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HomeMy WebLinkAboutDEFERRAL25-Jun-2019 12:12 - OFFICE USE ONLY: SCANNED DATE FILED: BY REVISIONFEE: L.Licie County LOCATIONISITE ADDRESS: 13213622502 P.2 PERDDT#_ RECED'T # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34M-5652 (772) 462-IM APPLICATION FOR BUILDING PERMIT DEFERRAL PROJECT INFORMATION DETAILED DESCRIPTION OF PROJECT REVISIONS: Steel Stair cats I Truss Placement drawings I Roofing NOA CONTRACTOR INFORMATION: RECEIVED 1UN 2 5 7019 Permitting Department St. Lucie County STATE of FL REG.JCERT. #: CCC#041824 ST. LUCIE CO CERT. #: BUSINESS NAME: welsh Construction QUALIFIERS NAME: Kim Richard welsh ADDRESS: 3845 w. Eau came Blvd. suite tot CITY: Melbourne STATE: Florida ZIP: 32934 PHONE (DAYTIME): 321.757-7383 FAX: 321-M-2582 OWNERIBUILDER INFORMATION: NAME. Farrell Advantage Pt St Lurie Holdings LLD CITY: STATE: NY FAX: ARCAITECTIENGINEER INFORMATION: ZIP: NAME: ADDRESS: CITY: STATE: ZIP: PHONE (DAYTIME): FAX: SLCCC.• 9123109 Rev1sed07/17118 File Copy JPI inc From: Andrew Armbruster <andrew@welshci.com> Sent: Friday, June 07, 2019 8:58 AM To: JPI inc Cc: Tom Knight Subject: Permit # 1712-0019 Deferred Submittals Attachments: AV-37 STAIRS CALCS REV JAN 2019 s+s-AAN.pdf, J#85317-Truss-Placement-Diagram- (AAN).pdf - Andrew, Permit # 1712-0019 Deferred Submittals Steel stair talcs and metal truss placement drawings are attached. Link to pre-engineered metal truss design drawings: 11,MISJ12p box.com/s150j86piclfc8 c68zgdf547tivhuvxgsla Andrew Armbruster Project Manager 321-427-9012 T®R CCA� C®NTRAC BRYNTESEN OO\ STRUCTURAL ENGINEERS DA: WM ©(S1EPifDPt NORD Rrrorum^.m, wensumAEw rrrt u(Ervm SMeN YT A(MMITI(£ IS FOR OEaGP MITE M ONLY ASID:S NRT FOfi OIMfY5101} WItNN R&ORREEO C(MDRDGNS. MMV]I ARE WE EA(N n(tELFdr:CFMINE AS WWMDU H:S.SE(:FICALLr ACC OCRROE(: ro.AW"CSPrDCRMt EORE4Yq CNRE FilV'FfhOEY: DAM IM[ P.O. BOX 547774 ORLANDO, FL 32854 T (407) 421 4866 C.A.#30556 i S REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC PREPARED BY: DANIEL SOUTER, P.E. — FL#63901 01/11/19 ° No.83981 STATE OF g Daniel Souter This item has been electronically signed and sealed by Daniel Souter, P.E. on the date shown below using a Digital Signature. Printed copies of this document are not considered signed and sealed and the SHA authentication code must be verified on any electronic copies. 2019-01-11 14:15:57 COMTnRCTOR COPY All Plans and Calculations prepared using FBC 2017 Stair Loading 100 psf LL 5 psf for plate DL 20 psf DL (stringersilanding members) Spans Stair Pans = 4'-0" 12 Gauge Stair Landing 1/8" plate Stringer - Worst case = 14'-0" (Diag.) MC12xl4.3 Typical Landing Member - Worst case = 6'-1" (2'-6" spacing) MCx8x8.5 Main Landing Member = 9'-2" MC 12x 14.3 (See following pages for individual member design) Stair Pans (12 Gauge steel thickness, stair pan is 11" deep by 7" high) Sx (Z purlin 6"x2.5" leg [conservative]) = 2.02 in3 Mmax = wLZ/8 = 120plf x 4'-0" Z / 8 = 0.2 k.ft Sxreq. =0.2k.ft x 12" / (36 ksi x 0.6) = 0. 11 in3 Sx act. = 2.02 in3 > 0.11 in3 Stair Pan OK Landing Plate J. (1/8" steel thickness, 2'-6" span) Sx (1' strip) 12" x 1/8 ,2 / 6 = 0.03 in3 Mmax = 0.1 wLZ = 105plf x 2'-6"2 = 0.066 k.ft Sx req. = 0.077 k.ft x 12" / (36 ksi x 0.75) = 0.029 in3 Sx act. = 0.03 in3 > 0.029 in3 Landing Plate OK Handrails/Guardrails Concentrated Load of 2001b at any point and in any direction 50plf uniform load applied in any direction Member Properties Steel 35ksi 1 1/4" dia. nine (STD) Schedule 40, OD = 1.66", ID = 1.38", wall thick. = 0.140", Sx = 0.235in', Zx = 0.324in' 1 1/4" dia. nine (X-STR) Schedule 80, OD = 1.66", ID = 1.278", wall thick. = 0.191", Sx = 0.2910, Zx = 0.414in3 Horizontal Member (Toprail/Grabrail) Mmax = wV18 = 50plf x 5'-0"2 / 8 = 136b.ft Zx req. = 0.136k.ft x 12" / (35ksi x 0.6) = 0.078in' < 0.324in' 1 1/4" Dia. Standard Pipe OK Handrail Vertical Member 50plf x 4'-8" post spacing = 2251b point load, 3'-2" height Mmax = PL = 2331b x 3'-2" = 713 lb.ft M 50plf x 4'-0" post spacing = 2001b point load, Y-6" height Mmax = PL = 2001b x 3'-6" = 700 lb.ft Zx req. = 0.713 k.ft x 12" / (35ksi x 0.6) = 0.407in3 < 0.414in3 1 1/4" Dia. Extra Strong Pipe OK (T/95 f gx' 1 0-71,-1 ?IUIIVfI VN a 5/8" DIA. EPDXY BOLT z U) SIMPSON SET EPDXY IN SOLID GROUTED CMU 8" SPACING 5" MIN. EMBED 2.735k x 4 FASTENERS = 10.94k ALLOW. 10.94k > 4.Ok - HAUNCH OK ENT HAUNCH JE OFISURANCHO SCCOMPLIES W/MFR SPECS BELOW • WEDGE•• 1NNSION \I \N\\'.`I �1\\ IN SOLID • • • CMU / .........Ii SPACED • O.C. •• ROW OF • • SPACING GREATER THAN 17.5" lwd capacity when installation is in the face of fully grouted 4-3/8" MIN. EMBED CMUrhasonryalmnshuction SHEAR (S) = 864LB < 1635LB ALLOW. OK TENSION (T) = 864LB x 2.125" / 9" = 228LB < 625LB OK COMBINED = (864/1635) + (228/625) = 0.89 < 1 OK CONTINUOUS LANDING ATTACHMENT J Title: Job # Dsgnr: Date: 2:43PM, 26 JUN 18 Description Scope: Rer. 580005 User. M41605W, Ver 5.8.0. 1-De 2003 Steel Beam Design Page 1 (c)1980-2003 ENERCA C Engineering Sci M m FGSI.ECW:CeICWaeons Description Stringer (MC12X14.3 also works by observation) General Information Code Ref: AISC 9th ASD, 1997 UBC, 20031BC, 2003 NFPA 5000 Steel Section : MC12X10.6 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 11.00 it Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 0.00 It LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 96 #7 DL 0.040 kilt LL 0.200 klft ST k/ t Start Location it End Location it Using: MCI2X10.6 section, Span=11.0011, Fy = 36.Oksi End Fixity= Pinned -Pinned, Lu = 1.00ft, LDF =1.000 Actual Allowable Moment 3.789 k-ft 18.216 k-ft fb : Bending Stress 4.943 ksi 23.760 ksi fbIFb 0208:1 Shear 1.378 k 32.832 k tv : Shear Stress 0.604 ksi 14AOO ksi fv I Fv 0.042 : 1 Force & Stress DL Maximum Only Max M + 3.79 k-ft 0.76 Max M- Max M @ Left Max M @ Right Shear @ Left 1.38 k 0.28 Shear @ Right 1.38 k 0.28 Center Defl. -0.051 in -0.010 Left Cant Defl 0.000 in 0.000 Right Cant Den 0.000 in 0.000 ...Query Defl @ 0.000 It 0.000 Reaction @ Left 1.38 0.28 Reaction @ Fit 1.38 0.28 Fa caldd per Eq. E2-1, K Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Static Load Case Governs Max Deflection -0.051 in Length/DL Deg 12,717.7 :1 Lengthl(DL+LL Den) 2,565.0 :1 «_ i nese columns are ueaa + Live Load placea as noted -» LL LL+ST LL LL+ST 0. Center 0. Center 0 Cants Cants 3.79 k-ft k-ft k-ft k-ft 1.38 k 1.38 k -0.051 -0.051 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 1.38 1.38 k 1.38 1.38 k Title : Job # Dsgnr: Date: 2:43PM, 26 JUN 18 Description: Scope : Steel Beam Design Page 2 FG-51.EM.CalmlaOon Section Properties MC12XI0.6 Depth 12.000 In Weight 10.53 #/it Web Thick 0.190 in Ixx 55.300 in4 Width 1.500 in lyy 0.378 in4 Flange Thick 0.309 In Sxx 9.200 in3 Area 3.10 ln2 Syy 0.307 in3 Xcg Dist. 0.269 in R-x 4.220 in Values for LRFD Design.... R-yy 0.349 in J 0.060 in4 Zx 11.600 in3 Cw 11.70 in6 ZY 0.635 in3 K 0.750 in Title : Osgnr: Description Scope: Steel Beam Design Description Typical Landing Member. Job # Date: 2:45PM, 26 JUN 18 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : MC8X8.5 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 6.50 It Bm WL Added to Loads Elastic Modulus 29,000.Oksi Left Cant 0.00 It LL 8 ST Act Together Right Cant 0.00 It Lu : Unbraced Length 1.00 ft Distributed Loads Notel Short Tenn Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.050 kilt LL 0.250 klft ST klft Start Location ft End Location It iummary Beam OK Static Load Case Govems Stress Using: MC8X8.5 section, Span = 6.5011, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = 1.00ft, LDF =1.000 Actual Allowable Moment 1.629 k-ft 11.524 k-ft Max Deflection -0.018 in fo : Bending Stress 3.359 ksi 23.760 ksi LengthIDL Deg 22,435.2 :1 feIFb 0.141 :1 Lengthf(DL+LL Defl) 4,253.8:1 Shear 1.003 k 20.621 k fv : Shear Stress 0.700 ksi 14.400 ksi fv I Fv 0.049 : 1 Force & Stress DL Maximum Only Max M+ 1.63 k-ft 0.31 Max. M - Max M @ Left Max M @ Right Shear@ Left 1.00 k 0.19 Shear @ Right 1.00 k 0.19 Center Dell. -0.018 in -0.003 Left Cant Deft 0.000in 0.000 Right Cant Dell 0.000 in 0.000 ...Query Deft @ 0.000 It 0.000 Reaction @ Left 1.00 0.19 Reaction @ Rt 1.00 0.19 Fa caldd per Eq. E2-1, K'Llr < Cc I Beam Passes Table B5.1, Fb per Eq. Fi-1, Fb = 0.66 Fy <<- These columns are Dead + Live Load placed as noted ->> LL LL+ST LL LL+ST Center Center Cants 0 