 1322 109 1054 944 815 757 709 17 9 1036 97 815 774 693 599 55 521 12999 783 734 616 5B6 524 453 421 394 10172 613 575 482410 354 329 300 8 76 493 462 388 368 330 285 265 248 16'-0" 1 6715 405 379 318 302 271 234 217 203 Notes: 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. # Thm-Bolts @ Beam (o) Max. # Thru-Boils @Post Base (Note 5) Minimum Knee Brace' (Note I Miminum # Knee Brace Screws'•• (Note 4) Minimum Stitching Screws Spacing 1/4" 5116" 3/8" 1/2" 1/4" 5/16` 3/8" tf2" Hollow Sections 2- x 4- 0.050, Tilt 2- x 2' Hollow or Snap 5 3 3 2 3 2 1 1 2' x 3' x 0.045 3 #8 24- O.C. 2' x 4' x 0.050' Hollow 2' x 3' Hollow or Snap7 5 4 3 5 3 3 3 2' x 3' x 0.045' 3 #8 @ 24- O.C. Self -Mating Beams 2' x 4' x 0.044' x 0.100- 3" x 3' x 0.060' Ruled 5 4 2 2 1 5 3 3 2 2'x3"x 0.D45' 3 #8@24. O.C. 2- x 5- x 0.050- x 0.116- 3' x 3' x 0.060" Fluted 7 5 3 3 1 5 1 3 3 2 2" x 3" x 0.045' 3 #10 @ 24' O.C. 2'x 6' x 0.050'x 0.120' 3' x 3' x 0.060' Fluted 8 6 3 3 1 5 3 3 2 2'x 3"x 0.045" 3 #10@24'O.C. 2" x 7- x 0.055' x 0.120" 3' x 3' x 0.093' Hollow 10 7 4 4 1 5 1 3 3 2 2- x 4' x 0.050' 3 #10 @ 24' O.C. .T2`x°8`X01082'x0306' --3`x'3"170:D93`Hollow Ts 11 9 5 5 5 3 3 2 2' x 4' x 0.050" 3 #12 24- O.C. 2' x 9' x 6072" i O:224" -YYY T 0325" Hollow 13 10 6 6 5 3 3 2 2' x 4" x 0.050' 3 #14 24- O.C. - 2'x9'x0.082'x0.306' 4'x4'x0.125'Hollow 13 11 6 6 7 5 4 3 2'x4"x0.050' 3 #14 24-O.C.•• 2" x 10" x 0.092" x 0.374' 4' x 4" x 0.125' Hollow 15 15 7 7 19 5 4 3 2' x 4' x 0.050' 4 #14@ 24' O.C. '• The minimum number of thru bolls is (2) 1. • Minimum post/beam may be used as minimum knee brace 2. - Fasten external screws or clips. See Details 3. -For screw size see wind zone chart 4. (2) 1/4" Thru-Bolls may be substituted for screws. 5. All Thru-Bolls shall have minimum 5/8" diameter washers and lack nuts. Example: Number of bolts required for 120 MPH, "W exposure, Attached (Enclosed) structure; MWFRS Design Load 21.1 PSF load width of post = 12', post spacing = 10', w2 = 21.1 PSF Post Uplift = 17 x 10' x 21.1' = 1680# From Table 9.4A• use wall thickness of lesser member Example: use't%vall = 0.60" Allowable Loads # Bolts Re 'd • osl base beam 1/4' = 468# / bolt 3.52 use 4 yes yes 5l16" = 610 # / bolt 2.75 use 3 yes yes 318" = 731# / bolt 2.29 use 3 yes yes 1/2" = 1.004 # / 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 8 Center To Center Side Edge Aluminum 2-1/2 D 1 D Concrete 5 D 5 D Wood 4 D 4 D Knee Brace Min. Length ax Len tu 2' x 2' x 0.044° 1 1'4" x 0.045' 1 1'-0' 2' x 4' x 0.050' I 11-V Table 2.4.1 Footings - Maximum Roof Area for Attached Carport and Freestanding Gabled Carport Posts Wind Zone MPH = 100 110 1 120 123 1 130 140-1 1 140-2 150 Attached Cover Uplift • = 16.6 NSF 17.7 #/SF 21.1 #ISF 222 #/SF 24.8 NSF28.7 1 #/SF 30.9 #ISF 33.0 #/SF Free Standing Uplift = 15.8 #/SF 15.6 #!SF 16.2 #!SF 16.3 #ISF 16.8 ##SF 11 BA #ISF 132.4 #ISF 133.1 #ISF Existing Slab on Grade with unknown reinforcement In ood re air 55 51 43 41 37 32 29 27 Isolated Footing Dimensions•• Uplift Rating Ibs. Maximum Attributable Roof Area In Square Feet 12" x 12' x 12" 386 23 22 18 17 16 13 13 12 Is- x 16" x 16" 738 44 1 42 1 35 33 30 26 1 24 22 18' x 18" x IV 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 60 56 24" x 24" x 24" 1.891 114 107 90 85 76 66 61 57 24" x 24" x 30' 2,364 142 134 112 106 95 82 77 72 30' x 30' x 30" 3,225 194 182 153 145 130 112 104 98 30" x 30' x 36" 3,870 233 219 183 1 174 156 135 125 117 - Koot areas based on attacned Cover upirft loads. Notes: 1. Isofaled 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 free standing covers, multiply above roof areas by the appropriate multiplier from the table below. Pre -Cast Block Footing Pre -cast footina block f 16" x i6" x 4" 1 at 24" below arada with 80 # bab ore -mix cnncmta and hackfilled to amde. Wind Zone (MPH )= 100 1 110 1 120 1 123 1 130 1404 1 140-2 150 Attached Cover Uplift • = 16.6 #/SF 117.7 #ISF 121.1 #/SF 122.2 #/SF 124.8 #ISF 1 28.7 NSF30.9 iNSF 33.0 #!SF Free Standing Uplift = 10 #1SF I 10 #ISF I 11 #ISF 1 12 #ISF 1 13 #ISF I 15 #ISF I 15 ##SF 17 #1SF Dimensions•' Ratin Ibs. Maximum Attributable Roof Area In Square Feet 1 x 80# Ba 1 947 - 117 110 92 88 78 68 63 59 2 x 80# Bag2.0 27 122 114 96 91 82 71 66 61 3 x809 Bag : 127 1 119 1 100 95 1 85 73 1 68 1 64 Notes: Maximum uplift on post Is determined by multipying maximum attributable mot area x applied load. Example: Post tributary roof area = 7T, Applied load for 110 MPH wind zone =17.7 # / Sq. Ft., Uplift on post = 77 x 17.7 = 1.363 # Roof Area Conversion Multipliers Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs Wind Zone 100 110 120 123 IN 1 140.1 140-2 150 Roof Area 1.00 1.05 1.13 1.36 1.48 Multiplier 1.56 1.00 1.00 Table 2.4.2 Uplift Resistance of Carport Footing Footing Size Uplift Rating lbs. 12' x 12' x 12' 386 12' x 12' x 16' S14 16' x 16' x 16' 734 16' x 16' x 18" 828 18' x 18' x 18' 967 18"x 18 x 20' 1076 20" x 20' x 20' 1239 20` x 20' x 24' 1484 24 x 24'x 24 1891 24" x 24" x 30' 2364 39' x 30' x 30' 3225 30' x 30' x 36' 3870 36' x 36' x 36' 5033 36" x 36' x 42' 1 5872 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.Ft / 15 #/Sq.FL = 126 Sq.FL The allowable roof area on 24' x 24" x 24" footing for 140 MPH wind zone 'B'exposure category is 126 Sq.FL The allowable real area on 24' x 24' x 24" footing for 140 MPH wind zone 'C' exposure category is 126 Sq.FL / 1.21 = 104 Sq.FL Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load 1 Maximum load area (Sq. FL) @ 120 M.P.H. wind load Diameter Anchor x Embedment Number of Anchors 1 2 3 4 114"x1" 264#/11SF 528#/22SF 792i#33-SF 1056#/44SF 114"x1-1/2' 396#/17-SF 792#/33-SF 1188#/50-SF 1584#/66SF 1/4" x 24/2' 660#/28-SF 13209/55SF 1980#/83-SF 2640#/110SF 5116" x 1" 312t#13-SF 624#/26SF 936#/39-SF 1248#/52SF 5116' x 1-lir 468#/20-SF 936##39SF 1404#/59-SF 1872#778-SF 5116' x 2-1/2" 780#/33-SF 1560#I65SF 2340##98SF 312ON130SF 3/8"x1" 356#/15SF 712#/30SF 1068#/45-SF 1424#/59SF 3/8"z14/2' 534#122-SF i068#145SF 1602#/675F 2136#/89SF 318" x 2412" 89D#/37-SF 1780#f/4SF 26701#111-SF 3560#/148-SF Note: 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 27A 1.00 123 28.9 0.97 130 322 0.92 140" 37.3 0.86 140-2 37.3 0.86 150 42.8 0.80 Allowable Load Coversion Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Multipliers Tension Shear 12d 1.27 11d 1.1810d 1.099d 1.008d 1J.37 0.907d 0.al6d 0.725d 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. LL 3. Values fisted 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. - W _ A Anchors receiving loads parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required by dividing the JS uplift load by the anchor allowed load. For a 2" x 6' beam with: spacing = 7'-0' O.C.; allowed span = 2V-9' (Table 1.1) UPLIFT LOAD=1/2(BEAM SPAN) x BEAM 8 UPRIGHT SPACING yh� NUMBEROFANCHORS = [112(25.75) x 7"x7#/Sq. FL]/ALLOWED LOAD ON ANCHOR p NUMBEROFANCHORS = 630.875#/300# = 2.102 U Therefore, use 2 anchors, one (1) on each side of upright S Table Is based on Rawl Products' allowable loads for 2,500 p.s.t. concrete. W to 0 W J Q fn M Z W Q �p Z CU w C9�U).j W Z 0 00 LLI 0 W ♦- Cl) QUZ LU a �f>7r-' LU )" W [= OLL- LL = Z Q IllQU) M U EL Z Q Q J Q 006 r/ 2 ul ET Z O Z W 9B uil Z W Da 08-12-2010 1 OF 12 1 g Table 2.5 Maximum Allowable Spans / Heights for Aluminum Pans Utility Shed Roof or Walls Aluminum Alloy 3105 H-14 or H-25 1-114" x 12- x D.D26' Rizer Panel 1-114" x 12" x 0.032" Rizer Panel Wind Zone 182 span8oad' 3 span/load' 4 I spaMoad' Cantilever spaMoad' Wind Zone 1&2 spanlload• 3 spannoad' 4 spaNload' Cantilever spaNload• 100 4'-6- 30.0 5W- 30.0 5'-8- 30.0 2'-2' 130.0 100 5'-2' 130.0 6'4' 30.0 6'-6' 30.0 2'-2' 30.0 110 4.9' 36.0 5'-3' 36.0 5'4' 36.0 - 2'-0' 36.0 110 4'-3" 36.0 5'-11' 36.0 6'-1' 36.0 - 2'-0" 36.0 120 4'-0' 43.0 4'-1 ' 1 43.0 5'-1' 43.0 1'-11' 43.0 120 4'-0' 43.0 5'-7' 43.0 5'-9' 43.0 1'-11' 43.0 123 3'-11" 45.4 4'-10- 45.4 4'-11' 45.11 1'-10" 45.4 123 T-11- 45.4 5'-6' 45.4 5'-8- 45A 1'-10- 45.4 130 S-10- 51.0 4'-8' 51.0 4'-9' 51.0 1'-1: 51.0 131 3'-10' 51.0 5'-0' 51.0 5'-5" 51.0 1'-9" 51.0 140-1 3'-7' 59.0 4'-0' S9.0 4'-7' S9.0 1'-8' 59.0 140-1 3'-7' 69.0 5' -1' 59.0 5'-Y 59.0 1'-8" 59.0 140-2 X-7- 59.0 4--6' S9.0 4'-7" 59.0 1'-8' S9.0 140-2 3'-7' m 59.0 5'-1" 59.0 5'-2- 59.0 - 1'-8" 59.0 150 3'-5' 68.0 4'-3' 68.0 4'4' 68.0 1'-7' 68.0 150 3'-5' 68.0 4'-7 D' 68.0 4'-11' 68.0 1'-7' 68.0 1-112" x 12" x 0.026" Rizer Panel 1-1/2" x 12" x 0.032" Rizer Panel Wind Zone 1&2 span/load' 3 span noad• 4 spaMoad' Cantilever spaMoad• Wind Zone 182 spaniload• 3 spanlload' 4 I span/load• Cantilever spannoad• 100 5'-5' 30.0 &-I t' 30.0 T-0' 30.0 2'-6- 30.0 100 6'-4' 30.0 T-10" 30.0 T-11- 30.0 2'-0' 30.0 110 5'-1' 36.0 6'-6' 36.0 6-8' 36.0 T-5' 36.0 110 5'-l' 35.0 T-4' 36.0 7'-6' 36.0 T-5' 36.0 120 4'-9' 43.0 6'-1' 43.0 6'-3- 43.0 2--3- 43.0 1 00 4'-9' 43.0 6'-11' 43.0 T-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' 51.0 V-7' 51.0 5'-11' 51.0 2'-1' 51.0 130 4'-6' 51.0 6W" 51.0 6.9' 51.0 2'-1" 51.0 140-1 4'-0' 59.0 5'4' 59.0 5.7- 59.0 2--0- 59.0 1404 4'-0' S9.0 6'-3' 59.0 6'4' 59.0 2'-0- 59.0 140-2 4'4' S9.0 5'4' S9.0 5'.5' 59.0 2'-0' 59.0 140.2 4'4" 59.2 6'-3' 59.0 6'-4' 59.0 2'-0' 59.0 150 4'.3- 68.0 5'.9' 68.0 V-5- 68.0 2'-0- 68.0 150 4'-3' 68.0 5'-11" 68.0 6'-1" 68.0. 2'-0"___ 68.0. 1-314" x 12" x 0.026" Cleated Panel 1-314" x 12" x 0.032" Cleated Panel Wind Zone 11i2 spanAoad• 3 span8oad' 4 I spaMoad• Cantilever span/load' Wind Zone 1&2 spannoad• 3 span/load• 4 spannoad• Cantliever I spannoad• 100 T-3' 30.0 8'-11- 30.0 9'-1' 30.0 T-5' 130.0 100 8'-0' 30.0 10'-2" 30.0 10'4- 27.0 3'-5" 30.0 110 6'-10" 36.0 6'-5' 36.0 8'-7" 36.0 Y-3' 136.0 110 6'-10" 36.0 9'-7' 36.0 9'-9' 36.0 S-3" 36.0 120 6'-5" 43.0 T-11" 43.0 8'-l' 43.0 3'-0' 43.0 120 6-5' 43.0 8'-11' 43.0 9'- Y 43.0 3'-0" 43.0 123 6'-4' 45.4 7'-9" 45.4 T-11' 46.4 T-11' 45.4 123 6'4' 45.4 8'-10" 45.4 9'-0- 45.4 2'-11- 45.4 130 5'-10- 51.0 7'-3' 51.0 7'4- 51.0 2'-9"130 5'-10' 51.0 8,-T 51.0 8'-5 51.0 2'-9' 51.0 140-1 5'-9' 59.0 T-2' 59.0 T-3- 59.0 24; 59.0 140-1 5'-9' 59.0 8'-1' S9.0 8'-3- 59.0 2'-7- 59.0 140.2 5'-9' 59.0 T-2" 59.0 T-3' 59.0 2.9' 59.0 140-2 5'-9" 59.0 8'-1 S9.0 8'-3' 59.0 2'-9' 59.0 150 5'-6' 68.0 6'-10' 68.0 6'-11' 68.0 2'-7' 68.0 150 5' -6' 68.0 T-9" 68.0 T-11- 68.0 T-7' 68.0 3" x 12" x 0.026" Panel " x 3 12" x 0.032' Panel Wind Zone 182 span/load' 3 spaMoad• 4 I span8oad' Cantilever span8oad' Wind Zone 1&2 spaMoad• 3 spaMoad' 4 span/load' Cantilever spaMoad' 100 10'-2' 30.04IZ-7'7.0 12'-10' 27.0 4'-0' 30.0 100 11-7' 27.0 15'-1" 23.0 15'4' 23.0 4'-0' 30.0 110 9'-7' 36.0 2.0 12'-2' 32.0 4'-0' 36.0 110 9'-7' 32.0 13'-6' 320 1X-9' 32.0 4'-0- 360 120 9'-0' 43.039.02 11'4' 39.0 4'-0" 43.0 120 9'-0' 43.0 12'-8- 39.0 12'-11' 39.0 4'-W 43.0 d23 8-7' 45.440.8 10-10' 40.8 4-0' 45.4 123 2'-0' 408 12'J'40.8 4'-0' 45.4 .130 8'-7' 51.045.0 10'-10- 45.0 T-11' 510 130 2'-1" 45.0 12'-3' 45.0 4'-0' 51.0 "440-1 8'-Y 59.059.0 W-W 53.0 3'-10' 59.0 140-1 M V-5' 53.0 1 V-8' 53.0 V-W 59.0 440-2 8'-2' 59.059.0 10'-3' 53.0 Y-10' 59.0 140-2V-5' S30 11'-8' S3.0 4'-0" 59.0Fo 68068.0 9'-10' 68.0 X-8' 68.0 150 '-11" 60.0 11'-2- 60.0 --TV- 68.0 ,Room Roof Panel span = "W" as shown on drawings. Note: lAnstall 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. :6005 TS Allowable Stud Heights Utility Sheds Framed With Hollow Aluminum Extrusions 6005 T-5 Aluminum Alloy 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 therrnalply shall be fastened to aluminum studs with #8 X 1" wafer headed screws using the fastener patterns described with the details of this section. 4. For fastening to aluminum use imfast HD X Cr - 314") @ 8' O.C. for up to 130 MPH wind speed, 'D' Exposure: 6' O.C. for above 130 MPH wind speed up to 150 MPH, Exposure "D'. Table 2.7A Maximum Stud Wall Height for Various Wind Loads, Stud Spacing, and Species of Lumber For Walls w/ Vinyl Siding, Aluminum or Other Flexible Finishes Residential Construction. Utility Sheds Wind Velocity 100 MPH, Applied Load = 15 #ISF Wind Velocity 110 MPH, Applied Load = 18 #ISF Stud Spacing Stud Size & Lumber Grade Stud Size & Lumber Grade 2x4 #3 SPF 2x6 #3 SPF 2x8 #3 SPF 2x4 . #3 pine 2x6 #3 pine 2x8 #3 pine 2x4 #3 SPF 2x6 #3 SPF 2x8 #3 SPF 2x4 #3 pine 2x6 #3 pine 2x8 #3 pine 12' 10'-9' b 15'-a' b 19' 12T b 12'-5' b 18'-3' b 2T-3- b 9'-9' b 14'-0' b 18'-1" b 11'-0' b 16'$' b 21'-3' b 16" 9'4' b 13'-7' b 1T-2' h 10'-9' b 15-10' b 20'-2' b 8'-6' b 1Y-5' b 15'-8' b 9'-10' b 14'-6' b 18'-5' h 24' 7'-T b 1V-1- bj 14'-0' bi F-9' b 12-11' b 16'S b 6'-11' b 10'-l' b 1Y-10' bi T-11' b ill In' b 15'-0' b Stud Wind Velocity 120 MPH, Applied Load = 22 #ISF Wind Velocity 130 MPH, Applied Load = 25 #ISF Stud Size & Lumber Grade Stud Size & Lumber Grade Spacing 2x4 #3 SPF 1 2x6 #3 SPF 2x8 #3 SPF 2x4 #3 pine 2x6 #3 pine 2xa #3 pine 2x4 93 SPF 2x6 #3 SPF 2x8 #3 SPF 2x4 #3 pine 2x6 #3 pine 2x8 93 pine 12" 8'-10- bl 1Y-11- b 16'-4- b 10.3' b 15'-1' h 19-2' b 8'4' b 1Y-2' bj 15'-4' b 9'-7' b 14'-2- b 18'-0- b 16" 7'-8' b 11'-3' b 14'-2' b 8'-10' b 13'-1' b 16'-a' h T-2- b 10'-6- b 13'-4' b 8'-4- b 1Y-0' b 15'-7- b 24" b 9'-2' 6 11'-T b T-3- b 10'-8- b 13'-T b b V-7' h 10'-10' b 6'-9' b IV-0' b 12 b Wind Veiocl 140-1&2 MPH, Applied Load = 29 #ISF Wind Velocity 150 MPH, Applied Load = 34 #ISF Stud Spacing Stud Size & Lumber Grade Stud Size & Lumber Grade 2x4 #3 SPF 2x6 #3 SPF 2x8 I SPF 2x4 #3 pine 2x6 #3 pine 2x8 #3 pine 2x4 #3 SPF 2x6 #3 SPF 2x8 #3 SFF 2x4 #3 pine 2x6 93 pine 2x8 1 #3 pine 12' T-9' b 11'3' b 14'-3' b 8'4T b 13'-Y b 16'-9' b 1-1' 6 10'-5' b 13'-2' b B'-3' b 12'-2' 16" 6'•8' b 9'-9' b 12'4' b T-9' b 11'-5' b 14'-0' b b 9'-0' b 11'-5' b T-2' b 10'-6- bi 13'-5- b 24" bj 7'-11- bl 10'-1' b b 1 9'4- b 11'-10- b b T4- bl 9'4- b bi 8'-7- b 10'-11- b Notes: 1. Applied loa d ad values a ues based on ASCE 7-02 Table 6-2. I - - 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 Assoclation, 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'-W (stud length) are not shown. Maximum stud heights less than 6'-6' are not listed. 