Cants 1.63 k-ft k-ft k-ft k-ft 1.00 k 1.00 k -0.018 -0.018 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 In 0.000 0.000 0.000 0.000 in 1.00 1.00 k 1.00 1.00 k Title : Job N Dsgnr: Date: 2:45PM, 26 JUN 18 Description Scope: Rer. 560905 Uur.KW-0606594. Ver S.B.e. 1-Deo-2003 $t8@� i3Cer11 ®E51 tl Page 2 (<)1983-2003 ENERCALC En9�9�trg Software � FG-S1.ECW:CeIMeOane Description Typical Landing Member. Section Properties MC8X8.5 Depth 8.000 in Weight 8.49 Wit Web Thick 0.179 In ha 23.300 in4 Width 1.870 in lyy 0.624 in4 Flange Thick 0.311 In sm 5.820 in3 Area 2.50 in2 Syy 0.431 in3 Xcg Dist 0.428 in R-m 3.050 in Values for LRFD Design.... R-yy 0.500 in J 0.059 in4 Zx 6.950 in3 Cw 8.21 in6 Zy 0.875 in3 K 0.813 in Title : Jab # Dsgnr: Date: 2:46PM, 26 JUN 18 Description: Scope: Rev. 590005 User: kW-06U654d, Ver5.9.0, 1-1)eo2003 Steel Beam Design rl Page 1 (e)1981DXO MERCXC Engineering Soiiwere FG-51.ECW:Cx1adetbn Description Main Landing Member (MC12X14.3 also works by observation) General Information Code Ref: AISC 9th ASD, 1997 UBC, 20031BC, 2003 NFPA 5000 Steel Section : MC12X10.6 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 9.17 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi Left Cant 0.00 it LL & ST Act Together Right Cant 0.00 It Lu : Unbraced Length 1.00 it Distributed Loads Notel ShortTerm Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.080 klft LL OAOO Wit ST k(ft Start Location it End Location It Point Loads Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 0.280 0.280 k Live Load 1.400 1.400 k Short Term k Location 4.000 4.830 it Summary Beam OK Static Load Case Governs Stress Using: MC12X10.6 section, Span = 9.1711, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = 1.00ft, LDF =1.000 Actual Allowable Moment 12.160 k-ft 18.216 k-ft Max. Deflection -0.106 in fib : Bending Stress 15.860 ksi 23.760 ksi Length/DL Defl 5,939.8 : 1 fb I Fb 0.668 : 1 Lengthl(DL+LL Defl) 1,038.7 : 1 Shear 3.990 k 32.832 k fv: Shear Stress 1.750 ksi 14.400 ksi fv I Fv 0.122 : 1 Force & Stress Summary <<- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only fa). Center (1a Center A Cants Cants Max M + 12.16 k-ft 2.12 12.16 k-ft Max M- k-ft Max. M @ Left k-ft Max M @ Right k-ft Shear@ Left 3.99 k 0.71 3.99 k Shear @ Right 3.87 k 0.68 3.87 k Center Defl.-0.106in -0.019 -0.106 -0.106 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.99 0.71 3.99 3.99 k Reaction @ Rt 3.87 0.68 3.87 3.87 k Fa caldd per Eq. E2.1, WUr < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Title : Job # Dsgnr: Date: 2:46PM, 26 JUN 18 Description Scope: Steel Beam Design Page 2 FG-51.ECW:Ca1WaVons Section Properties i14C12X10.6 Depth 12.000 in Weight 10.53 #/it Web Thick 0.190 in Im 55.300 in4 Width 1.500 In lyy 0.378 in4 Flange Thick 0.309 in S1 9.200 in3 Area 3.10 in2 Syy 0.307 In.3 Xog Dist. 0.269 in R-m 4.220 in Values for LRFD Design.... R-yy 0.349 in J 0.060 in4 Zx 11.600 in3 GW 11.70 in6 ZY 0.635 in3 K 0.750 in BOTTOM BRACING DETAIL L rya •mmwu urouirw� —�- ""'tl1+'nrunaan iYPICRL HIP RIDGE PLATE DETAIL IT '.,,b -M HEEL CLOSURE I.J1J'-JJ TNit4 a TRUSS PROFILE DETAILS 12 BRASEN r WN1G F Po:f A . �Jtuen„• nuar�w mw J6rt"- � mrcac11a1W +anm v �oavmxaww.i+�Gmw�ro maflisiavxiwix-osNNunim:vxm. Y[b<YNA.mea..r�.. srG� IIIN ■ 1�'�. 11111111 .. Mwill A i3 f WPOM11Nit YIJm 6VTI0`IObiO W49A. Y r¢sexronlzrtmvoiw.imu»oEsrw R auwvwe emmveorroueavauG N=acv usxrsa-va:rnuss.allowa avTwm wrxaiwGcrsExvrt GGTIW/ CINYYICNOLLYGT W11PW:E`R frORdEfl a -� f Y Y • -a -i ♦ a ♦ e ♦ s � m "amnv.�veuranamws ,w.3wmroGn�rure uGJn�aerooETu�wm vay.aclwx GLL L olmtvsuv nireG;xrraa uoe,wuenn —11 mumroTawGwu¢awla G1 T ��LnaaTmu 31CiU'PB EET/d RNb Gnus mawm w3m mum Gmax m+awue nms: mmum1O'"i m ... CAUTIION'r.'^.. w mmrra wa vww1POo�avni_,� cri wsT. w x¢musumo um m ra .+« NOTE«« ... «." :sc*urui.A:numuva GNnwxas .�Nv"o"o sriarc nw�sa wrcYsnm avnaxs N �� 0 SMIICMh EC9R K i '�� oiuim ax mis wu.+c i G°er:♦"^�., ate" . °O":a°AnAH'8° BE.WNC wnm G BE.SY WOM C' oaw B� m. 1 oar. •• ••••ATTEN➢ON•r..... wol AIXn m.un� eorw "m SCOSTA CORP. mo •.wac v:®m ww ides-ssz �,, n°T^" wwsN Campanleo 85317 BRYNTESEN hhhhhh SIHL'CNPK EIiG:NEERS BfR ''°P,Xm,N ll4pi�p EffVR0.NN5[PN°P6V°511! rtfCtf EEAY616N WR,EEMEpu915 nq,FlM Em;mEfwmnm,aa ml:w.a, rx:Ea (ONInMLUXowu,EUo: E[•naMN9 W TIEmMN[[P.TYM1YXUPR[P(�IDI©ImtV Fa[XG .T.IlQNM0.TiLLON Y,WMXHOaaMaI:oN IX591Y�11P � SWFL 6T Y.° IYSNAU ,y : .0 NO" Project: Advantage Self Storage - Bldg C Job #: 55317 Location: 605 Kitterman Road Port St Lucie, FL ® Contractor: Welsh Companies --1 12/11/2018 Preliminary Truss Shop Drawings and Framing Plan for Approval: Final designs may change based on comments from the G.C., Engineer of Record, Architect, Installer, material availability, etc. IN SCQSTA CORP Job Information: r Contractor. Welsh Companies -•� mo tamgo-Bldg C Structural Engineer of Record corona.: Brvataen N.: Murmr G.BrmIm.PE I.W.A: 32162 Scosta Corporation 3670Commmce CerterDmO SabNg,FLM70 (063)385 42 Volta (063)3858724 Fag www.nmalaeao.mm Engineering Coversheet Job a: 8017 Dale: 12111/2018 Road Bmvard County Pon St Lucia FL Tina Deelp CriYAa: A1S1 S1D&2012 Basuto%Cade: MC2017 CAM 3Y dDdga ASCTMD 1203WH Eapasom: C E ..d RaAdmdal-CATH Gnnty Loads: IJn Lnnd: 20 Mf Dead load: 20 of Li@ere Nola Ole and an ob lodes IIndinlen aaepmnm ofpmnalonal enginrermg respomibllily as the true Leaign enoNe aolely for oe Truss Design Dmwwp Iheed below. Thesuftdflily and me of each a.m .Ied for any parffat.r building b me rapon&bllily of Ibe Building Daiper. K..%h J. Papnq PE C 460131 M70 Commerce Carhv Drbe SebHng,Marlda3M70 (M) MF-l2CT AbbreNatlem: ASI-ArommanoommiStod in.. 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LH2-TSC2]Srnad3ma-25TSC2.)51.42153Bfi5H51 vab.eMNNYhan mUdwrQ NbT minavmO WN tAMCH.-TSC3 mLonemw-2ITSW. 2.UTI M%SlM ,aW- SINaNOTSO1SIp Wthererdamlla. ]. 14AJTSC2.pBowdoma oGhmearm law2.06arm mo oadandWWNYM1Omwdiamr for vO minewAWN fiNAOB212 )CNdNre Wagn Vrolmm lam.t'Frvnmd,eMad 2o•O,C.Sw OWGT60191avtlallrtmadem0a S. CIN-TS 1251COa mM"BT6CA.0DFam,l03B3wOeW"2VO.C.Sw GTW19MeTm ilmwd 1MM0321391aAeren Mmgn Se lr[m law, l•hom mUeMaW 26.O.C. SwDWG T50191wvab sllflmademOx o4o-atkaf:pe n6 smaBgSiia5a13n, Fi d'aLT f;.m! at<ae SS?:�,ideglDavd P,>rdw,. Fvlm?33, #ar2�1d IIRIR.hb 3iTC764ltiF6i831 *IS; and. TruiSteef Steel SDedRcatlens: TSC Clmrd SpecifeaWne: TSMINISmc 2GIN.M51...]5.26 TSCSOGS- 1STSCSL025x&MHd5101 TS01.0051zea: 26TSCAMI xe.W26651(sl 43TSG.W2do4. '}SSKUU a5TDC'. 5 a.B G.1 SfT6GA6 25a1c056fis It51 INMC4JWZ5xlWISSOmU B]f8UA025a0.0PB]oOKa $m% Far $B3C. 2RSa S. � SITSL m1mmund Fy-ss iO 50ansI m,met, mlmmwn Fy = IS KSI na minlmun Fu = BS K51 slw: For 68TSCadd gmc ro m A59}03 55 O add s0 aem 1. mlNad Fy= 50K9andmIor ON Fu=65 K51 GW No ASTIM A553CBG50 or ON Sam Meml ialckmse SIT= Cador=noun-0.0m. vise •2om•JJmdn•ogJze• 63TSL•18pe=JSmOs=O.W2Y SGSC =1 ige = NmOn • OASb' emsc=loge=mmm•DAe]r 9]]SC•12gp=0]mds=O,WSS Tube Webs 33W.Wrt3: TSC2]SSlxs WW.]5x.]5.]5ti]S35<5 Cd 3JW.ISxLSA?6xL2 9K51 ;1W.)So,7d 15a2.25S}15 1 TSCa.00G nw1,Sx,]513".51145KSl TSCI.00&mn 3]W1.SxL51Sxn-S111 K51 xNi1.5aLS 1Sat5a]<S SI lSOL5at.S5&1e5 KID,55N1EQ.0155 ON GW.Q.53`G.A1NS K61 BJW1.8K51 Died: FOr J3W,eTCdPi ASTMI...O.Ammtlmat md. minimand Fy-45 MOdmnimum =55K5 GaimaP$)OGGAO or G30orwyNdml BomerrTmera 2JW •14. 41.M=o.02S aNV•l .-Sidmil'..... 63w =160a = SimXs = O.pSi' Rdled Falretl Web SDedfaWds: 'MODa ]1C1.h1,501..d. 1.., TSfA,W 61)ea; 3D21.Sv1.821.5a1.623YW1(51 .15Z1.Sid821,6a16N5A3 K51 s3and4 6x t.s.a6zdaE3 K51 sled: Fw SASS 2 9 SO GIN A5Tm A555GB66Gmde 40, minimum Fy 40 K51 and minMum Fu • 55 KS 1. ma: Fw 1L ASTM A65JOg ss G,Nd 50 Cmm t. mmMwn Fyv Ar KSI endminimum Fu•65 K51, GatrarBormahaation daMASTM, IMC-24pWriGo wwuNyam ew Mew Tmd,msc 55L•2DTa•]3mI.-SWin JJ2. 2Poa• QVIN• GWZT` A3Z• 16ga•a3mlb •0.03iB' SS•tfi3a•60m1b •O.OSJB' Advantage Self Storage - Bldg C 605 Kitterman Road Port St Lucie, FL Fastener: DBSCIIDNOns-AMD and AMS: iu Ha weNwlbae srlld.",'a,q wen mmwkWnW lmm I OWINGNaI Wr& BmnM9tyw IMa1 WN IJ I made greM Nr ft 1MMS,]5, NAMGBtas. 