6. Stud heights are limited by code and 2 x 4 greater than I U-0' (stud length) are not shown. 2 x 6 greater than 18'-T (stud length) are not shown. Maximum stud heights less than V-6' are not listed. 7. 7116' O.S.B. or 12' 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. feild 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. 8. Use TruFast SD x (Y-1-12') 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. 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 Residential Construction Utility Sheds Wind Velocity 100 MPH, Applied Load = 15 #/SF Wind Velocity 110 MPH, Applied Load -18 #ISF Stud Stud Size & Lumber Grade Stud Size & Lumber Grade Spacing 2x4 #2 SPF 2x6 #2 SPF 2 x 8 #2 SPF 2x4 #2 pine 2x6 #2 pine 2x8 #2 pine 2x4 #2 SPF 2x6 #2 SPF 2x8 #2 SPF 2x4 #2 pine 2x6 #2 pine 2x8 #2 pine 12" 12-1' d 1F-11' d 24'-T b 13'-1' d 20'-6' d 2T-0' tl 11'4- d 1T-9' b 22'-5- b 12'-3' d 19'-3- b 24'-9- b 16' 10'-11' d 1VAT b 21'4' h 11'-10' d 18'-3- b 23'-V b 10'4' d IV-4- b 19'-6' b 11'-Y d 16'-8- b 21'-6' h 24' 9'-5' b 13'-9' h 1T-5- b 10'-3- b W-11- b 19'-2" b 8W- b 1Y-6- b 15'-10' b 9'4' b 13'-7' b 1T-6" b Stud Wind Velocity 120 MPH, Applied Load = 22 #ISF Wind Velocity 130 MPH, Applied Load = 25 #ISF Stud Sae & Lumber Grade Stud Size & Lumber Grade Spacing 2 x 4 #2 SPF 1 2 x 6 #2 SPF 2xB #2 SPF 2x4 #2 pine 2x6 #2 pine 2x8 #2 pine 2x4 #2 SPF 2x6 #2 SPF 2x8 #2 SPF 2x4 #2 pine 2x6 #2 pine 2x8 #2 pine 12" W-7" d W-0" b 204' b 11'-6' d 1T-5' b 22'-5' b 10'-2' d 15'-0' b 19'-1" b 11'-0' d 1V4' b 21'-0" b 16' 9'-6' b 13'-11' b 1T-T b 10'.5' b 15'-1' b . 19'-5' b 8'-11' b 13'-0' b 16'-0' b 9'•9' b 14'-2' b 18'-3' b 24' - bi 1V4' b 14'4' b 6'-6' b 1Y4- bj 15'-10- b - b 10'-8• bi 13'-6- b T-11- b 11'-6- b 14'-10- b Wind Velocity 140 MPH, Applied Load = 29 #ISF Wind Velocity 150 MPH, Applied Load = 34'#/SF Stud Stud Sae & Lumber Grade Stud Sae & Lumber Grade Spacing 2x4 #2 SPF 1 2x6 #2 SPF 2x8 12 SPF 2x4 #2 pine 2x6 #2 pine 2x8 #2 pine 2x4 #2 SPF 2x6 #2 SPF 2x8 #2 SPF 2x4 #2 pine 2x6 #2 pine 2x6 #2 pine 12' 9'-7- bj 13'-11- bj IT-W b 101 b 15-2' b 19'-6' h 8'-10. b 12'-11' b 16'4" h 9'-8' b 13'-11' b W-0" b 16' 86 1Y-1' b 15'4' b 9'-Y b 13'-2' b 16'-11' b - b 11'-Y b 14'-2' b 8'4' b 17-2' b 15'-7- b 24" - b hl 17-6' b - bi 10'-9' bi IT-10' b bi 94" bi 11'-7' b bi V-11' bl 1Y-9' b Notes: 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 limited by code and 2 x 4 greater than IG-W (stud length) are not shown. 2 x 6 greater than 18'-W (stud length) are not shown. Maximum stud heights less than &-6' 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 IV-W (stud length) are not shown. Maximum stud heights less than "" are not listed. 7. 7/16" O.S.B. or 11T 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. fe0d 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. 8. Use TruFast SD x ('P+ 1-1/2*) at 8' O.C. for up to a 130 MPH wind speeds. '0' 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 0 LL _2 U N N z rz U) :� H z Q m � cc 10 tocc p O LLo 00 p: m ui �o Ix io 8� 5 Z J O U) U) ZW O w o uj ti W Q > J N Z f- W U (n Z W Z WQ -j 0 a w Z0=U) Z = W F-�Q IX U) „ o g J LL i" LU P, Z U 0� ::) < w im Z 0 LL n-y o6 L 0 Z a Z uj W U}) Z F- m µL U ¢ 0 F D 0 Q LL w w F Q o N ~ h I;p r CO q r 2 N � LL W LL LLI Z m m E a J0LL CL 3 ¢ o jam 3 of co m m a LI.i to N m L a o m J m C c o n - m SEAL w w ET z t� z w 9C W z w m 0612-2010 1 OF 121g 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. 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 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa 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 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 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= 0.77 for 100 to 150 MPH 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 I Cantilever All Rooms 1=1.00 KCpi = 0.18 Zone 3 Basic Wind Pressure Effective 50 20 Area 10 Basic Wind Pressure Effective 50 Area 20 10 Basic Wind Pressure . Effective Area 50 � 0 10 Basic Wind Pressure Effective Area 50 20 10 10D MPH 13 13 1 16 25 13 20 23 26 13 23 27 30 13 27 38 45 110 MPH 14 14 1 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 53 59 23 53 74 89 140-2 MPH 23' 23 27 31 23' 1 34 40 46 1 23' 44 53 59 23' S4 74 89 150 MPH 26' 26 32 36 26' 39 46 52 26' 51 60 68 26" 61 1 85 1 102 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 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" 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' 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 1 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS �I 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = V-0" 0 0 12.00" - - 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = 1'-0" WET � a if 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALUMINUM SKIN TABLES E.P.S. CORE ........................ J SIDE CONNECTIONS VARY w (DO NOT AFFECT SPANS) ....................... _ 48.00" CbMPOS ! R OFhPANELwpIPdDUSTRws- m NDARDI ---'- 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. PAN ROOF ANCHORING DETAILS SEALANT HEADER (SEE NOTE BELOW) - _- )- ROOF PANEL ROOF PANEL TO FASCIA DETAIL SCALE: 2" = V-0" #_' x 112" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS 1-112" 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 EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR #_' x 1/2" S.M.S. (3) PER PAN OTHER CONSTRUCTION (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS F�OOF!_P_ANEL�TO�UUALL DETAIL SCALE: 2" = 1'-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" 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 6' x T x 6" 0.024' MIN. BREAK FORMED FLASHING PAN ROOF PANEL (2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I I #10x S.M.S.ORWOOD SCREW SEW SPACED @ 12" O.C. EXISTING FASCIA za W _ a o w -- � POST AND BEAM (PER TABLES) MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2" = V-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. C) z W w n. 0 LL Co 0 C9 z Lu w w z 3 z w: K LL -I (D _j O Q fn to Q � �' W H ❑ Q W 0 0 0 O fn Z r' Z U w O in (D (j) CL U W ZW Wed Z w cl)Z J IL W I¢_ } OU y Z W o MW.J_j Z V W~ It EL in E az O cZS W fA0Q0 o = LU ~ m Z Z o LLLL W O J Q O Q a Q O o Of fn o N It rn rn 12Z C-,J m LL W ro W LL LLj Z rn X a Z m m 8 LL 1 0 n C j a m co r7 X aD L Wo _J m t_ 5. () U d o oil 0 iTl Lam' " B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.' 