14A OR1.5,1MMOZ135, taAMDR$.W5 W 14AM &5aM M INea]sp r WA NO Ina I4AMD2.Q5. Fta ow am war de,MM ad oxw a DW pobd ON downam MINA wnmkn proW., Syecekelmns: Legend TSC2]5 LamBl cglG. Lama O Blm NAMOS125 ❑ Rae 14AMDRIS O Gae NAMS.TS TSC3.00 ON TSa.aa aa5I1' II LAIH h1m4 O WIN 1MMDS2.125 ❑ RW 14AMDR2.375 O Odd I4AMS.15 G Bled, 1MMG2625 C.q qq-Graw- oodnlw morsoo memgmmlemmde ❑ -S.Mv ffhwd bsde, ll re Y.9mlesgmntiy a leaerem In old WA ord.ormarpaea. Tc 6-Tm+mmltllmmmaa.mrwmma mlre aem.m.auedwa.tl O Nlbmen3e lMlmlm lulemn,pW,tl mlMRal e,ead Ne Nde. BL: O-Tppdup lalwtm(Wammrpam,"mo Oro0alwee of. omNeM btlOm slap N9mlee Iesle,ma regullxtl N Na N V G o,ae a Ne Noe. Standard Detail References: 1. RMalo T,usSlw S,adae Gelalafame adudng.in bme do 7ISGT4.5ortMNaerOnreeLm-RaWNT5316F. BITSSTIPSa Sµca-RoAdUr TSOt2R. 0)TSG.fO Sgkm-Relalo TS012E. 10)TSCJAO SpOm.-Relwroi5012F. 11)TSCS.00TOTSG.CO 8lilms-Raerlo TSO1RC. 12)TSGIW dad mdvWmlwnnwlm-Remr1OT6W2A 1J)TSU.pOCMO mdveNW awauan-Reler10 T50]JB. s_ A P Tv 1� R=134ON U=1111p RL=IWM6189 W=6- H4711' ResIRiM Laterally Ressain Chortle as fo4 : Chord Type Start(H) End(R) Restralat Vaned TC M Mn SN lPenBls Sloped TC 16.75 33:0 SWchual Panels BC 0.00 PUAns BC 1.92 31SB 1.92 Rigid Ceat Oirg 61' SC 31M 3350 Rigid Coda, NOTE: UNess restrained by a bears, or sbu Ural panels, a purlln o required at each and of aB... slwvm. M IMUMCHOFDFORCESPERFLYsm) MacC CSITC OA] Chords Tens. Comp. Chords Tens. Comp. A - B 67 -17 K - L 618 -618 B - C 1590 -1410 L - M 1143 -946 C - D 1735 -1366 M - N 864 •485 D - E 1807 -1275 N - O 1113 -946 E- F 1897 -1275 O- P 0 0 F- G 1735 -1366 P- O 0 0 G - H 1590 -1410 H - 1 67 -17 J -K 0 0 16g' UpOBs based m a "cling WIdN of 135.00 ftand a len91h of 190.00 ft 0.614 M XB MBFORCESPERPLYpe) Mae WEBCS10.813 Webs Size Tens. Comp. Webs Sirs Tens. Comp. A - J 33W1.5x1.5 35 -34 F - O 33Z1.5x1.62 191 -218 e - K 33Z1.5x1.62 1496 -1293 G - O 33W1.5x.75 538 -2 0 B - L 33Zt.Sx1.62 1254 -1241 H - O 33Z1.5x1.62 1254 -1241 C - L 33W1.5z75 538 -290 H - P 33Z1.Sx1.62 1496 -1293 D - L 33Z1.5x1.62 191 -219 1 - O 33W1.5x1.5 34 -34 D - M 33Z1.Sx1.62 799 -511 E - M 33Z1.5x2.50 659 -758 E - N 33Z1.5x2.S0 66D -758 F - N 33Z1.5x1.62 799 -511 R=1340p W111ra W=8' H�rll- Rastralnl TC LL 20.0 psf TC DL M. paf BC" BC DL TOT. LD SPACING M- NCBCU SOFM 73 S: .41�'i 6^tf�'TiT�s5�s:4�1 rr�uewarl+(x9.+�xrxwdredrrowmi .¢S.9-qx pz1eNVA rM+iavi.n. rsC.•MLxme —S()T mOCIdD =� -z�'1moclw di m� _ y9 TIP m'iA'r cl Aifi Efi rwi rA'.1'm -� 090Z3;rx �� AOTOZ�r d� p �a �1¢Q qq o n ooi'o3��0 '3O� 8 m TTm000mmD �� OZZZKKglx Hx L V wwwwww i j YVNiPli K ii Rgi T NNNNNmNNN __ yA o.$ i --SOL) Gym AO 0TT0 w wwwtwtuu VwV mR x�k b wNNwNN Alm Po 0 0 0 0 0 0 n o r a p n 6 F F n — m' 0 'e 8 R 5 ' R E xi M m� Tm oxo o� mOOn OVUM p y n =n Sa tyi�n �N w"s Sp+�p'p,'ao6q �,��138888an mq m' m3t5s&$ ���a Ring .�a O�m9ANNgN- —ill�5 Fp all $wa �j u��m�999 Q3 a s Ewa 3 0 2 JOB NUMBER: 8017 JOB N E: Ativamage SeM SNraOe-BIO9C DATE: 1M -010 Sa=0.2001 GUST: USR 74I DEBIGNED BY: Kp CHECKED BV: JREF: COVERSHEET ID: MS 1101&MI51a0 OMWING NUMBER: so-12• 6' e'61/Y OTY=2 TOTAL=2 TBUSSTAGNUMBER: TA SEO= 303050 GALVANVATo"% REV. 17.MMB.0123.11 WEIGHT=151 LB 1 33V' tnyd• az-1? Iny4• � lL UIapAV Wda6¢ D 0 E 1 3 3 0 3 7 2 M1e•- b p ea�O H 4 A A a A N I K L M N p P YRC>W 3xv R=13bp Re1340p I. Im Ua1090 RLaees464d W6 H4rarn• NYTIt' RaahWl ReaWnt femme, Rashain Chordaasfolbxs: UpGib based on a bultlirg WAM o1135.00 BaM a beget of 190.00 ft ChOed Type SWIft) @IdI8) Restraint Sniped TC on 1265 SNx5aelParmh Flat TC 1266 N185 ST Eaal P.h Sloped TC MM 3350 Strl tunsl Panels BC 000 1M Rigid Coring BC IS2 31M 161- BC 31.58 3330 Mgld UMM NOTE Unless Ws5alned by beeMppraWclural peneh, a ptttflnh"a d ataaM end ofae mnes whom. Ttla dtaWpmust Eetwlexed Sya RegiVL 1e19t PWlnabnd a an.RelntoenA aarxaM1eatW.sd on drawlnOfm OereN role, wuringa, MpvbN hdamatipneM epxiF Iona W.d Cddmda e Et .—..Mn aBCc.a (Qpal nn YWFAi&q obM N0.CPAIN OIORDFdiLESpEA PLY �) MaC—IC511C 09 11C 0819 Chords Tens. Comp. Chards Tens. Comp. A • B 75 -28 K - L 1168 -1161 B - C 1581 -1382 L - M 1066 •846 C - D 104 -1302 M - N 1166 -1160 D-E 15M -10M N -O 0 0 E• F 1655 -1304 0- P 0 0 F - G 1581 -1382 G - H 75 -25 1-J 0 0 J - K 466 -465 WSIBS ES pETaenns. webs Comp. A - I 33W1.Sxl.5 40 -51 B - J 33Z1.5x1.62 150 -1312 B - K 33Z1.5xl.62 1202 -1180 C - K 33W1.5K75 380 -237 C - L 33Z1.Sx1.62 427 -329 D - L 33W1.5x.75 346 -233 D - M 33Z1.5x1.62 2% -257 E - M 33W1.Sx.75 243 -228 F - M 33Z1.5x1.62 425 -329 Webs Sins Tens. Comp. F - N 33W1.5x.75 379 -238 G - N 33Z7.5xl.62 1202 .1180 G - O 33Z1.5xl.62 15W -1312 H - P 33W1.5xl.5 40 .51 r SPACING 1 24.;: • ,� NOBOU 0.upsf . OSINE iU£St1:.'ej- SOFFD 6.0 ps1 r..u�oerxwax Tawmt F-Q+asaa:me�xi si..: ca 33'6' 10i 122-1? 1074. fIl D 0 a ]ma396gd59 E F ID5 f3i3 [ 1 3 12 7 �.rptS�go a� aPo S 9 p I 16 6 L M N o zmswm 0 1T y 17 y 33'6- R=1310p N34M io9a U. fa94 W. H=4T11' HJP11- Ressaint Restainl Latere Rasisaln Ohords as f0lbws: Uplift based on a Wilding wldN of 135.000 and a Hipp of 190.00R Chortl SiEndg() Re50alnt Sloped TC 0.00 IL Stai Panels FiatTC 10.66 22a5 Sim0tural Panels Sloped TC 22.e5 33.511 Stani Panels BC 0.00 1." RIBB CeDirHf BIG 1.92 31.5R Pudmat6l- BC 31.50 3450 RIgid CeMog NOTE: UNess resbained by a Waor sbuoluml panels. a Pudin Is required Bleach eMain. llewll. T]Ae CmMng must Ee reNewad Oye Replebietl Design Ralessbnal talore uee. ROMto IM laOmwrehealMuanced on Nit 4mMnp M perenl nolae, wamlrpa.Impcdenl Nfmmatlan eM specifiwtlms. Deslgqn Criteria AS[ IM2012 flow MpxMNM CHORD FORCES PER MY laid, Wa CNnd C51 TC 0814 B06993 Chords Tens. Comp. Chards Tens. Comp. A • B 64 -20 K - L 392 -392 B - C 1654 -1409 L - M 11D2 -994 C - D 1814 -1373 M - N 1368 -1328 D - E 1745 -1253 N - O 1102 -994 E- F 1745 -1253 O- P 0 0 F- G 1814 •1373 P- 0 0 0 G - H 1654 -1409 H - 1 64 -20 J -K 0 0 Rght End Cent Yes J` W: Mp(IMVMWEB FORCES PER PLY abs) Mexl Weds Size Tens. Comp. A - J 33W1.5x1.5 34 -41 B - K 33Z1.5x1.62 1522 -1281 B - L 33Z1.5xl.62 1258 -1312 C - L 33W1.5e.75 607 -334 D - L 33W1.Sx75 213 -222 D - M 33Z1.Sxl.62 410 -405 E - M 33W1.5x.75 434 -260 E - N 33W1.5x75 434 -260 F - N 33Z1.5x1.62 410 -405 Webs Si. Tens. Comp. F - O 33W7.5x.75 213 -222 G - O 33W1.5x75 fie) .334 H - O 33Z1.5x1.62 1258 -1312 H . P 33Zi.Sx1.62 15M -1281 1 - 0 33W1.5x1.5 34 -41 TO LL 20.0 psi TOM 10.Ow1 BCLL 0.0 ps1 BC DL t0.O-d TOT.ID 40.0 psf SPACING 24.0' NCBCLL 0.0 psf SOFFIT 5.0 psf xo 0g MR ALPINE RUSSteo, .mnaw,sro]sx'+neenr.�r��. ,ssss�w..amxw.ar^. i•:.�eu.;mawa Special bad. TC: Frem fi0 pg at 0.00 t0 60 pB at 8.65 TC: F. 30 p0e18.65b 30 p6a124.65 TO: From 6O pga124.6510 60 pit at 33b0 BC: From 20p t 0.001020 p0 at 8.71 BC: Fmm 10 RN 8.710 1OpHet24.79 BC: From 209at 24.79to 20 pit at 33.50 BC: 241.0 lb nc. Load at 8.71.10.71.12.71.14.71 :,2179,24a718.7930J9.o0t9 PL290.59lbm6.60,50.69), (24.90,50.69) 6CE 7-10 JVisla i Well be. m bom MNTRS end CSC MP%IMUM CHORD FORCES PM MY past Mac Climd C31TC 0.793 BC OSSS A-B ro -0 O-P N19 -u33 8-C m -201 P-O Z13 -310 C - D XM -3TT O - R RUS -ain 0-E "N" -%19 R-S 0 O E-F 42a -NI7 $-T 0 0 F - O 4ffi -Nti 0-H SAN -A H.I ZUS ."I I . J a3 -N K-L 0 0 L-M 0 0 M - N 1&7 -21M LalsroSy Restrain Chortle as Co09ws0asmxt¢vTwm�auxarcxenaL COON Type StaH(ft) End(ft) Reavainl Sbped TC O.OD 8.0 SOacbMl Panels � C.d 249B;buikflpp6itlllSOL IO�Bnnal9 a length of 190.00 1 BC 0.00 1.92 RI d Ceiling BC 1.92 S71 PWinsat 61 ' BC 371 24.79 PWinsa124' BC 24.79 31.56 Pullinet61- BC 31M 3150 Rigid CeINg ROTE: Units restMined by beating Or structural panels, a pudin S required at each am of a0 mtrea shown. MANIMUNIWEBFOPCESPERPLYBEe) Mev.WEBCSIS. WeOa Sea Tons. C0m0. Wets $a. Tea, Carp. A - K 33ZI.Sa183 21 .39 H - R 3321Sa1.e2 1R0 -Pd9 B-L MINIAe1S 371T -ZN7 I-R SAW1.L1.5 aN = B-M 39W14.A ZNS -2C59 1-S SIW1.3a1.3 ZMt -219T C - M 35ZI.Sd U INS J - T 3321Sa1.W 21 -W C-N ]t21.3a1A2 See as 0-N 33W1Se.T5 3R -rot D-O 332LL2W 1312 -1642 E-O MW1AO 131 -211 E-P 33WIZ: 2 -2 F - P mwi.5C13 130 -210 O-P 3321.Wm 1Y0 -ISO 0.0 33W1.5475 SO -WS H.O "J.Sa1.62 325 -am TO LL 20.0 pat TO OL 10.0 psi BC LL o.o pat BC UL 10.Ope1 TOT. LO 40.0 psi SPACING 24A' NCBCLL 0.0 pat 8OFFR SA pat pwi3�a3 Au- A!_PJNE:T UsSte(--l7 'wflVreW u\t1F9,W 5YFM W+:�Rgwml .waft�1MmX?i'4Kema,gim.�KS.;E o 8 1d• R4610 R=241# U-179# Rx-�09R 1 t 392-180# u077# w=9' W-1-1w HJTIl' H=4T11' Rast.ht Restraint Pmvida connexion for gaviyand upGO reacb'ons sMxn. Lawmilly Restrain ChoNs an fobowa: Chad Type Start(fl) Eafft) ResWInt See TS standard detab book for "So W Was connections. Non Mansard mnnactians to be designed and approved by SbpdTC 100 &65 Sbuclural Panels a Registered Design PmfesslonaL BC 0.00 204 RIgWCeIWg BC 204 &ES Puffins at46- Uplift based on a bubdirg width of M.CD fit and Is Wagon a 190.000. NOTE: Unless ressabed by soaring Or souluml panels, a Polio is Rini at each eM of all sales shown. Wind Halt eaiewYn entlasurs: daseE aM1 BBC�CCppqDILOIBm paf M1 MWFR$Pendsl:OtoM M4%IMVMCHORD FORCES PER PLY pi Mat CIS4 C51 TO 0.655 BC 0.987 M1NpMUM WEB FORCES PER PLY 1Pn)Mat WEB C910pae Chords Tens. Comp. Webs Size Tens. Comp. A - B 46 -30 A - E 33W.75x1.5 38 -60 B - C 285 -115 B • F 33YJ.75x.75 543 -274 C - D 50 -IM C - F 33W.75a75 82 -315 E- F 0 0 C- G 33W.75k.75 515 -223 F - G 154 -354 D - G 33W.75.75 192 -101 r TCLL 2t1.0 pal TC DL 10.0 psf BOLL 0.0 psi BC GL 10.0 pal TOT. LD 40.0 psf SPACING 24.01 NCBCLL 0.0 psf SOFFR 5.0 psf 0 miweyYw-.,�wr xa.hw•'rm�'+MI resry+'VgavlvnMr..Yyi.v!p✓:.• Rzav 6'&tt/16' M R=3W R 77N U-1314 RL=2967-136p W=S• nmr11 R tOW I.eterdgy ReebaN C W Ns es fol Res: Clmd Tyye Sted(fl) En01tt1 Resbeint 6bped TC OI e.b6 SWPWmI Panels BC am 1.92 RI WCOMM BC 1.g2 6S6 Pudinsal 6B- NOTE: UNess resbalmd by beanrg arsnmOal panels, a PUdln 6 required et earA eM al en mne3 aho.Mi. 1 R-151X R 2U5p U•2m Wei. NLB'1.3/C' Rosbelnl Sea TSslaMeMdetailbookforbusstobuss connexions. Non tsndard conmaonsw bodesigned andapprovedby e Regleerad Design Professbnel. Upnfts based maWOding Widlhof 135.00flaMalelgNd 190.00fl. M WUMGHO FGRESPERKY( ) MazML C51TC a.914BC 0,T97 MF%IMUMWEBFCRCESPERPLYg )Mac WEBCSI 0.9ID Chords Tens. Comp. Webs Size Tens. Camp. A • B 58 .15 A - D 33W.75x1.5 29 -31 B • C 65 -175 B - E 33W.75x.75 2B8 -277 D• E 0 0 B- F 33W.75X75 448 -144 E - F 136 -423 C - F 33W.75x.75 95 -133 z sass' U SPACING 2a.m NCBCLL o.opaf !��-•�''iP`'dE =Y�5`,j�i.'FS�� R'�in pv AM'w bam M1^i ram LelereYy Resbam Chords as fakers: CMNType Sdr00) E%ft) RestraintSloped TC 0.00 M Structral Panels BC OAO IM Rlgld CeBrg BC 1.92 4.W PUNns at 32' NOTE: Unless restrxbed by a We" or strucNral panels, a purlin Is re4ubel a1 eatll end or a0 sores aio a. Wed Criritoda� � ewreru.. nr Modest m M CME6ITC DA BC D397 A - B 111 -265 B - C 35 -134 D-E 0 0 E-F 0 0 f61t116' f y 4'&ittle' R-31M Fb-- N U-11W FL-2Da m W=e' R4r1r Rn0alnl C Rc5i8 Rx--831 W.r W=3 N4' Resteaswvrt Sea e ReTglSaterreandtlDesign Professional. bWss mrvac0ms. Noriatarl0aN mWlec4alsN be desymdarH approved try UpiDs based an a building vddm of 135.00 if and a IeNth of 1g0A0 0. A - D 33W.75x1.5 40 -101 A - E 33W.75x.75 3D9 .98 B - E 33W.75x.75 304 -208 C - F 3311%1.75x75 217 -73 TCLL TC DL BC LL BC DL TOT.ID M240 SPAGNO NCBCLL SOFM f .4L- PIN ETrusS�c9" m ro-mrJwn.+.+Yw�wSwim.x�W em..a•:+rmynl¢xm++M+vnlar��exgaro C ,J 7v e a m A b Bm2ii0 ftw-IBY oa b• orer D 1 1 F II 28TSC2.75 E Malta• RJJ9tl RrJ91tl umstl RUIIYbL WY ii es G� tl Wy m () m U q Bw RmrtWA lakre Res0eN CleMe es follows: CIeM Type S[arl(ft) E Inl R Usst Sbped TC O.OD 25R Struchmal Panels See TS slerMeel dataO buss Is for buIs sees sorvrec % NonsandaM a Registered Design trrofassbnal. Wmecdons to be designed and approved by ^ i BC O.00 1.92 Rlgld Celbg UPNn besad on a WldOg w Oi of 135.00 ft end len99h.1190.00M BC 1.92 203 PUNneal W NOTE: UNess restraked bye bearbg ar smMwN parcek. e pmW isregWred el eatlr eM alaB mnea crown. Tww]wne mrntm mlr..dbr•Radn.�m0esgn PrekaJwW b.rmmRNmm mapboo1ereneatraterercedm Otle 1m wawvrg 9>^nelrobJ.wmNga, Mpaaanl'vJamalkneN aMd� Irnt. °m FW A m Eq' <� o $i O BOIldin9 Code FBCZ017Gm DBBIggn CritBde NSI31004012 Loading Standard ASCE T910 Wind Cdkda EspwOop�Q�teTc ERnnoOw.ceH TOOE Wpd BC Ole2W p11 tM"i aC OH�s°tla�ias'onn BOAt�.nel.romM Loclmmendwll: Pn Wnw�npir°"tl1 ym norms eknw+odonrom NrVfA5pMC4C11 Ends Ex osed to Wind Lan EMVeNcal No Oelbcibn me9b WA RIANEnd Vemsd No Deibcibn meals WA Lon End C.L Yes Rlgld End L Yes Snow Cdleda Pp WA P(: WA Cet WP LI: WA Ce: WA Ce: WA DeReegon BC Defbctlon meek 1J3604ve 1J2C0 total Max DalleclionQn11 LAro TdN )u (ft) 0.03 O.Od 0.00 V 4).02 4.03 2.47 H Fasteners CaAON ,`Ya', B+�o N DB1.35 ROp°djd S]55 MNkNm number of famanere F,ovm por mempar NN6Ye MOROFORCEe PMKY(ae) M¢qudC51TC k1818C OIIJ Chords Tens. Comp. MNy Me FMCESPMKY(Oe) N WEBC510.191 Webs Ske Tens. COmp. Loading Gdteda TCU 20.0 of A 69 -131 A D 33W.75x1.5 22 -32 TCM 10.OPsf B - C 37 -74 D - E 0 0 E- F 0 0 A • E 33W.75x75 172 B - E 33W.75x75 293 C- F 33W.75x 75 155 -54 -243 -22D BCLL 0.0 psf BC DL 10.0 Pat TOT. LD 40.0 pal SPACING 24.P ALPiNE'T:i'Ussteel, NCSM B.opef werun.+'asv+xJew.�+r..;aq.v®r cx]•+.�eJcciswsalw�ocaaPoawm SOFFR S.Opsl R-710 UW3" W=11d lv H4r11' Ramat Special batls TC: From 10 pH at 0.00 to 10 p0 at 12.10 BC: From 20 pH at O.00 So 20 pB at 3.66 BC Fmm 10 PY at 3.66 to 10 plf at 12.10 P L:468.2 Its Can. Loed at ( 3.66,48.91) PL: 103.23 lb Cone. Load at(6.49,49.50) PL: 313.571in Case. Load at 119.32.50.08i) UpIft based on a buildlrlg WMth of 135.00 Rend a length of 190.00 It 1= v� �Z OQ of U=533tl T C 2 O Wes' F HKa't-314• Rest21M �.—.� Wealy Restmin Cho is as follows: ChoMTypa Stanfill) Ead(N) ResMant 6bped TC 0.00 12f0 Structural Panels BGSTS standa8l(fletail Ifl69 foHiyaeCtelf, smmmothns.NORStandafE comod.ns to be despiwd and approved by BReglstered DISW PrOSMtlonibir ins at 76- NOTE: Unless restrained by a War, or cbaossel panels, a palm is re9atrea at each end Of all zmes Slmwn. referenced on mla MTXmNM CHORD FORCES PER PLY ale) Mzv Chard Can TC MR' aC O M MAXIMIIMWES FORCES PERPLY St.)Mae.WEBCSI MW Chords Tens. Comp. Chords Tens. Comp. Webs Size Tens. Comp. A - B 12 -2 K - L 1W -462 A - G 33W.75z1.5 4 -5 B- C 569 0 B- H 33W.75R.75 1077 0 C- D 536 .182 B- I 33W.751C75 0 -1145 D - E 461 -196 C - I 33W.75x75 796 -301 E- F 32 -5 C- J 33W.75z.75 3% 0 G- H 0 0 D- J 33W.75X75 159 -212 H- 1 0 0 E- K 33W.75x1.5 341 -784 1- J 0 -574 E- L 33W.75x.75 895 -325 J - K 10 -462 F - L 33W.75z.75 286 -657 TO LL 20.0 paf TC DL 10.0 paf BOIL 0.0 paf BC DL 10.0 psf TOT.W 40.0 Pat SPACING 24.0' NCB= 0.0 psf SOFFIT 5.0 paf ALPINE -misSteel mvnnr}rw,.Nevsa�r.�miF9nN.1 wua,vwnmwreg....��w�;msvx�eeeesa IMPERIAL CHORD VALUES SECTION NAPE GAUGE DESIGN THICKNESS Py (lor F. (kdQ FULL SECTION PROPERTIES NLLY 8RACED AULOWABLES WEIGHT (Iba./IL) A. (I j k (Ins) 6 (Ind) 4 (IrF) 56 (In ) i. (Ibb.) Pe (Ibe.) Mor (in -Is..) 23TSC4.00 22 0.0299 55 65 0.3808 0.8080 0.3868 0.3138 0.2506 12,3)5 8,58E 11,284 1.29 33TSC4.00 20 0.0346 55 65 0.4389 0.9202 0.4431 0.3616 0.288T 14,266 10,368 13,299 1.49 43TSC4.00 18 0.0451 55 65 0.5673 1.1900 0.5671 0.4649 0.3716 18.437 14,495 17,829 1.93 54TSC4.00 16 0.0566 55 65 0.7052 1.4660 0.6962 0.5740 0.4597 22.918 19.286 22.240 2.40 fi8TSC4.00 14 0.0713 50 65 0.8557 1.7450 0.8116 0.5920 0.5531 25.621 22,871 23.039 2.91 9nSC4.00 12 0.1017 50 65 1.1957 2.3780 1.1006 0.9630 0.2904 35.990 33.213 32.952 4.02 METRIC CHORD VALUES SECTION NAME GAUGE DESIGN THICKNESS (men), Pp Fa (MPg) PULL SECTION PROPERTIES NLLY BRACED ALLOWABLES WEIGHT (kN/m) A.6 (mn7) (men•) S (mmp) i (men•) Sr (mnJ) T. (kN) Pa (kN) Mm (kN-men) 28TSC4.00 22 0.7595 379 448 246 !lO,SIt 0,]39 IlO,fi IS 4,10T 55.05 30.19 1,2T5 0.018 33TSC4.00 20 0.5T88 379 448 283 ]86,346 ),2)3 ISD,SD9 4,931 63.46 46.12 1.503 0.022 43TSC4.00 IB 1.1453 379 448 366 1495,3151 9.293 193,506 6,089 82.01 64.48 2.020 0.028 54TSC4.00 16 1.4376 379 448 455 1610,1951 11.409 238.917 7.533 101.94 85.79 2,513 0.035 68TSC4.00 It 1.8110 345 448 552 1726,324 1 13.300 288.032 9.064 113.97 101.94 t(193 0.042 9TTSC4.00 12 2.5832 345 448 701 1989,7981 15,036 400.831 12.625 159.24 147.74 S,T23 0.U59 Gen.., HWeo. I. All slut le ASTY All" V..l sill, G90 Mnlmum palronlaollon. Ron metal INaknm Is 95% at design W.1-sera. 2. S and Ya an for 1.0hre bending as using campneskm al the sea. end at the eeW loll. 3. To v Alloo... Tenors.. pe v All ... ble Ccent-im. Y4 - Allae be. Yo l 4. The allocable values pNen In this labia do nod nNM any strength Imemse due to cold cart at loaning. 5. Properdtee determined ..cording to in. A151 2.16 'Here Andrlcan 51C1fta11ess Ibr the Design o1 Cold -Formed Steel Sm-fimsl Winders' (3100-I6). .'der, ALPINE --IrusSteel' TSC4.00 Chord Pro erties S 1 1 iz 'C :N41, ��: 8tintl9rd DAUB: TS008 www.TwSbggLcom Mks mawm,ae Yrmtlw.u,a vvdrM1vi rosmd 'smmxp., �hosso' aMlhaaWeNlll - v -.o- S AF or i" e'6! O. 'is (`" e:::• 2SSTnnm1 1 bs • •-"'- e'Sc' G�.