1�,. W' SEAL, DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. SHEETTi C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS@ 6" O.C. STAGGERED W TOP AND BOTTOM (SEE DETAIL ABOVE) rn OA D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH T04TH WALL POST AND BEAM rn I SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 9 12 08-12-2010 OF 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 1/2" S.M.S. SPACED @ 8' O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA e_R'al5FJP.A'N E WTLO;7F.ASCIAiDETA IL EXISTING HOST STRUCTURE #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 1-1/2" S.M.S. OR WOOD .... SCREWS @ 12" O.C. FLOOR PANEL 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 17. 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: -EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE 100-123 130 140 150 #8 #10 #12 1 #12 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 LL �¢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 SCALE: 2" = V-0' EXISTING TRUSS 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 @ 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: T = V-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' SCREW #10 x (T + 1/2") W/ 1-1/4' FENDER WASHER " FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM PER HD x ("I" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED'D" EXPOSURE: 6" O.C.ABOVE TABLES) 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. 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 V FASCIA (MIN.) Z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIAAND RISER OF PAN AS SHOWN #8 x 314" SCREWS @ 16" O.C. #8 x 1/2" SCREWS @ EACH RIB ROOF PANEL — — — — — - 0- -4 — 1-1/2" 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 114" x 1-1/4" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24- O.C.FOR WOOD USE #10 x 1-V2" S.M.S. OR WOOD SCREWS @ 12" O.C. T 6" STRIP SEALANT BETWEEN FASCIA AND HEADER �I 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 98 x 1/2" ALL PURPOSE SCREW @ 12- O.C. BREAKFORM FLASHING 10" 3" COMPOSITE ROOF PANEL (SEE SPAN TABLE) WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL IS LESS THAN 3/4" THE FLASHING SYSTEM SHOWN IS REQUIRED ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 2" = V-0" NOTES: 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 15" .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 HEADERAVAILABLE 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. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE V MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 1" FASCIA (MIN.) #10 x 1-1/2" S.M.S. @ 16" O.C. f 0.040" ANGLE W/ #8 x 1/2" S.M.S. @ 4" O.C. ROOF PANEL i y HEADER (SEE NOTE BELOW)', ,. #8 x (d+1/2") S.M.S. @ 8" O.C. 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_ j SCREWS @ 12" O.C. 0 z w w LL w 0 LL w ca E- a it oQ 0 0o za 3� 8g J Q C/) O J Z U I¢- (nZpoz W Ei W ZO �Z=� U.1 W - w (A I- Z �LLJ_IZ W O U LL J LIJ od z (naQCL LLI 2 U_ _Z Q J Q Q co � o cD cD 2 r m LL Wes"' W W C9 m x o c a _j O LL n r v o Ccn ~ a m a)J o CD In ti o � a LLi co X � L as o a0 C U 0 c N °• o L � a m� J ~ ,! ALTERNATE ROOF PANEL TO WALL DETAIL chi• �H ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = 1'-0" ¢ " ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" = 1'-0" w 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 WJ (3) EACH rn 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. ui PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND Lo THE ABOVE SPECIFIED RIB SCREW. 08-12-2010 OF Ld n: w EET-, z 0 z w `i 0 VR z w 12 0 CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF (SPAN PER TABLES) �V w #8 x 1/2" WASHER HEADED CORROSIVE RESISTANT > II SCREWS @ 8- O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE 0 FILLER G �w tO O w a 1-4II EXISTING TRUSSES OR RAFTERS leA 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 �k 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: #8 x "C +112" 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 1-1/2" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRU FAST HD x ("P + 3/4") AT 8" O.C. FORUP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A x50'MPH WIND SPEED "D" EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: 2" =1'-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 BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF �12 Q 6 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 38-8 MIN. 1-1/2" PENETRATION 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. 1" @ INSIDE FACE FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS RIDGE BEAM 2" x 6" FOLLOWS ROOFSLOPE ATTACH TO ROOF W/ RECEIVING CHANNELDECK (8) #10 x 1" DECK SCREWS AND (8) #10 x 3/4' S.M.S. RIDGE BEAM 2" x 6" EXISTING 1/2" OR 7/16' POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 114" = T-0" A - A - SECTION VIEW SCALE: 112" = 1'-0" B - B - ELEVATION VIEW SCALE: 1/2" = V-0" B - B - PLAN VIEW SCALE: 1/2" = 1'-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 SCALE: 2" =1'-0' FOR FASTENING TO WOOD USE TRUFAST SD x ("t" + 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'-W 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 1/4": 11 (3) #8 x 3/4' S.M.S. PER PAN W/ 3/4" ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS Z SEALANT Ir 1/4" x 8" LAG SCREW (1) PER a TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WAY OLL BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER w EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 0 SCALE: 2" =1'-T EXISTING FASCIA EXISTING TRUSS OR RAFTER PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP.EUGE SEALANT #10 x 2" S.M.S. @ 'iY' O.C. , 1/2" 0 SCH. 40 PVr FERRVt E SEALANT 7PE(1) # 8 x 3/4" PER PAN RIFl CAULK EXPOSED SCREW HEADS , J Q cl) ❑ lo� Z w U) Z O w 0 I D cn 0 UA Z 0 LLl -wZ ❑ Z 2: 0 w 1-- ul W CO _ Z :3LIJ J Z H w O L) of 0 W o N w ¢ D- = tL _Z Q 0 � Q J Q cn (O r rn 2 J W w c0m x 8 2 0 O LL a C g a m m M co U t� O � o inR M r c LLl hxcL ai o J_ m C � O m U a o `H1 o m h i POST SIZE PER TABLES INSTALL W/ EXTRUDED OR I 3" PAN ROOF PANEL UDED OR 1/4" x 8" LAG SCREW (1) PER SUPER GUTTER (MIN. SLOPE 1/4": V) `a S. BREAK FORMED 0.050' TRUSS / RAFTER TAIL AND 3' HEADER EXTRUSION ALUMINUM U-CLIP W/ (4) 1/4- x 1/4" x 5" LAG SCREW MID WAY 1-1/2- LAG SCREWS AND (2) FASTEN TO PANEL W/(3) m BETWEEN RAFTER TAILS #8 x 1/2" S.M.S. EACH PANEL 0 1/4" x 4" THROUGH BOLTS (TYPICAL) SUPER OR EXTRUDED GUTTER n E2 EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 2" = T-T 08-12-20,10 O m Ld d 0 N CL - EA w Lu HLET ? O z w l ®c z w F 12 c BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER \ SEALANT BEHIND DRIP EDGE 0 !� #10 x 4' S.M.S. WI 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": 11 rEXTRUDED TRUSS /RAFTER TAIL112"0 SCH. 40 PVC FERRULE EXISTING FASCIA OR R GUTTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2' = l'-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 11TO 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 EXISTING 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" =1'-0" GUTTER BRACE @ 2'-0" O/C CAULK SLOPE . ....:.......... COMPOSITE ROOF SUPER OR HEADER EXTRUDED CAULK GUTTER aSOFFrr 2" x 9" BEAM i \ (2) #10 x 112" 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: T = V-0" ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF FASCIA COVERS PAN & SEAM OF PAN & ROOF 318" x 3-1/2" LOUVER VENTS OR 314"0 WATER RELIEF HOLES REQUIRED FOR 2-1/2' & 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"O 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" = 1'-0" FLASHING 0.024" OR 26 GA. GALV. T x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2-3/8" 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 I 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) 318" 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) 1-314' x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CUP 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 LARGERTHAN 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" PAN ROOF ANCHORING DETAILS 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 SEALANT PAN HEADER (BREAK - FORMED OR EXT.) 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 ROOF PANEL TO BEAM DETAIL @ WHEN FASTENING TO SCALE: 2" = 1'-0" ALUMINUM USE TRUFAST HD x Cr + 314") AT 8" O.C. FOR UP TO FOR PAN ROOFS: 130 MPH WIND SPEED "D"; (3) EACH #8 x 1/2" LONG S.M.S. EXPOSURE 6" O.C. FOR PER 12' PANEL W/'314' ABOVE 130 MPH AND UP TO ALUMINUM PAN WASHER> 150 MPH WIND SPEED EXPOSURE"D" ;:{•:;•;; :: ......... ................. CAULK ALL EXPOSED SCREW HEADS & WASHERS ROOF PANEL FOR O OS1T ROOFS: (PER TABLES SECTION 7) '0S #;10x(FU ) ' �=170 FENDER WASHER- SUPPORTING BEAM 2„ (PER TABLES) 1• O !C_,•(LENGTH - PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2" = l'-0" (7 Z_ tz 2 fic IL w O LL m O J aU) 2 O co ZU H (D (D Cn0 tAZpZ W Es W oZ:cQ C/) } UJI Ix cf) Z F"W�O �LLLL�-i � Z Z U)0Q� W 2 L- _Z Q of R r D Q J a C m (0 � a n Z N co J W mco LL W u 2 m W 2 c co D_ � OCD LL ma c rz 33 C U m 3 � c' Wco N L a 0 J m C � c o m SH m U) 0 w 08-12-2010 Ci Li a lG�C-�7010 SE4L F z w EET w z C9 z w 10D z w 12 m 0 0.024" x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 1/8" 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. #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 9116" TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM @ 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 #5 RRBAR 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 HEADS AND WASHERS 1/8" WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS " WHEN"FASTENING TO ALUMINUM USE TRUFAST HD x (T + 3/4") 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" PANEL ROOF TO RIDGE BEAM•@ CONCRETE POST DETAIL SCALE: 2" = V-0" 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET TYPICAL INSULATED PANEL SCALE: 2" = V-0" #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 1/2" S.M.S. W/ 1/2" 0 WASHER. 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 5/8" 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 & 1.20 FOR H-14 OR H-25 METAL. COVERED AREA TAB AREA 3/8" TO 1/2" ADHESIVE BEAD " p FOR A 1" WIDE ADHESIVE nitl0 lw STRIP UNDER SHINGLE y p MIN ROOF SLOPE 2-112:12 nSUBSEQUENT ROWSvo" STARTER ROW COMPOSITE PANEL W/ zz Q m EXTRUDED OR BREAK FORMED CAP SEALED IN m PLACE W/ ADHESIVE OR p 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. J FOR AREAS UP TO 120 M.P.H. WIND ZONE: j 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 Z W WITH THE TABS IN THE UPWARD I IINSTALLED 2O SUNSTALLED BSEQUENT EQUENT ROWS OF SHINGLES WITH THE TABSFACING IN THE DOWNWARD 0 DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID Z U W COVERED AREA 0 (D U) 0 FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 55 Z 0 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE W p LLI ZO AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA_ SHINGLE ROW INSTALLED WITH Z = THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO W la— W L Z STRIPS OF ADHESIVE AT MID COVERED AREA. W J z F— UJ O ADHESIVE: BASF DEGASEALTM 2000 PL COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL ? LJ p W SCALE: N.T.S. coQ ZZ Q D-LL COVERED AREA Z C) 0 O TAB AREA W/ 1" ROOFING s Ia- NAILS � F- INSTALLED PER o J Q MANUFACTURERS Q SPECIFICATION FOR NUMBER Cl AND LOCATION _ MIN. ROOF SLOPE 2-112 :12 O 0 0 0 1 O SUBSEQUENT ROWS 3/8" TO 112" 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- 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL T1' 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. G. 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. U Z_ Lu w a a O LL J w O H A z i R w `uj -"CD z _x 4`> cf O - LL _i- co �k zNco co J W M LL W LL W x c w W .0 a n a) ¢ r v m 0) a ro 47 rcn [� W r 1 LLI or J m U > p m -c: U a c J F. a Ei U SEAL z w O U SHEET z w co 10E z m 08-12-2010 OF 12 0 MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE r\ ON TOP AND BOTTOM LOCK GROOVE co w O fD ce 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 & FL7561 ELITE ALUMINUM CORPORATION ELITE PANEL SCALE: 2" = 1'-0" Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval 01-1049 - --_ Wind Open Structures Mono Sloped Root I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s annoad• 3 an s iload' 4 s annoad• %2 s aNload• 3 s annoad• 4 soan/load• 1&2 s annoad• 3 s annoad• 4 s aniload• Cantilever 100 25'-9" 13 28'-9" 13 27--10" 13 20'-7- 120 1 22'-11° 20 22'-2- 20 19'-2" 23 21'-5" 23 20'-8" 23 4'-0- 45 110 25' -0" 14 2T-11" 14 27'-0- 14 20--7" 1211 22'-5- 21 21'-8" 21 IT-8- 27 19'-9" 127 19'-1" 27 4'-0- 55 120 2Z-77 17 25'-4" 17 24'-5' 17 18'-5' 25 20'-7' 25 19'-10" 25 16'-3" 32 18'-2" 32 17'-7- 32 4'-0- 65 123 2Z-0" 17 24'-8' 17 23'-10' 17 17'-11' 26 20'-1' 26 1T-5' 25 15'-10" 34 17'-8° 34 1T-1" 34 4'-0" 69 130 20'-10' 2D 23'-3' 20 22'-6' 20 17'-1' 29 19'-1' 29 18'-50 29 13'3 45 16'S' 38 16'-1' 38 4'-0' 77 140-1 19'4" 23 21'-8" 23 20'-11' 23 15'-9' 34 1T-7" 34 17'-0" 34 13'-8" 45 16'-W 38 16'-1° 38 4'-0' 89 140-2 19'-4" 23 27'-8' 23 20'-17' 23 15'-9- 34 1 1T-7- 34 17'-0' 34 12W* 53 15'-6' 44 13'-8- 53 4--0- 89 150 78'-2' 26 20'-4' 26 19'-8" 26 13'-7' 46 -16'-5" 39 15'-71" 39 11'-10' 60 73'-3' 60 12'-10' 60 4'-0" 102 Wind Open Structures MonoSlo ed Roo( Screen Rooms & Attached Covers Glass 8 Modular Rooms Enclosed Overhang Zone MPH 1&2 s annoad• 3 s antload• 4 s annoad• 1&2 s an/load• 3 s annoad' 4 s an load' 1&2 s annoad• 3 s annoad• 4 s an/load' Cantilever 100 29'-8' 13 33'-2' 13 32'-1' 13 23'-8' 20 26'-W 20 25'-7' 20 22'-1' 23 24'-8' 23 23'-10' 23 4'-0' 45 110 28'-10' 14 3Z-3' 14 31'-2' 14 23'-2" 21 25'-10- 21 24'-11' 21 20'-5- 27 2Z-10" 27 2Z-0" 27 4--0' 55 120 26'-1' 17 29'-2' 17 28'-2' 17 21'-2' 25 23'-8" 25 22'-11" 25 18'-9" 32 20--11" 32 20'-3" 32 4'-0' . 