` 10/11/18 TrueSktl M40 Cs1e9aK YnLr 9edion Pmpe,tlee yw •ewzalm'erow-s,..,ansn8 " r roodsoda Y�b� .l. YkN,st __ _ "es.. micHv IMPERIAL CHORD VALUES SEAMEN NAME GAUGE DESIGN THICKNESS (in) F (ksl) F. (kal) FULL SECTION PROPERTIES NLLY BRACED ALLOWABLES WEIGHT (Iba./fi.) A ] (In ) L (Ine) i (Ina) i (Inb) SS (In ) i. (Iba.) Pa (Iba.) 4m (In-Iba.) 281SC3.00 22 0.0299 55 65 0.3135 0.391d 0.263J 0.26)2 0.2134 10.188 8,1 ]5 ),26) 1.07 33TSC3.00 20 0.0346 55 65 0.3611 0.4d89 0.2)91 0.10)4 0.2453 11,)36 9,)5) 5,589 1.23 43TSC3.00 18 0.001 55 65 00..465]8 0.5733 0.3550 0.3938 0.3148 113)9 13.351 11,204 1.5B 54TSC3.00 16 0.0566 SS 6 ] 0.7031 0.4335 0.4848 0.38805, 1.96 METRIC CHORD VALUES SECTIDN NAME GAUGE DESIGN THICKNESS (mm) Fe (NPo) f (MPa) FULL SECTION PROPERTIES NLLY BRACED ALLOWABIFS WEIGHT (kN/m) b (mma) k (mma) Se (mma) i (mme) Sr (mma) T. (kN) Pe (kN) Ym (kN-mm) 281SC3.00 22 OJ595 99 4dB 202 162,91] ],99d 111,2q l,19) d5 36 821 0.016 33TSC3.00 20 0.8)88 3]9 448 233 106,Bbfi 4,5)4 12),950 4,020 S2 43 9]0 0.018 431SC3.00 18 1.1 d55 3J9 448 301 330,625 5,817 163,912 5,159 67 59 1,266 0.023 S4iSC3.00 16 1.4376 379 448 373 292,552 7,104 201,789 6,358 84 75 1 "al 0.029 I _1/6• .moo e (29mm) E E 1to (15mm) 1. At Id..I le ASIA A653 shml .IIM1 G90 mTnl-. yaMnlwlbn. San ..to11N.kn.. le 95% at G++19n II,Ic4n++e. 2. S and Ma am for Padthm bending coueln9 campreNan at the closed and of IM smllon. 1/1 1-1/4' 1-1/4' 3. To c Viewable Tension. Po v A110.obb Compression, Mae . At..obb Momml (IJmm) ]1mm ( ) (J1m m) A. The aim. obM .mo.e alwn In rNe lable do nol nnxl ant al.. ngln Nanase due to dale work 0l larminy. 20 fo 54TSC3.00 Chord! Saelion S. PrepdM+ deb,minee oaE(YgnVAMH a AISI 2016 '..nh Am.,loan SPwVlodlon for the 11929-1. L.PINETCUSSieel' II TSC3.00 Chord Properties ww4.Trf,NS B. Lcorn TS008A 10/11/18 MsaN D4.9cnparv: MSM�$sdim PnpR'ea IMPERIAL WEB VALUES SECTION DESIGN PULL SECTION PROPERTIES FULLY BRACED ALLOWABLES GAUGE THICKNESS (kil) (kell (WEIGHT 0. L S ( 55 To P. Ym (I ) (Id) (In') Qnx) Qn) (,be.) (lb..) (i.-Ilea.) JSWJSx.)5 20 0.1 l5 55 0.0948 0.00)8 0.0203 MOOT 0.0208 2.556 2.371 562 0.322 SSW.)Sx1.5 30 O.D35G dS 55 OAM 0.0423 0.0564 0.0145 0.0388 3,970 3,541 1.519 0.501 33W.75x2.25 20 0.0350 45 55 0.1998 0.1182 0.1051 1 0.0213 1 0.0567 5.385 1 3,860 1 2.831 0.679 METRIC WEB VALUES SECTION NAPE GAUGE DESIGN TNICKNE95 (mm) Fr (MP.) ^ (YPe) FULLSECTION PROPERTIES FULLY BRACED ALLOWABLES WEIGHT (4N /m) b (mmF) (mme) S (mma) (mmx) (mn2) o (INN) Pe (YN) Ya. (kN-mm) 33W.)Sx.)5 20 0.3590 310 379 61 3.241 }tl J.2{) 361 11.3] 10.55 63.5 0.005 33W.75xl.5 20 0.5890 1 310 1 379 1 95 1 I),6D) 1 924 1 5,035 1 636 1 17.66 15.)5 I71.1 0.00] 33W.)Sx2.25 20 U.0890 310 3)9 129 t9.199 1722 8.866 929 23.95 1).1) J19.9 0.010 (19mm 3/4' (19mm) E E 3/4' E (Ipmm) E E � a \ E WT5..)5 W75x1.5 W75.1.95 G•n•not Nola. 1. All Nbn to conform, to ASTY Al Ith WO minimum paMmllo len or equal. Ben model Ihkknafa D 95Y el Enlpn IM1lekneaa. 2 To a Ma-abl• T•nalon, Pa , All-W. Comp.emlom Mae v Allowable Yum•nl S. TN• ollnwcEl• raluaa Fire, In fhb table do na$ r•IIM any Mr•nplM1 Incr•ca• due to cold wOh of I-". 4. Pnpetltn det-nod occordNF to the Y51 2018'North Aral Spwllimnom for the CaclFn of Cold -Formed Ste -tuml Narrator.- (SI00-16). ALPINETrusSteel- Www.Trv6SteDLcom .mam.wa n.okifytN.m�nlu•.ewmnl.aMetwMb.em aawt pq Ax�m TSC2.75 Tube Web Properties •`IjL•'. • •• a •• Q ' `O F" -P'�.. i:OF �t]�•: fO::()F •a"�S IP1 MA1. 4..N rC, '3 `: • fy Lw BtdMvO Dedli: rsoos Dow: 10l11I18 TmaSdM pbOGlsgo.y: IM�Aere R[pmka �b'••••,a w„ wr.�e. mle"".w rwosm� M -mow year= scAtoamp .e.wva ImaW emrvv.m.cr "eo11Nt'jIft-0 IMPERIAL WEB VALUES SECTION NAME GAUGE DESIGN THICKNESS 0.) FI (kal) F. (kill) FULL SECTION PROPERTIES FULLY BRACED ALLOWABLES WEIGHT (Iba✓fi.) /y (id) (in4) (In ) (In4) $$,, (LP) (,b..) (lb.) (In-1bs.) Al 33C1.Ss1.5 20 0.0346 40 55 0.1800 0.0593N0.2544 0.0691 0.0922 4,547 3,)4) 1,818 0.612 33W1.5s1.5 20 0.0350 45 55 0.1998 0.0705 0.0705 0.0939 5,385 4,)11 2,451 0.680 33WI.Ss2.0 20 0.0350 45 55 0.2348 0.1381 0.0893 0.1190 6,328 4,953 3.611 0.798 47NI.Ss1.5 1S 0.0460 45 48 0.2585 0.0893 0.0893 0.1191 6.203 6.461 3.208 0.879 47N1.5x2.5 18 0.0490 45 55 0.3721 0.3179 0.1458 01944 10.026 8.351 6.851 1.265 56WI.5s1.5 I6 0.0590 45 48 0.3251 0.1096 0.1096 0.1461 ).803 8.128 3.93] 1.106 63W1.5.3.5 I6 0.0650 45 55 0.6150 0.9346 0.2522 0.3362 16.571 13,249 1t,390 2.091 METRIC WEB VALUES SECTION GAUGE DESIGN THICKNESS (mWEIGHT m) (NPB) F. ( Pp) FULL SECTION PROPERTIES FULLY BRACED ALLOWABLES (kH/m) , b (coma) k (mm4) I S. (mint) i (come) 51 (mms) i. (IN) P. oN) Na (kN-mm) 33C1.5xl.5 20 0.8]88 276 379 116 24.683 1.185 28,762 1.511 20.23 16.6) 205.4 0.009 33W1.5x1.5 20 0.8890 310 379 129 29.344 1.539 29,34d 1.539 23.95 20.96 2]8.9 0.010 33WI.5x2.0 20 0.8890 310 379 151 57,482 2,363 3),169 1,950 28.15 12.03 d08.0 0.012 dTV1.5x1.9' 18 1.1684 310 330 167 U,169 1,952 37,169 1,952 27.59 28.)4 362.5 0.013 4TV1.5x2.5 18 1.2445 310 379 240 132,320 4.169 W.6B) l.188 44.60 3].15 A4.4 CASS 56WI.Sx1.5 16 1.4986 310 330 210, 45.619 2.394 d5,619 2,J9t 34.71 36.16 ddd.8 0.016 63W1.5x3.5 16 1.6510 310 379 397 389.010 8,752 104.974 5,509 )3.)1 11.93 I.626.0 0.305 r (3Bmm) �(mm-)(9I 11-1/2' ) F (Sflmm r 1-1 /1' m LT, 1 0�.5SL3 wlaaLs .1.5,20 WI.5.2.5 TSC3.00 & TSC4.00 C-Web ALPINE TYUSSteei and Tube Web Properties WYAV.TN9SfeOLCOT pen ... I NMnr: 1. Steel tar CLSx1.5 B ASYN A653 with a90 Inlmum Bot,onhostion. Steel for all other tubes Is ASTY A500 with G90 inminhurn 9a1ranlxallon ar equal. Bon metal Ihlaknen 1. B59 el dnl9n thick.-.. 2. S and Nu o of pdin. benElnB [vuflnB [iunl-elnn al Ill. closed end o 1 the section. 3. To c Allowable Tension, Po - Allovabl. Compression. uo c Alleeubl. uemenl 4. Th..11-m. rowee B1.n In this mble de not reflect am slmglb Increase de. Io cold work Cl Immin9. 5. Properties del.nnmed according to she AISI 2016 -North Ina ynoon sp.mnaanan. fw Ih. o.sl.n CI CCId-F-ed Steel Y3 te9p uember: (nbB-1e). e e 9wndem D61e11: TS010 10/11/18 .SeeYnhsps4s SECTION GAUGE DESIGN THICKNESS (in) (yel) F. (9.1) FULL SECTION PROPERTIES FULLY BD 1*11111 WEIGHT (Ibg./IIJ A, (N 6 (in ) S (in°) 4 (In ) (irc') 55,,ift P. lb. Ym (in-Ibe.) 11Z1.5%Lfi2 30 0.0346 40 55 O.N96 47 O.W31 0.09A.SW 2,4N O.Bl9 43Z15%1.62 18 0.0451 40 55 0.3218 38 0.0926 0.1235,150 3,204 1.094 33Z1.5%2.50 20 0.0345 40 55 0.30]0 6J 0.1030 0.13J4,J59 {,416 1.044 43Z1S%2.50 le 0.0451 40 55 0.3966 98 n 0.1311 0.IJ48,813 5.Jd4 1.348 d3Z1.5%3.62 18 0.04N 40 55 0.4980 103 0.1848 0.2464 ,611 9.]96 1.693 54Z1.5%3.62 16 0.0566 50 65 0.6163 052 0.2242 0.2990 ,554 15,UJ8 2.095 METRIC 2-W1R .1.11 SECTION NANE) GESS N i (MP.) (YP.) NLL SECTION PROPERTIES FULLY BRACED ALLOWABlE3 WEIGHT b 0. SiT.PYm(4N/m) (m02) (mm,) (mm) (%N) (NN) ( 14"33Z1.5%1.62 88 2]6 3J9 161 15,421 1,]16 30,42J 1.598 T6.60 24.01 2]9.5 O.D12 43Z1.5%1.62 55 h6,,,,,D1,..C.N7E6SS 2J6 3)9 208 d5.244,38.5432,024.T80 363.0 0.160 33Z1.5%2.50 88 2J6 3]9 198 9],10] ],059 43,8]2 2,253 31.]1 300] t990 0.132 45ZI.5%2.50 55 2)6 3)9 256 12t,]Bfi 3,9]0 3t,5fi8 2,864 {225 3920 6490 0.19J 43Z1.5%3.62 5 2J6 3)9 321 309.551 0,>24 ]5.920 4.038 53.08 4>.20 1,10].05{21.5%].62 6 345 148 390 1 381,143 8,2)9 93,319 4,900 82.OB )3.6{ 1,)03.6 0.}O6 �1-1/2' _ Meted) 1/e• I � NE E s/6• t1 s.r e2 (Ismm) V LQi EirLJSS --e!- www.M.SteeLcom 1-1/1'n E E t.n.ml xMo. : 1. YI .b,l 1. ASTY AM Inl .ill, C90 Wmum Jj E 9.Fen4.11 n. Sore melol 1FI,9n,n 1, 95K of JniPn 3E : To 3. is = 1Yawbls ien,len, Po = AI1o.eLU Cempnnlon, j. \- E Y4 = Alle=obl. Yom.nl EE w = 3. The .II... N. whin glwn In IM1I. I bl, do n .11.0 el enr Ynngm menu. en. 1e cola :en or mnnmg. 4. Pmpain E.I.-In.d-ttArdug 1. 11. 1151 1116 Nmlh for the mm er Cole -..a Ii°hAsldSlrueNnl ZLSn25P Z1ai].E2 _ .oPiAY H Wmbm. (5100-I.). TSC3.00 & TSC4.00 Z-Web Properties TS010A 10/11118 Fastener Placement Detail A - up Wwo-.. 6/Ir (fimm) to, ISC3.09 a Tsd.00 a - Edge sec. (La 3 3 rest na) Ca.)I c - End emanc. (3.6 . r.e.ner Mo.) 6 - Mlmmum Pay,.... aparin9 (3.0 . Fastener Dla.) e C A Avallabl. an la. laalmn Ia.len» Dia. Yln. a ensamlshura. .paclnp Fa.l.n» .C9.. ong. 1n. (men) emanc. /1a d.1/4 (6) 114 St- 3/4 (19) /14 Bal/4 (9) onml o - R..amm..d.d lo.hnaw plaaam.nl la. mlmmam Pail.... unh Begin pladng the lashosr in the ownl.r of the -stable ono. Fasten., 9aanllry .hall be epcllied 6r m. go-go.. - A..,.... Daail r - Re<amm-4.d Part ... I pI-ar wnt for mWtlga last.... ounb B.9N pacing th* Pool-... In Pl. amler of the orcllabl. onto and egos.. er-rd the .afar .dp.e. Fasten. guamlry .hau be ow,10.d be Ph. oppro»d Wn .nano.. 45 3 s Dstan 0 0aall r ALPINE-PrusS l' vww.TTUBSteeLcoln Typical Fastener Placement Sections _2 Adi A� Single Shear Fastener Double Shearer Fastener wawabl..hear Iowas p» tost-er Ms. OKI for I{WD Dauma shear» Fasten ..N., Trum..l Clwro mmNaaa wab ililctna» U MW 9' 209-33TSC Ifi IS15C 9' I6 S.RC 9' 1 6aiSC H' 13 p)TSC 9- 209-33C 582 (2.59) BBB (3.06) 783 (3.46) 886 (3.94) 885 (3.94) 886 (3.94) 209-33W 654 (L91) 1 722 (3.21) I bf 2 (3.66 930 (CIA) 930 (4.14) 1 930 (4.14) 1 B9-47W 728 (3.24) 1 914 4.0]) 11181 (5.25) 1264 (5.52) 1264 (5.52) 1264 (5.62) 16g-56W ]28 (3.24) 1 914 (4.07) 11181 (5.25) 1254 (5.62) 1264 (5.52) 1264 (5.52) 169-63W ]2B (3.R6) 916 (4.0)) Ilel (S.RS) 1264 (5.62 12fid 5.62) 1254 (5.62) Allowable shear lwala par fastener Its. (4N) for 14PAISA5 Snple Shwr Fasteners w6f. I Trn.sf-I chard "WRna» w e ihlcYn.n g_ 22 28M p_ 2a 33MC g_ ie 4315L g_ I6 34nC 4g_ I aPP.0 z 6mc 1 p_ 209-33C 248 (1.10) 248 (f.1 D) 248 (f.10) 246 (1.10) W6 (1.10) 268 (1.10) ROp-33W 252 (1.12) 252 (1.1 R) 25R (1.12) 252 (1.12) 252 (1.12) 252 (1.12) 189-47W 418 (1.86) AB (1.86) 418 (f.86) 418 (1.86) 418 (I.86) 418 (1.86) 169-56W Ale (1.86) qB (L86) 418 (1.86) 418 (1.86) 418 (1.66) 418 (1.86) IS,-63W 410 (1.66) HB (1.86) UB (L86) AB (1.86) tl8 (1.86) Ne (1.86) 2. Tube And C-Web Fastener Placement And Allowable Shear Loads .,Pan mentlarud oboe corm of 4AYDRIAS. 14AYORM 1)5 and 14AYD2.625. or tub. (W) ..ba were daa.mmad by fast folla.mp pmdann.s an forth Ina. Imn and 51»I In m1W. (Aw). uv =18 •North Am an... sp»mpman. F.-ad SI»I Shucluml YomMn' (5100-16). I4AY3 lashrar value. and or 33CIAa1.5 .an dalannln. by aalculallona »1 totlh In Chapter J4 01 Steel malllwa (A4p. Arsl 2016 'NarIh Finadcan slnatnaallona f- the SI..I Sh-luwl Yamban (5100-I6). rarea.l"Minp N» wo.har head • mad. fro. IOUcoNon fordonaA and ad.al9nad la drill Ihmuph and Inshl) Into TrvKnal unroof a a burr,Xn» 1,, .11, Net- Moved. %a Inch. T n IIn a..ry. a .oh the S«I.h .1 Aulamalna S ,Ir awn Mop" dmmre.ltnobpxa.... an A! ha» . amc mmad and mmmaf. nnleh.d TSa11 D.W: 10H1/18 TwSbN DeNO CFip, FaalnvFlamvf T3C2.75 61N.r Sea n (3) (a) /I03DS Up I Po.n rSJX3Y AD—ol. loala Up ono Do.. Ia. (o.) Load OD.clbn 7- Tun ]BttC .. 33]SC 209a IJ15C 1 I6pa IJ60 (6.05) Up - aroayy, ae 9Ma 570 (D.98) 1 760 (3.30) 11000 (4A5) TSJX24 And TSJNH Ma.oEb leads Up and Of— fay (kN) Wad 01-13 n 6hLr 7m.s 38TSC 22ta I 33TSC 20, I UTSC 14. SQSC IBpa 6815C lye B)TSC 1390 Oown 1D90 (I.85) 1130 (5.03) 1330 (5.99) IUD (5.96) IUD (3.96) IUD (5.96) Up - W Iy & Mnd 5W (2.45) ]]0 (3.0) S90 (640) 12M (5.34) IMD (S.N) IM (5.34) TSJH22. TSJH24 And T: &IETYUSSSteel Hanger Application wxw.Truss2eeLcom up Down (a) 1IOSD TSC3= nr T Suppotl.E Up I Pown l can SOS UlI-DAM. Tapping Dome. Do— to W applied Through Ih, om-tlAl.d hat*. In hanger Info the TmsSIW ohoN The -MO 9loMly of cone. le fo he appll.d an IM to. of the hangs that I. nal Weft.. 2 Do not m.NXn Cmw3. d. dd en sqm may ship oul of T—Slnl chard. 1. Xan9.n ma] W I-.. erpwNn along 9IM.r ehaNe. A R.fn b T.W.0 Woo dnNn9e TWn ar TS021 for py-fa-py [....Ilan. for mu10-fay 91rd.n. S. Celd-pdfined SIOI Calculallone an pa the AI51 2016 'North Amalaan 6p.c 0pq'Imry�p( lh. Deagn of Cold -famed SIn1 StmaNnl Members' TS022 10111/18 T—TOTnna Cume9.ya I s,lLdck (r) To; I., a anP owwagw, "....n.b Allowable VOluaa �- -�,. 1 fop 1' (35mm) of lop and boMem as Shown. for 1 Op co nv[llan. .lac• rI1Mn I- (35mm) vl Suppdfid Humb,r R M A.(1,) Chp may be us tl bm IS' (iYP.) boMem .,are or nolp•d. Cend [Ilp 1° 111. Jack 1'. of No. Ibs (kH) .. ,.H.In.I6' h.l,hlm.. 5„ 6W, Comedock IS 500 Alalle corn„lock) aqV`° .1. ox $uPParea dock l4 Tom.rlaek 3 taco pd1) 6: BS I Hlplack I 12y5 (S.1e) a Ra Endlack 2 1355 (5.1e) Comvrldcblta .5 (n u Detail A Comedank and Hlplack Connwllon E Far 1Se2)5 hip ek uee 1TCy CIID. sn o Far ISc3,a0 Nplaak ma 1TC) COD D,lall A R I, * Rr rer 15G.00 Flpla[k uee IiCT Cllp. (1TP) CamedaN2 M 15C2J5. TSC3.00 ar µ * TSMOO Cornm)aak fi) /locos Parfiel Roof LD..ut Tvolcel Jack To Girder C4 mfion TSC233. 703.00 or Clw.d Edge geneml Eaton 15C1.00 Hbffwk of Cllp 1.The top and bottom chards of all Iru he s Shoff be property eenn•efed to tlmetuml Sheathing or purl... 2.If vuppored Imo or plNo r.b I. 0 3-vb. nbr Io T5056 far w ..[Ilan ° ]. 50S v Sall-Or011ng Tappinv S.- Screw In, ado. dlelencv aM end Ed- 1. Ill (IS-) mwmam. Iscvs. IscJ.00 a, (5) JPOSDS li be. Mialls A a1 9i, R es 9ln nco n.nl Sb pie<.m:ni iniormel °nemdh placed na vIN•• mH[al Isca.00 <wn.Qack (5) /tosos ., ror mull)-pl, /I Hlys rNar to Standard owed 7S025D for ph to ply aenn•[II°n ,eq alrune nle, To Plan, Mnld[k en-tcol Web 6. 01rder v.b h.11 net Ce ° C-Web. Cenbr m b pla[k web In In..IIM1 wnM1• °1 ). Celd-farm., that Calculallens are per IM el 2016 'Rerlb Amercon S -•-talon for the Dollop o1 wnedock b as Shown. The pIN., ..p Celd-Ferm•d Steel Sh-Sural Memberi (s IOD-I6). enter la m°rk•tl .Ilp a} o..M1°wn. Detail B1 Detail B2 Detail B3 15C2a5 Info TSc275 Connwnon ist2a5 Into 1scSOo or T5CI.00 conn•cOan ISc3.00 or rs..00 Ind. Ist3.00 « Tsc1.00 C°.n•[Ilmr -slMck ]/S.b.te 3/6' (M-)-S.Ibo[k 1-I/1' (53mm) ry) /f0505 (3)'Hol p) pesos (3) Imsos (5) /msos clo•.a Eevv (3) nosos Cbc Ed.. tin cla..d Eag. of cnp p °1 GIP isC225 IN00 or (J) Il Os05 II wp Tsu.00 Tsn.JS ry) nosos (3) poses el fop (y) pesos Hlplack 15C2A5 HlplacY (3) If05p5 150.0(°r i5CJ.00 or TSU.00 TSc1Ao /I HIP TICS Plu mpj.,k ry) pesos i5C2." i5C2.)! Fntllack Endiwk T=d.00 °r Me.00 Endl..k n N Vericel W s el Nld Ver ed Web To Plot, .1 HT, Venleal Web Edg. a/ /I M1ip vvb In M. rllh .dg• of wapak Vee w Edpe o1 /I 11, ..b In line .Im .do, 1 .nal°cb .A av Edp. °1 III MD .eb In On• .IIM1 vog• of dlwb ..b vha.n. iM1e pl2o nD cmbr iv m bd .11. a } w .M1°.n. Ne.n, ib tilde, ob .nbr Iv marked .IIM1 a } a. en' [ n. The plydrt vb wnbr b m rkvd .IIM1 v } vv Norn. � efenderd j yr� rENa p 45° Hipjack, Endjack And si V e •, , Tsozs[letall: LPI E TrusSteel- Cornerjack Connection Details �{�f rra. ad op1B: wvw.TmsSteel.com / "^�. 'k 10/11118 ,aa�awwrmteueawaa.my w`wwHwiWs" .a ---TOc (T lE 0)F `ti,• rIW r110m ..a..e w..k.m.u. •: eta TruSStwIMbC Category: .r> EMI b rm°`"OH:s.[�waw moor •m...+m....r.a �w amw.nm..e..vi...,m.m a.e '4�Fje5•ImV eu, O. T-Ta.T-COI•.mo IS U i tSCz]S. TSGA) or TSCA00 (6) /m .elf-dNnng fappm9 nth. Him IrtmV.l <nPN. /PI 11 - See enoe P2 - Clip on 570 Its (:l YN) `P2 cnv an both I.... • TS6=5 or H80 Ra (S.fiO YN) a/.'Hm=) TSIWTCS /?a'1.or T 6.n.re1 3(l/6')(3.Ifimm) 1.01-3/4' Hof. /5 (2S.nwd 5mm) \ ..I f.r m Emnal Hol. /6 ter or ..Id ePNen) ♦ All-ble load..h- on this deloll a fall In wmbNallon. N. on. conn-.on, .IIM1 cNp on • I.e. naub° a web .b ca n°allon. Far value. In cnOrf. MCSAS minimum ub 1. 33WA5a.J5 and )SC3.00 or ISCI.00 Sfineluml Slnl with minlmum web 12 }SW I.5a 1.5. minimum hirst. dron9th C. It web ... -=Ili. le 3]W.]5.1.2. y = 960 I6e 4.P YN). e1 58 IW (400 YPa) 0. If web abet. narselian 1. S3WI.Sa.]S. V a 910 Ib. 4.G YN). O 58 by olnen. E If so .ban eanmdien I. 3301.Sa1.5. U = 1210 to. (SAY YN). Gnerc xM.x: F. If web soon .annaion 1. '321.5x15. U 1940 lb. B.G Its). G If web above aonnecllon la 43Z13.3.G U = 2260 isle el 14 YH). 1. If a .IIp Is nqulmd an both tans..Haab the ..and file 4. the oppmlb la.e of In. chard a. demll.d. 156W2C5 or 2. Yu11I-t1p frvnn 0uln a Ap n each face. Hof.r to Tra W d.1aN dnwln9 UO2J4 tar 151W. vlr ro-ph "nimatane mr i-IT/ lmuu with o alp on each 0 1 Pe4r la Trv44.I Te.hnlml Bull.11n 9&10.a5 pled 'Repalr of Gah ntz°d SUrm-1 to r lan 0 <omalon ml.lont proP°tll°. of fn. <ann¢tlan offer waldln9. 0 0 4 11 a TS6WIC] clipcar Is welded.with C alter In tech. in 3/I6' gilding m) Ih-S IN ..Id moll be DI 9 9ualilled In a.mrda nc. wIIM1 Chapter 4 01 the Sl ru<Ivrol Welding Cod. -Sheet 51..1 (<WS 01.3). 9. W.Id values an hand ono Olbr malerlal with o mlNmum Hn.O. tlnn9th e1 70 Yal (183 YPo). TS6WfC5 6 6°aly at old. egdila above. Ibe lull bn01h of the 156WfC5/TSIWTCS ma) be -0ded to IM bar. m.ml thi.Yn... (4) a o.O5J6 1n. (1.3]mm) ne. 151WIC5 ). cold-rarm.d Steel Calfvl.fan zcNl 11" NSI 2016'Norlh lmamn SP.dUMlom mr IM ban maul wdn... 0) n 0.I x6 m. (3.25mm) Design of Cola -Formed shot �(. (51ao_I6). aTS6WTC5orTSlW7TC5ed Truss Cli = rsozTA e1 6^yT zL.�� E A rusS�l� P}rr-1ks hate: ural Steel Bearing ; r_a a tonvts wWw.TM.SteeLmm Ne.Aerm. aim a+aaraw+wr.wn.s�nw 0at� m� .fach'tm maemr repewl,. mane..., w.ww �4 FS 1`za.