65 123 25'-5" 17 28'-5" 17 27'-5' 17 20'-8' 26 23'-2- 26 2Z4- 26 18'3" 34 20--5" 34 19'-8° 34 4'-0' 69 130 2T-11' 20 26'-10" 20 25'-11' 20 19'-8' 29 22'-0' 29 21'-3' 29 17'-2" 38 19'-3" 38 18W- 38 41-- 77 140-1 22'-4" 23 24'-11' 23 24'-2' 23 15'-2' 34 20'-4" 34 19'S" 34 17'-2" 38 19'-3' 38 18'-7' 38 4'-0' 89 140-2 27-4' 23 24'-11" 23 24'-2° 23 18'-2' 34 20'-4- 34 19'-8- 34 15'-11' 44 17'-10' 44 17'-3' 44 4'0' 89 150 20'-11' 26 23'-6° 26 2Z-8' 26 16'-11' 39 18'-11" 39 18'-0" 39 13'3' 60 16'-7" 51 16'-0' 51 4'-0' 102 Wind Open SW ctures Mono Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s annoad• 3 I s an/load• 4 s annoad' 1&2 s annoad• 3 I s annoad• 4 s annoad• 1&2 s annoad• 3 s annoad• 4 s anfload• Cantilever 1D0 29'-11" 13 3S-6' 131 32'-5" 13 23'-11' 120 1 26'-9" 20 25'-11- 20 22'-4' 23 24'-11- 23 24'-2" 23 4'-0' 45 110 29'-2" 14 32'-7" 14 31'-6" 14 23'-4" 21 26'-2" 21 25'-3' 21 20'-7" 27 23'-7" 27 223" 27 4'-0' 55 120 2&-4' 17 29S' 17 28'-6' 17 21--F 125 1 23'-11" 25 23'-2' 25 18'-11- 32 21'-2" 32 20'-5- 32 4'-0" 65 123 25'-8" 17 28'-9' 17 27'-9' 17 20'-11' 26 23'-5- 26 2Z-7" 26 18'-5" 34 20W- 34 19'-11- 34 4'-0- 69 130 24'-3' 20 2T-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" 77 140-1 2Z-7- 23 25'-3- 23 24'S' 23 18'-4' 34 20'-6" 34 19'-10° 34 17'-5- 38 19'-5' 38 16'-9- 38 4'-0- 89 140-2 2Z-7' 23 29-3' 23 24'-5' 23 18'-0' 134 1 20'S' 34 19'-10' 341 16'-2- 44 78'-1- 44 17'S° 44 4'-0- 89 150 21'3° 26 23'-9' 26 22'-11° 26 1T-2' 39 19'-2° 39 18'-6' 39 13'-1o° 60 16'-9' 51 1 16'-2° 51 4'-0' 102 Wind Open Structures Mon oSloped Roof Screen Rooms & Attached Covers Glass &Modular Rooms Enclosed Overhang Zone MPH s annoad•ad• 1&2029'-1* 4 s annoad• 1&2 s anfload• 3 s annoad• 4 s aniload• 1&2 s annoad• 3 s annoad• 4 s annoad• Cantilever 100 34'-7" 1313 3T-5" 13 27'-fr 20 30'-11- 20 29'-10' 20 25'-9' 23 28'-10' 23 27'-10- 23 4'-0' 45 110 33'-W 1414 36'4" 14 26'-11' 21 30'-2' 21 29'-2' 21 23-9 27 27 26-7 27 27 25'-8" 27 4'-0- 55 120 39-T 1717 32'-10" 17 24-9' 25 27'S' 25 26'S' 25 21'-10' 32 24'-5" 32 ZT-7° 32 4'-0° 65 123 29'-7- 1717 3Z-0" 17 24'-2- 26 26'-11- 26 26'-1' 26 21'3" 34 23'-9" 34 22'-11" 34 4'-0' 69 130 2T-11" 2020 30'3' 20 2Z-11" 29 25'-W 29 24'-9' 29 To -To 38 22'-5' 38 27'3° 38 4'-0' 77 140-1 26'-1' 2323 28'-2' 23 21'-2" 34 23'-8' 34 22'-11' 34 20'-l' 38 2Z-5" 38 21'S' 38 4'•0' 89 140.2 26'-1' 2323 28'-2" 23 21'-2' 34 23'-8" 34 22'-11' 34 18'-8' 44 29-10' 44 20'-1' 44 4' 150 1 24'-6- 26 27'-4' 26 26'-5- 26 19'-9- 39 22'-1" 39 21'S' 39 17'-4V* 51 19'-4" 51 18'S' S1 4' n- 102 Note: Total roof panel width = room width +wall width +overhang. 'Design or applied load 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 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads' (#ISF) Manufacturers' Proprietary Products: Statewide Product Approval NFL1049 Wind O en Structures MonoSlo ed Roof Sereen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang Zone 1&2 3 4 182 3 4 182 3 4 Cantilever MPH s annoad• s anfload• s annoad• s annoad' s annoad• s annoad• s an/load• s annoad' s annoad• 100 34W" 13 38'S' 13 1 37'-5' 113 27'-8" 20 39-11' 20 29-10- 20 25'-9" 23 28'-10- 23 1 27' 110' 123 1 4'-0" 45 510 33'-8' 74 37'-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' 17 34'-0' 17 32-10' 17 24'-9' 25 2T-8' 25 26'S" 25 21'-10" 32 24'-5' 32 23'-7' 32 4'-0' 65 123 29'-7° 17 33-1' 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' 20 31'-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' 23 29'-l' 23 28'-2' 23 21'-2° 34 23'-8' 34 22'-11" 34 20'-1° 38 2: -5' 38 89 140-2 26'-1" 23 29'-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 150I 24'-6° 26 27'4" 26 26'-5' 126 1 19'-9' 39 27-1' 39 21'-5' 39 1 17'-4° 51 19'-4' 51 1 18'-8' I 51 I4'-0' 102 Wind Open Structures Mon oSloped Rooff Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang Zone MPH 1&2 s ardload• 3 s annoad• 4 I s annoad• 1&2 I s annoad• 3 s annoad• 4 I s annoad• 1&2 s an/load• 3 s annoad' 4 I s annoad' Cantilever 100 3T-11" 13 42-5' 13 40'-11' 113 1 30'-3° 20 33'-10" 20 32'-8' 20 2&3° 23 31'-7- 23 1 30'-6' 123 4'-W 38 110 36-10' 14 41'-2' 14 39'-1(' 14 29.6' 21 33'-0" 21 31'-11" 21 26'-1' 27 29'-1" 27 1 28'-2- 27 4-0' S5 120 33'-4° 17 37'3' 17 36'-0' 17 2T-1' 25 30'3" 25 29'-3" 25 23'-11" 32 26'-9' 32 25-1 D" 32 4'-0" 65 123 32-5' 17 36'-3' 17 35'-1' 17 26'-5' 26 29'-7' 26 28'-7' 26 23-X 34 26'-0- 34 25'-Y 34 4'-0' 69 130 30'-8' 20 343' 20 33'-1' 20 25'-Y 29 28'-1° 29 27'-2" 29 21 -11" 38 24'-7° 38 23'-9' 38 4'-0" 77 140.1 28'-6' 23 31'-11" 23 30'-10° 123 23'-3' 34 25'-11' 34 25'-1" 34 21'-11" 38 24'-7' 38 23'-9' 38 4'-0' 89 140-2 28'-0' 23 31'-11° 23 30'-10' 23 23'3' 34 25'-11" 34 25'-1" 34 20'-5" 44 2Z-10' 44 22'-1' 44 4'-0- 89 150 26'-10" 26 29'-11' 26 28'-11' 26 21'-8° 39 24'-Y 39 23'-5' 39 18'-11' S1 21'-2" 51 20'S' S1 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 J Q f) Z W H 20 Z) ZU o (7OU)� U) Z 0 n- W 0 W —i 0Z=ul ui<cnZ LU EL iY�IZLL W J O F— W O or _ C( f.o6Z9 cnW¢o Z U � Z Q J 2 w � Q J a V � � � K � � Q a Z`2 n z O J M M O Z ll. W LL W Z &at -� W 2 : `e d x w EL W O, a `t Z of T: er d a) 0 p LL O co N U O o Ca Z rn a O > tj U, N cct IX O 4) m 0: 4.. m m Z U a o O IY W _ Lo. m ~ O W Z_ F- Z I 0 Zt o Q. l(Q N III l O / J W 0 W 08-12-2010 OF (7 t C7 �F �o = W E .•. W ET Z Z Z W 10HLu W to 12 0 V. * 2.00" � I * 2.00" f 2.00" * I A = 0.434 in? 0.040" o Ix = 0.234 in.' A = 0.776 in? Ix = 1.953 in. ° Sx = 0.977 in? k Sx = 0.240 in? 0 046" 6005 - TS 6005 - T5 2" x 2" x 0.040" HOLLOW SECTION 0.072"co SCALE 2" = V-0" A = 1.855 in? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD-@ 24" O.C. Ix = 16.622 in.' TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in? * 2.00• 2" x 4" x 6.046" x 0.100" 6005 - T5 SELF MATING SECTION 0.045" o A = 0.538 in? SCALE 2' = 1'-0" Ix = 0.642 in' STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. 0.428 in? * 2 00" * TOP AND BOTTOM OF EACH BEAM 6005 - T5 2" x 8" x x 2" x 3" x 0.045" HOLLOW SECTION TING SELF MATING SECTION SECTION SCALE 2" = 1'-0" A = 0.964 in? 0 ix = 3.688 in. ' SCALE 2' = 1'-0" 0.050" q Sx = 1.475 in? 2.00" * 6005 - T5 * 2.00" r-ti U I I 0.060 o A = 0.768 in? Ix = 0.530 in.' Sx = 0.585 in? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 6005 - T5 2" x 5" x 0.050" x 0.096" 2" x 3" x 0.060" HOLLOW SECTION SELF MATING SECTION SCALE 2" = r.-0" 0.072-0- SCALE 2" = V-D" of * 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 Ix = 1.428 in.' Sx = 0.71714 in? A = 1.098 in? 0 6005 - TS c� Ix = 5.938 in. ° 0.050" ri 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" = T-W 6005 - TS 2" x 9" x 0.072" x 0.112" SELF MATING SECTION 3.00" STITCH W/ #10x3/4" S.D.S. HEX HEAD 24" O.C. SCALE 2" = 1'-0" A = 0.552 in? (1) @ TOP AND BOTTOM OF EACH BEAM 0.045" q Ix = 0.342 in' 2" X 6" X 0.0$0" X 0.120" * 2.00" I I Sx = 0.342 in? SELF MATING SECTION 6005-T5 17 = SCALE 2" 1'-0" 3" x 2" x 0.045" HOLLOW SECTION SCALE 2" =1'-0" 2.02" 0.082" o of A = 2.398 in? Ix = 27.223 in' Sx = 6.050 in? o A = 1.277 in? 6005 - T5 0.060" r 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 9" x 0.082" x 0.153" STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" D.C. SELF MATING SECTION TOP AND BOTTOM OF EACH BEAM SCALE 2' = 1'-0" 2"x7"x0.060"x0.120" SELF MATING SECTION SCALE 2" = 1'-0" 0 0.090' o 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 0.187" SELF MATING SECTION SCALE 2" = 1'-0' CD z W W o- af O LL W m O 0 z W W W z Town & Country 6005 Indicator Mark CD z (Instructions For Permit Purposes) w W O To: Plans Examiners and Building Inspectors, LL 0 W 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. K These alloy marks are used solely for our 6005 extrusions. It is rn ultimately the contractors responsibility that they receive and use only W 6005 alloy shapes when using this engineering. We are providing this cp document to simplify the indentification of our 6005 alloy materials to O be used in conjuction with our 6005 engineering. W m A separate signed and sealed document from Town & Country p will be provided to our pre -approved contractors once the materials.`i e purchased. Q2 TCI 6005 SELF -MATING ALLOY INDICATOR TCI 6005 HgLLOW ' CATOR mM dA O z LL 0 am 42 rz U 0 Z w 3 m w�3 °z¢ � M ¢� m .9 o0 � LL a� za fir 3� 8g J O U O aW LU 0 to N Z U, W F W U)Z0W w WFW(--� 0Z20 as tAQU)X y � U) a 0 UW�CO 0 0 L! d v Q m CO0< 0 2 = W m _Z (.5 O c o J Q LL Q n N u� c- Oc'n N tJ W LL W 6 mrn x E 2 ° o CL O LL n o m co zz z 0) J o t � O M L O � m C `0 0 M 6 08-12-2010 1 OF SEAL w w ET' z 0 z w 11 W Z z w In 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. (BAWL 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-6 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, 112" 4 ply COX 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 Assoctaton 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. . _TFASTENER SECTION DESIGN STATEMENT: The:anchorsystems in the Fastener section are designed for a 130 MPH Wind load. -Multipliers for other wind zones have been provided. Allowable loads iridlude a 133% wind load increase as provided for in The 2007 Florida Building ';C66.With 2009 Supplements. The use of this multiplier is only allowed once and Tha've selected 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 55,000 psi; Shear 24,000 psi table 9.1 Allowable Loads for Concrete Anchors Screw Size d = diameter Embedment Depth (in.) Min. Edge Dist 8. Anchor Spacing 5d (in.) Allowable Loads Tension Shear ZAMAC NAILIN (Drive Anchors) 114" 1-112" 1-t/4" 273# 236# 2' 1-1/4" 1 316# 1- 236# TAPPER (Concrete Screws) 3/16" 1-114" 15-11-6---T 288# 167# 1314" 15116" 1 371# 259# 114" 1-1/4" 1-1/4" 427# 200# 1-314' 1-114" 544# 216# �3/8" 11412" 1.9116" 1 511# 402# 1-314" 3-318" 1 703# 455# .POWER -BOLT -(Expansion -Bolt) va" 2"--_._- -- - -'� -- - 624# 261# 5116" 3" 1-718" 936# 751# y1318"' 3.112" 112" 5" - ----2-1/2-1-2,332#` -2;220q POWER STUD (Wedge -Bolt ®) 1/4" 2-314" 1-114" 812# - 326# 318' 4-1/4" 1-7/8" 1,358# 921# 112' 6" 2.112" 2,271# 1 1,218# 518" 7" 2-1/4" 3,288# 2,202# Wedge Bolt 1W 2.112" 2-114" 1 8784 38f 318" 1 3-112" 3-114" 1 1,705# 916# 112' 1 4" 33/4" 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 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. 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 = 12(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 1/2(20AZ) x T x 10# / 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 p.s.l. concrete. ScrewlBolt Allowable Tensile Loads on Screws for Nominal Wall Thickness ((Ibs.) 1* 0.164" 122 139 153 200 . 228 255 #10 0.190" 141 161 177 231 263 295 - #12 0210" 156 178 196 256 291 327 #14 0.250" 186 212 232 305 347 389 529 1/4" 0.240" 179 203 223 292 333 374 508 5116" 0.3125" 232 265 291 381 433 486 661 3/8' 0.375" 279 317 349 457 520 5B4 793 112" 0.50' 1 373 423 465 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs.) Screw/Bolt Single Shear Size Nd 0.044"F203 0.055" 0.072" 0.082' 0.092" 0.125" 48 0.164" 117- 147 .192 218 245 - #10 0.190" 136 170 222 253 264 - #12 0210" 150 188 246 280 293 - #14 0.250" 179 223 292 333 374 508 114" 0240" 172 214 281 320 358 487 Sit 6' 0.3125" 223 279 366 416 467 634 318" 0.375" 268 335 439 499 560 761 .7 447 585 1 666 747 1015 ' Allowable Shear Loads on Screws for Nominal Wall Thickness (11 (Ibs.) Double Shear 0.044" 0.050" 0.055" 0.072" 0.082' 0.092" 0.125" 343 390 429 561 639 717 974 KSIM":Nd 446 508 559 732 832 934 12fi9 536 10 670 878 998 1120 1522 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 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 513152 H-25 1522 6005 T-5 2030 Allowable Load Coversion Multipliers for Edge Distances More Than Sd Edge Distance Multipliers Tension I Shear 5d 1.00 1.00 6d 1.04 f 20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 1.21 12d 1.25 Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures 0 27.42 #/SF Fastener diam. min. edge distance min. ctr. tCL No. of Fasteners / Roof Area (SF) 1 1 Area 2 / Area 3 / Area 4 / Area 114" 112" 54S 1,454-53 2.908-106 4,362-159 5.819-212 5/16" 3/8" 7/8" 1,894 - 69 3.78E - 138 5,682 - 207 7,576 - 276 ii-e 314" 1" 2.272 - 82 1 4,544 -166 6,816 - 249 9.088 - 331 12" 1" 1 1-1/4" 3,030-110 1 6,060-221 9.090-332 12,120-442 Table 9.513 Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 35.53 #/SF Fastener diam. min. edgal distance min. ctr. to ctr. No, of Fasteners / Roorea (S Area 11 Area 21 Area 3 /Af 41 Area 114" 1/2" 5/8' 1,454 - 41 2,908 - 82 4,362 - 125 5,819 -164 5/16" 318" 7/8" 1,894 - 53 3,788 -107 5,682 -160 7,576 - 213 318" 314" t' 2,272 - 64 4,644 -128 6,816 -192 9,088 - 251 112" 1" 1-1/4" 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 rivals. 