+ Tm.Steel DW]D C.".': rmaMia.w'm. a4 /x.paW�.e mnr aq..e....m nr�aW`�.-.r�w°w..nW"W°`•ara "rrs;�N��Sn °', nesv.esome sad u10.0e1. 1.aa+ 1b. (Yrl)+ aala.ael. cHv a n. mad al, en roth thee. chars Iaaed TS6wres rslwrG rs6vrtG Tslrrtcs IBTSC3J3 U S]0 (3.Nf ]160 (f0.91) PI @]0 (].QJ 3t60 (IO.9Q IlISL3.)] PI ISSO (0.01J ]O60 (IJ.01) ARSL3.)S U ]30 (213p N60 (30.30) P1 3300 (10.11J I560 (30.R0) R8f5C].00 y 1310 (].q�Z 3<60 (I O.BQ 30RCt.00 PI 12J0 (S.0) Rt60 (10.91) ]]1sC3.00 U It00 (ORS%G 3060 (1].01) JTSC400 PI 13J0 (6.01) ]O60 NISG.00 U IUD (6.Lpu�° 4560 (20.R9) t315L4.00 PI 2380 (10.11) N60 (20.38) StISCl.00. 91. 80, ono U 1<00 (6.3]'Pu'O ]2J0 (2J.26) 9300 (3].93) 9]TSC400 PI 36J0 (10.99) 3110 (IJ.9]) t930 (21.93) 0380 (3).9J) OFFICE USE ONLY: DAlfE FILED: �7 REVISION FEE: 1 S- PERMIT# RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION SCANNED 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 BY St. Lucie County (772) 462.1553 APPLICATION FOR BUILDING PERMIT DE EF RRAL PROJECT INFORMATION LOCATION/SITE ADDRESS: aGs %e/TT€P",3t1,o /2l7. pays— s,- z-'jC,,C/ Ft IF DETAILED DESCRIPTION OF PROJECT REVISIONS: o o F /)(2>'4 CONTRACTOR INFORMATION: STATE ofFL REG./CERT. #: a 6" 0Z y ST. LUCIE CO CERT. #: BUSINESS NAME: Ge/t' H GoN STR Lj C)'I. oxj QUALIFIERS NAME: /<,E-I.1 ADDRESS: 3 �' �l5 w> , " 64L-«� O LVD S 7-r CITY: /`1,jV L ��r' STATE: �e- ZIP: 32�r34 PHONE (DAYTIME): 3 2! -- Z! Z 7 - 1012 FAX: OWNER/BUILDER INFORMATION: NAME: F;4 JL/'U L L iq D V*O 7--1 4,9 ADDRESS: G 65 /</ r TAR CITY: It s L STATE: PHONE (DAYTIME: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): STATE: ,5"7'a % (ff f�� FAX: ZIP: of F s Revised 07117118 MM I� DADE MUM-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE INOAI www.miamidade.eov/economy NCI Group, Inc. 14031 West Hardy Houston, TX 77060 BRYNTESENI STRUCTURAL ENGINEERS, , E: C r-PTED L_ _CLPTEDASNOTED Li i ACCEPTED, ED, REVISE AND RESUBWJT K. R E C_IVED REV:EVd AND ACCEPTANCE IS FOR DESIGN INTENT ONLY AND„ i , NOT FOR rJ1 MENSIONS, QUANTITIES, OR FIELD CONDITIONS, WHICH ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR, NO CHANGES OR DEVIATIONS FROM THE CONTRACT DOC:UNIENTS ARE ACCEPTED UNLESS EACH IS CLEARLY (DENT IFtED AS SUCH AND EACH IS SPECIFIC -ALLY ACCEPTED OR REJECTIED. AivY ACCEPTED C; WN"GE Or', D"E'WCNTION IS SUBJECT TG r. i cUUCTIO;,i OF THE CON I PACT LUMP SUM. esting, Inc., Report No. 07- �y Terrence E. Wolfe, P.E. gperASTMG23, prepared by /,ed by Clark Higginbotham. /with Miami -Dade County Protocol PA !'Engineering and Testing Inc., Report and sealed by Daniel G. Farabaugh, P.E. st, prepared by Farabaugh Engineering and dated 0610712006, signed and sealed by Revj--":rar. Cy REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC Date /wide 24 ,ert No. 07- .Polfe, P.E. ,Zook 24" wide 24 ., Report No. 07- E. Wolfe, P.E. Lok 24" wide 24 Lok 12 ", 18 ", 24" 24 ga., 6 pages, prepared by Mark signed and sealed by Mark Detwiler, P.E. on 01/ 05109, County Building Code Compliance Office. Test on each specimen tested, prepared by Bodycote Materials Testing, Inc. .yr,4 w lmy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No.15-0505.28 Expiration Date: 02C5/2019 Approval Date: 10/29/2015 E-1 NCI Group, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 2. EVIDENCE SUBMITTED UNDER PEVIOUS APPROVAL # 11-0810.04 A. DRAWINGS 1. Drawing No. Dade County, titled "DoubleLokPanel ",sheets I through 10 of 10, dated July 27, 2011, prepared by NCI Group, Inc., signed and sealed by Mark Detwiler, P.E. on July 27, 2011. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. None. F. OTHERS 1. Bill of Sale, Assignment and Assumption Agreement. 3. EVIDENCE SUBMITTED UNDER PEVIOUS APPROVAL # 13-0425.14 A. DRAWINGS 1. Drawing No. Dade County, titled " DoubleLok RoofPanel ",sheets I through 10 of 10,dated April 16, 2013, prepared by NCI Group, Inc., signed and sealed by Mark Detwiler, P.E. on April16, 2013. B. TESTS 1. None. C. CALCULATIONS f�dipn D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources. E. MATERIAL CERTIFICATIONS 1. None. M.S. EDrniy A. Makar, P.E., Product Control Section Supervisor NOA No. 15-0505.28 Expiration Date: 02/25/2019 Approval Date: 10/29/2015 E-2 NCI Group, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. Dade County, titled "DoubleLokRoofPanel ", sheets I through 10 of 10, dated April 14, 2015, prepared by NCI Group, Inc., signed and sealed by Mark Detwiler, P.E. on April 14, 2015. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources. E. MATERIAL CERTIFICATIONS 1. None. Ao&y A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 15-0505.28 Expiration Date: 02/25/2019 Approval Date: 10/29/2015 E-3 IM-BUD TAPE SEAL 0 TOP OF CLOSURE W 4/WASNER [F SRNER 141 (2 PER STRAP) MINOR RIB TAPE SFAILR AT ALL WROR TABS E IN PANEL M PANEL 1/h14 t 2 B LONG -LSE WEN — W/WASSR ASIEIER J4]012'O.C. WAIL PANEL PANEL) TAPE 0 PANEL RIBS OVER GUM SOAP 0 48' O.C. (MAX) � KK (SIDE CLOSURE TAPE SEALER DOUBLE -LOT( PANEL 24. 18' OR 12' MUTH �1/8 . 3/16 POP NNET (FASTENER /14] b 5'-W OG TARS ER [FASTENER FI) E PER WSUE CLOSURE) CAP TRIM (OPTVML) EAK SW MM. 16 GA METAL 1. APPLY TRI-BEAD TAPE SEALER CONTINUOUS OVER SUBSTRATE 2. ATT'/ACN4pLSIDE METAL CLOSURE W1 SDS W/'NASHER (FASTENER j1] J. APPLY A 10' LONG PIECE OF TRI-BEAD TAPE SEALER UP AND OVER THE INSIDE METAL CLOSURE 4. APPLY A 2' LONG PIECE OF TRI-BEAD TAPE SEALER IN VERIMAL LEG OF PANEL SUN 5. IF THE PANELS HAVE MANOR RIBS. APPLY MINOR RIB TAPE SEAL BOWEEN PANEL AND FAVE TRIM OR GUTTER 6. ATTACH PANE1 W/11/4-14 X 1 1/4' LONG LIFE W/WASHER IN THE FLAT PANEL AND ONE EACH SIDE OF THE INSIDE METAL CLOSURE (8) TOTAL [FASTENER /1E] PRODUOFREVLSGD 'ree fhFkgw. D �C:;g(Ldo =A�NoyoM Fixed Eave Detail J f a STATE I TRI-BEAD TAPE SEALER- 0 TOP OF CLOSURE [HW-504) 1/4-I4 x 7/8 LONG-UFE IAPTER W/WASHER [FASTENER I[41(2 PER MINOR RIB TAPE SEATER AT ALL MINOR R&5 PREPUNCHED IN PANEL W/WASHER [FASTENER d 01 12'- O.C. WALL PANEL INSTALLATION NOTE: 1. APPLY TRI-BEAD TAPE SEALER CONTINUOUS OVER SUBSTRATE 2. ATTACH INSIDE METAL CLOSURE W/ 1/4'-14 X 1' SDS W/WASHER [FASTENER 11] 1/4-14 x 1 1/4 LONG -LIFE 3. APPLY A 10' LONG PIECE OF TT0-BEAD TAPE SEALER 58F-DRILLER W/WASHER UP AND OVEN THE INSIDE METAL CLOSURE 'FASTENER /1E].(8 PER PANEL) 4. APPLY A 2' LONG PIECE OF TRI-BEAD TAPE SEALER IN VERTICAL LEG OF PANEL SEAM S. IF THE PANELS HAVE MINOR RIBS, APPLY 2' LONG TRI-BEAD TAPE MINOR RIB TAPE. SEAL BETWEEN PANEL AND SEALER [HW-504) 0 PANEL RIBS OVER SAVE TRIM OR GUM INSIDE CLOSURE 6. ATTACH PANEL 4' LONG W LIFE W/WASHER THE FLAT PANEL AND ONE �STRAP O. (MAX) .(FBTOTALSIDE [FASTENER E)METAL CLOSURE 1190E CLOSURE �METAL [HW-4261 FLOATING GAVE PLATE � DOUBLE -LOX PANEL 24'. 18' OR 12' WODI 14 x 1 1/4 SHOULDER 2 SELF -DRILLER TOTER 1510 12' O.C. TER IN SLOT) x 3/I6 POP RNET TAPE SEALER W/WASHER [FASRNER S11 nOnucT Rsvls® tPtwlrme •;mwenwle.- (2 PER INSIDE CLOSURE) eu;Iem4wa -OFFSET CAP TRBI t:,aiA Pocro�e -a o .tg � De nCbatM EAVE STRUT LPL 16 G4 METAL Floating Eave Detai b OF 14 2015 J411 a wYEI[ RWIXamI Rnl � � ;�I��R c„� ly [1mlRml llga N' ac lo-la. t vuluu ww 9111pE OLL �� ��� llq 1 411 . S 1/E-IfF VTIX %amm I�usalm Nla a• ne u . t t% sum m-am [vummlNq o N' ac In+[ ua sum [xaml] 1FN 1Nm! 1 124- ISFV I IQ �pA4fq aus RmnRr ums 4 aHl N• ac ani) mes-la vun �° ^�w m avia rart slman ub[ N', IB'N0 12'ROM 9fIMa Om SNI'�.�16•� NIIt IY VLM rsn 0.Y2 iTl lie •• SnaY('I®0.VF 1W11 3/mr a mw n�amsman flq 1+1 U Itw aPj� aux ual[ WR 94 r k 1• W#.WIL 1//4S11 a 1 1 1 ]N6A 1F1tSFV� IfA51UAl GI a�11�1. OL WIn: 96C (aS161EE0 H �/B fASRAFR� % �nl IY C 1/411. S/B U➢IIX �ssm ['R�Ro>' N e Ir oa mau aosn nnN W r-so•�ae Isu Ingle a Iml a s-r as Ru rut vu¢i rau vRa FRMUC RMIED mm-IOft� Fl Q: ewa„acox .�m�No�=pso� 2B mlamn �txrContror' MMntr ]/b MmL� n1¢ mxn OF uuNG`\p 141015 1 zpY Cp9g et PAODUCf IiEVISL+D u miplymgwillitMPbwda �B gNCNeV O OS.ZB Fixed Endlap Detail ?�,, i r 1/4-14 x 1 1/4 IANO-Ilff ,. SELF -DRUM W/WASHER [FASTENER /IE] (8 PER ENIXAP) g . 7- II I II 7' SELF -OR6IER IW/WASHEA [FASTENER BIE] (8,.PER ENDLAP) ! FASTENER SEQUENCE ® END(AP DOUBLE-LOK PANEL _ (PREPUNOIED)� 24. 18' OR 12' MOTH SLIDING CLIP '? DOUBLE-LOK PANEL �® (PREPUNCHEO) 1 24', 18' AND 12' WIOR( I TRIPLE BEAD TAPE SEALER CONT. ® ® ACROSS PANEL [HW-502] owe .r .m u.e' ra mini BACKUP PLATE m�iounn��w 24'. 18' OR 12'' �vo®w,cnv ' m-xe rramvacv�ri >n rc®xe ca Rn O�l1. 0.'0n 1/4-14 x 1SELE-DRILLER ttoamn�m M IW6E 11@ nblg �nr W (2 PER CU)/PER CL P[FASTELVER al] avnwmwnr `mnacnns oomn `N%p\ K DPURUN T PP... FLN. 16 G4 IAETAL r ooucrKEv�s6o �` � 8 q Floating Endlap Detail ATV-O'O.C. MAX. L 6t 5'../ 9 's'STATE �OF W: I uGm 'F�ORIOp:.\�4r 11NA IT�NGO`�o� -APR 141015 r 12 ROOF PITCH I M-BEAD TAPE SEALER [NW-5041 SLIDING CLIP DOUBLE-LOK 24'. 18' OR 17 1/4-14 x I SELF -DRILLER W/WASHER [FASTENER I1) (2 PER CUP) TRI-SAD TAPE SEW CID O5S PANEL [HW-`� 1/4-14 x 1 1/4 LONG 12 FLASHNG I ROOF PITCH 1/4-14 x 1 1/4 LONG -LIFE SELF-DRIU.ER W/WASHER [FASTENER jIq (J PER PANEL) —1/4-14 x 7/8 LONG -LIFE LIPTEK W/WASHER [FASTENER J410 6' O.C. ,OUTSIDE CLOSURE DOUBLE-LOK PANEL 24'. 18' OR 12' WIDTH IWOM/CI'R6V1SeD u caeiMYI�B vriN fxe £Mrda 6dlmrBmda AxgrmeNeiLco So � 8 . _ ranee /4 er i Do ua Conboir� P 4'2015 li INSTALLATION NOTE: 'a a ATTACH S51 DL WINDCLAMP AT EVERY SLIDINGCLIP LOCATION S-5! DL WIND CLAMP HW-568] SET SCREW MUST BE TORQUED TO 140 in. lbs.) SLIDING CLIP DOUBLELOK PANEL 24", 18" AND 12" WIDTH g --------------------------------------- # ■pegF 8y�y 1/4-14 x 1 SELF -DRILLERS W/WASHER [FASTENER #1] �e (2 PER CLIP) Om p OLN Y A Ynk b4 mMY ii[[rA O�VEme�p � � wmP¢v°ima n q b NOV.; PURLING MIN. 16 GA. METAL E yo Rm AT 5'-0" O.C. MAX. ., D uur oiryi WtOWCTAEVI9ED � �,+'��CEN m®m1Y�swimun n"aau Bmw�recoae 6 2 = 20/9 ./ ' STATE OF .'ty ONAL S pd`� °grnn��oj�o4 2015 S-51m DL WINDCLAMP [HW-5661 ROOF PANEL PANEL CLIP PURLIN Only for use with 2122 and 2124 clips. Torque set screw to 140 in-lbs. Double-Lok Al J —U U.G. MAX. PRODUCTRENSED �� 'm one Ftatm mew 28 menowo` ye/9 BY eonoi 42615 NOTES B:�-5/16 B]AHEMR HOLES ARE IN RIBBED PMELS DNLT 6 ARE 1 ' BACK 7Zg1 BDTH MS Dl' PANELM HOLES EACH END 24') (S HOLES EACH END IWa mow M1raw'ew NOLE LDWIENS COVERACi DM 'A' DM 'B' RIBS STRIP I�TH [OVERAGE UCH 'C' 01H D. 12' 11.94 NO 24' 4.000 2b93 24' 2&94 0 6 TES 29.94: 18' 2dW 1.693 18• V.94 anS6 YES 2194 a w VI➢M T0.ERANCE rVH/-0 High Double-Ibo4 91Ehng CIIp ISM/ 2124 SIDE VIEW IYtYII MtID 1R Yl Yil¢ u�m eeN nbuna Nv[+ P owD neu NpO RW oie gp � Am�eyM��m�e< a 1/ . . 1 1/+' . . O'eew :� / 'I SHOUMEERRRIVET --" `""`O°' I -II.4E ---✓1 y STATE OF O.' F i I— DOUBLE-LOK PANEL PROFILE DOUBLE-LOK PANEL PROFILE PANEL PROPERTIES PANEL PANEL YIELD TENSILE ELONGATION HARDNESS STEEL PAINT COATINGS GAUGE THICKNESS STRENGTH STRENGTH COATING 24 O24 NUN. 50 KSI 1 55-79 KSI 1 20-36X 1 50-0 MNB AZ 5 1 SIG 300 KYNAR PANEL ACCESSORIES CONSTRUCTION FASTENERS INC GULF -SEAL SPECIALTIES, INC, SPRING STREET AND VAN REED ROAD P.O. BOX 508 Pa BOX 6326, VYDMISSING PA 19610 iP1_BC1m SOUTH HOUSTON, TX 77587 aNmvammat®muL-mmR ® r"�cau'®a"°ur®"'°c'rm'°u 8 rVDrfNW p p 1H 11NammmlilR-le®[ � rxf IINV RIG aar601mv[-tIDAVD TVN, �Im Wlaa-rllp0a 1 uH uuNm nmm- �e SCHNEE-MOREHEAD, INC. Q mraAcc-re III NORTH NURSERY ROAD T mNs rwAaMa m-I111®m IRVING, TX 75060 . '� v4HM1NMmW ula-rNaem. � aavmw-Rrfu —� PERHATHANE' URETHANE CAULK NO ES 1. THE 24 GAUGE DOUBLELOX STANDING SEW ROW PANELS SHUT. BE USED FOR ROOF CONSTRUCTION ONLY. THE ACTUAL ROOF PROJECT SHALL BE CONSTRUCTED USING THE SAME DETALS SHOWN ON THESE DBAWNWS INCLUDING: a. DETAILS OF All PANEL MATERIAL OLMRALIOtD'IlC.9 AND SECTIONS WITH DIMENSIONS ANO THICKNESS. b. ASSEMBLY DETAILS NCLUDMG ALL CONNECRON'S FASTENERS DIAGRAM WITH SIZE AND LOCATION. 2A THE MAXIMUM PANEL SPAN AND THE MAXIMUM ALLOWABLE DESIGN LP -LOT (NEGATIVE) PISS K OF THIS ROOF PANEL. SHALL BE EASED ON THE FOLLOWING ALLOWABLE$: OOURLD.OK 12'-24 GA PANELS MAXIMUM ALLOWABLE SENDING MOMENT OF PANEL AT SUPPORTS = 200.00 FT-LBS/FT MAXIMUM ALLOWABLE LENDING MUMTNF OF PANE. BETWEEN SUPPORTS - 160.OD FT-LSS/R MAXIMUM PANEL REACTION AT SUPPORTS - 440.DO LOS MAXIMUM ALLOWABLE DEFLECTION OF PANEL = L/240 PANELS G VALUE = 2,695,635M LB-N-2 THIS ROOF PANEL IS APPROVED FOR A MAMMUM SPAN OF 5'-0'. 2B. THE MAXIMUM PANEL SPAN AND THE MAXRUM ALLOWABLE DESCH UP-UFT (NEGA IE) PRESSURE OF THIS ROOF PANEL SMALL BE BASED ON THE FOLLOWING ALOWABLES: OOUBUIOK 18'-24 GA PANELS MAXIMUM ALLOWABLE OEM MOMENT OF PANEL AT SUPPORTS - 71.20 FT-LBS/FF MAXIMUM ALLOWABLE SMITING MOMENT OF PANEL BETWEEN SUPPORTS = 5696 FT-LBS/FF MAXIMUM PANEL REACTION AT SUPPORTS - 156.64 IRS MAXIMUM ALLOWABLE DERECTION OF PANEL = L/240 PANELS D VALUE = U8,931.84 LB -IN" 2 THIS ROOF PANEL IS APPROn FOR A MAXIMUM SPAN OF 5'-V. 2C. THE MAXIMUM PANEL SPAN AND THE MAXIMUM ALLOWABLE DESIGN UP-UFT (NEGATNEJ PRESSURE OF THIS ROOF PANEL SLUE BE BASED ON THE FOLLOWING ALLOWABLE: DOUBULOK 24-24 GA PANELS MAXIMUM ALLOWABLE BENDING MOMENT OF PANEL AT SUPPORTS - 53,33 FT-ALBS/Fr MAXIMOLI ALLOWABLE GENDING MOMENT OF PANEL BETWEEN SUPPORTS - 42.66 FT-1BS/FT MAXIM PANE. REACTION AT SUPPORTS - 117.32 LETS MAXIMUM ALLOWABLE DEFLECTION OF PANEL - L/240 PANEL'S 0 VALUE = 635,8 H.64 LB-N'2 THIS ROOF PANEL IS APPROVED FOR A MXIMUM SPAN OF 5'-0'. 7. ALL PANEL SUBLIENBEBS SHAL BE STEET. WITH 16 GA MINIMUM THICKNESS 4. DILLS STRUCTURAL ROM' PANEL(TSYSTEM HAS BEEN DESIGNED IN ACCORDANCE WITH AND THE YOIO�fBCINA9 CODE rsnr 7UC 1 ERUSE WITH 57H D N PRESS'UR6 /.UMS OEM7FiR&F C FROM SECTION 1620 AND ASCE 7-10 MUST BE LHXTFLIEO BY 0.60. LnooLcrEBvmEo �� r\ y/ 6�nLruWmmim Fm4m � �L�l�, m1AegCade Dt ncupinmra l5o5 m5. Lg 7 STATE OF S,�ONAL V_ 142015 OFFICE USE ONLY: DATE FILED: )� "- I ;z • I �?' REVISION FEE: rIS D U' PERMIT # I Z r ooy/� '^ /� RECEIPT # Y ri 11 " PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 (772) 462.1553 APPLICATION FOR BUILDING PERMIT DirERRAi'� PROJECT INFORMATION SCANNED LOCATION/SITE St. By ADDRESS: / Lucie Count. DETAILED DESCRIPTION OF PROJECT CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: 0 �/' Z Y BUSINESS NAME: G✓z is-4 Can F QUALIFIERS NAME: ,; (,�W< h ADDRESS: CITY: STATE: PHONE (DAYTIME): OWNER/BUILDER INFORMATION: NAME: CITY: PHONE (DAYTIME: STATE: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): SLCCC: 9123109 Revised 07117118 STATE: ST. LUCIE CO CERT. #: FAX: FAX: FAX: ZIP: ZIP: DEC 13 2018 Permitting Department Cl- 1 11ria f nl m1-v FI 1112 -cz>ri BRYNTESEN STRUCTURAL ENGINEERS 19 December 2018 St. Lucie County Planning & Developmental Services 2300 Virginia Ave. Fort Pierce, FL 34982 Attn: Andrew Manero Regarding: Advantage Self Storage Steel Column Mark/Shop Drawings Dear Mr. Manero, It has been brought to our attention that several steel column marks annotated on our structural drawings do not match the steel columns that have been approved in the `Structural Steel Shop Package' issued by HMB Steel Corp and approved by our office on 05/29/18. The approved steel shop drawings supersede the latest structural drawings. The discrepancy occurs on gridline 11 of sheets S104 & S105, which illustrates an alternating Column Type 91 & Column Type 92 pattern. This entire gridline should only annotate Column Type #1, as illustrated in the approved shop drawing. In addition the column located at gridline intersection R13 of S 104 & S 105 should also be a Column Type #1. Thank you for your attention to the matter. BRYNTESEN STRUCTURAL ENGINEERS ®G eBRY%�T ft No 7162 .* STNPN OF Murray Bnrrr1 n, ,` • °ram°.` ?Florida LicenseeN ►8A1e +•�f2�.°°°° eeeeea t�1�� FILE COPS 3045 NORTH FEDERAL HIGHWAY, BUILDING #80 111 FORT LAUDERDALE, FLORIDA 33308 111 TEL:954-568-1411 ■ FAX:954-568-9367 I BRYNTESEN STRUCTURAL ENGINEERS 19 December 2018 St. Lucie County Planning & Developmental Services 2300 Virginia Ave. Fort Pierce, FL 34982 Attn: Andrew Manero Regarding: Advantage Self Storage Steel Column Mark/Shop Drawings Dear Mr. Manero, It has been brought to our attention that several steel column marks annotated on our structural drawings do not match the steel columns that have been approved in the `Structural Steel Shop Package' issued by HMB Steel Corp and approved by our office on 05/29/18. The approved steel shop drawings supersede the latest structural drawings. The discrepancy occurs on gridline 11 of sheets S104 & S105, which illustrates an alternating Column Type #1 & Column Type #2 pattern. This entire gridline should only annotate Column Type #1, as illustrated in the approved shop drawing. In addition the column located at gridline intersection R13 of S 104 & S 105 should also be a Column Type #1. _ Thank you for your attention to the matter. �q N o 3J71 BRYNTESEN STRUCTURAL ENGINEERS 3045 NORTH FEDERAL HIGHWAY, BUILDING #80 e FORT LAUDERDALE, FLORIDA 33306 u TEL:954-568-1411 o FAX:954-568-9367