3. Minimum edge distance Is 2d for screws, bolts, and rivals. Allowable Load Conversions for Edge Distances More Than 5d Edge Distance Allowable Muhl Load liers Tension Shear 12d 1.25 11d 1.21 10d 1.18 200 9d 1.14 1.80 lid 1.11 1.60 7d 1.08 1.40 6d 1.04 1.20 5d 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 12D 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 2 3 1 4 1" 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39SF 1/4"e 1-112" 396#-14 SF 792#-29 SF 1188#-43 SF 1584#-58 SF 2-112" 660#-24 SF 1320#-48 SF 198D#-72 SF - 2640#-96 SF 1" 312#-11 SF 624#-23 SF 936#-34 SF 12484.46 SF 5116"e 1-1/2" 468#-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF 2-112" 780# - 28 SF 1560# - 57 SF 2340# - 85 SF 3120# -114 SF 1" 356#-13SF 112#-26SF 1068#-39SF 1424#-52 SF 318"o 1-1/2" 534#-19 SF 1068#-39SF 1602#-58 SF 2136#-78 SF 2-1/2" - 3 SF 890# 2 1780# - 5 6 SF 26 70# - 97 SF 3560# -130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings Fastener Diameter I Length of Embedment Number of Fasteners 1 2 1 3 4 TYPE OF FASTENER - "Quick Set" Concrete Screw (Rawl Zamac Nallin or E uivalent 1/4"e 1 1-1/2" 273#-10 SF 6# 54-211 SF 1319#-30SF 1092#-40 SF 2" 316#-12 SF 632#-23 SF 948#-35 SF 1 1264#-46 SF TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 3/16"o 1-114' 2884-11 SF it 1 576#-21 SF 1 864#-32 SF 1152#-42 SF 1314' 371#-14SF I 742#-27SF I 1113#-41SF 1484#-54 SF 114"o =4" 3# 730#-275F 12#S SF 1314 2#-13 476S 109#-411" -47SF14632 17Q#5 SF 318"e 1-112" 511 # -19 SF 1 1022# - 37 SF 1533# - 56 SF 1 2044# - 75 SF 1314' 703#-26SF 1 1406#-51 SF 21099-77 SF 12812#-103 SF TYPE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent 3/8"e 1 2-1/2" 1050# - 38 SF2100 - 7SF - 11175 SF 4200# -153 SF 3-112 1575#-57 SF 3150#-115 SF 43715-2 SFJ 6300#-230 SF 1/2"e 1 1399#-51 SF 12798#-102 SFJ 4197#-153 SFJ 5596#-204 SF 5" 1 2332#-85 SF 14664#-170 SFJ 69964-255 SFJ 9328#-340 SF Note: 1. The minimum distance from the edge of the concrete to the concrete anchor c or and spacing between anchors shall not be less than Sd where d is the anchor diameter. 2. Allowable roof areas are based on loads for Glass / Enclosed Roams (MWFRS); I =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.B 1.01 120 27.4 1.00 123 28.9 0.97 130 322 0.92 140-1 1 37.3 0.86 140-2 37.3 0.86 ISO 42.8 0.80 0 Metal to Plywood 112" 4 ply 5/8' 4 ply 314" 4 ply Shear (Ibs. Pull Out (Ibs. Shear (Ibs. Pull Out (Ibs. Shear (Ibs.) Pull Out (Ibs.) 88 93 48 113 59 134 71 Psrew #10 100 55 120 69 141 78 #12 118 71 131 78 143 94 #14 132 70 145 88 157 1 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tension (Ibs. Shear Tenslon (Ibs. Shear 118" 129 176 210 325 5132" 1 187 1 263 340 490 3116" 1 262 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 w/ Wind Zone Use Next Larger Size for "C" Exoosures Maximum Screw / Anchor Size Max Size of Beam Upright Attachment Type Size Description To Wall p To Upright, Beam D 2" x 4' x 0.044" Angle 1' x 1' x 0.046" 3116" #10 2" x 4" x 0.044" Angle 1" x V x 1/16' (0.063") 3/16" #12 2" x 5" x 0.072' U-channel 1-1/2' x 1-1/2' x 1-1/2" x 0.125" 112" #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' x 1"x 1/8' (0.1257 3116" #12 2"x10"xO.072" Angle 1-12"x1-1/2'1/16"(0.062) 1/4' #12 2' x 7" x 0.072' Angie 1-12' x 1-12" Pis"(55565 1/4" #14 2" x 10- x 0,072" Angle 1-12" x 1-12' 1I8(0.062') 1/4' #14 2" x 7" x 0.072" Angle 1-3/4' x 1-3/4" x 1/8'(0.125") 114" #14 2" x 10" x 0.072" Uchannal I-X4" x 13/4" x 1-3/4" x 1/8" 3/8' #14 2" x 10" x 0.072" Angle 2' x 2' x 0.093' 318" 318, 0.072" Angle 2" x 2" x 1/8"(0.125) 5116" 5116' 2"x10"x0.072" Angle 2x2"x3116'(0.313') 1W 12" 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 i.e. Use in lieu of angles where possible. 4. The thicker of the two members u channel angle shouldbe 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 If / SF) (For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1' 264#-7SF 528#-15 SF 792#-22 SF 1056#-30 SF 1/4"o 1-1/2" 396#-11 SF 792#-22 SF 1188#-33SF 1584#-45 SF 2.112" 66D#-19 SF 1320#-37 SF 1980#-56 SF 2640#-74 SF 1" 312#-9 SF 624#-18 SF 936#-26SF 1248#-35 SF 5116"o 1.112" 468#-13 SF 936#-26SF 1404#-40 SF 1872#-53 SF • 2-112" 780#-22 SF 1560#-44 SF 234D#-66 SF 3120#-88 SF 318'e 1"1 356#-10 SF 712#-20 SF 1068#-30 SF 1424#-40 SF 1-112" 534#-15 SF 1068#-30SF 1602#-45 SF 2136#-60SF 2-112" 1 890#-25SF 1 1780#-50 SF 2670#-75 SF 3560#-100 SF CONNECTING TO: CONCRETE [Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings Fastener Diameter I Length of Embedment 1 Number of Fasteners 1 2 13 4 PE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nallin or Equivalent two 1 1-112" 1 233#-8SF 466#-17SF 699#-25SF 932#-34SF 2" 270#-10SF 540#-20SF 810#-30SF I 1080#-39SF PE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 3/16"a 1-112" 246# - 7 SF 492# - 14 SF 738# - 21 SF 984# - 28 SF 1314" 317#-9.SF- 634#-.18.SF... 951#-27-SF--1268#-36 SF 1/4"o 1-112" 365#-10 SF 730#-21 SF 1095#-31 SF 14fi0#-41 SF 1-314" 465#-13SF• 930#-26SF 1395#-39SF 1860#-52 SF 3/8"o 1-112" 437#-12 SF 874#-25SF 1311#-37 SF 1748#-49 SF 13/4" 601#-17 SF 1202#-34 SF 1------ 1SF 2404#-68 SF PE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent 318"o 2-112" 1205# - 34 SF 2410# - 68 SF 3615# - 102 SF 4820# -136 SF 3-112" 1303#-37 SF 2606#-73 SF 3909#-110 SFI 5212#-147 SF 1/2"o 3" 1806# - 51 SF 13612# - 102 SFJ 5418# -152 SFJ 7224# - 203 SF 5" 1993# - 56 SF 13986# -112 SFI 5979# - 168 SPI 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 Sd 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 100 25 1.22 110 30 1.11 120 35 1.03 123 37 1.Oo 130 42 0.94 1404&2 48 0.88 ISO 56 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"x9" 114" #14 1/4" 1/4" 2" x 8" 114" #12 1/4' #12 2"x 7" 3116" #10 3116" #10 2" x 6" or less 3/16" #8 3/16" 98 Note: Wall, beam and upright minimum anchor sizes shall be used for super gutter connections. Table 9.10 Alternative Anchor Selection Factors for Anchor I Screw Sizes Metal to Metal Anchor Size #8 #10 #12 914' 5116" 318" #8 1.00 0.80 0.58 0.46 0.27 0.21 #10 0.80 1.00 0.72 0.57 0.33 0.26 #12 0.58 0.72 1.D0 0.78 OAS 0.36 #14 0.46 0.57 0.78 1.00 0.59 0.46 5I16" 0.27 0.33 0.46 0S9 1.00 0.79 311 021 026 0.36 0.58 1 0.79 1.00 Alternative Anchor Selection Factors for Anchor I Screw Sizes Concrete and Wood Anchors (concrete screws: 2" maximum embedment) Anchor Size 3/16" 1 1/4' 318" 3116" 1.00 0.83 0.90 1/4' 0.83 1.00 0.69 Dyne Bolts (1-518" and 2-1/4' embedment respectively) Anchor 3/16" Size 3116'I 1AD '. -OAS 112.0.46 , 1'00 318' 0.50 0.59 1.00 3 Multiply the number of #8 screws x size of anchor/screw desired and round up to then%xt even r of screws. ' Example: If (10) #8 screws are required, the number of #10 screws desired Is: - 0AX10=(8)#10 (9 Z_ 0_ W a of O LL m O J Q CO Z W Q Z U fn fnZa U,I 0 U.I tq¢U)of W w C0 W LLI J I- F"WF=U) �LLLL=L¢L H0 °6Z co 0 Q L11 Z_ C) Q J Q 'c)- ut )) (!) 19 19 04 J M M LL W M W 6 m m o O u a q� o v m J li ui 0) o to Ib D c' n C LLI oL m C U c L} o t n m (�9 m r� H SHEET ui a 0 V W Q Z W U) 12 W W Z QU) Z K t m 08-12-2010 OF 12 Q