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Home My WebLink AboutTRUSS PAPERWORKA-1 ROOF TRUSSES AFLORIDACORPORATION RE: Job 75539 091 Lumber design values are in accordance with 9�2D7®� .3 These truss designs rely on lumber values est li ed by others. SCANNED St. Lucie County Site Information: Customer Info: TREFELNER CONSTRUCTION Project Name: MILLER HOUSE Lot/Block: Model: Address: 5437 IDEAL HOLDINGS ROAD, FORT PIERCE, FLion: City: County: St Lucie A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TP12014 Design Program: Alpine Engineered Products Wind Cade: ASCE 7-10 Wind Speed: 160 Roof Load: 55.0 psi Floor Load: 0.0 psf This package Includes 6Individual dated Truss Design Drawings and 16 Additional Drawings. RECEIVED With my sea] affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15.31.003;section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2480 A01GE 4/17119 13 STDL07 STD. DETAIL 4/17119 2 2587 A02 4/17/19 14 STDL08 STD. DETAIL 4/17119 3 2573 A02GE 4/17/19 15 STDL09 STD. DETAIL 4/17119 4 2570 A03 4117/19 16 STDL10 STD. DETAIL 4/17119 5 2483 A04 4/17119 17 STDL11 STD. DETAIL 4/17/19 6 2486 A05 4117/19 18 STDL12 STD. DETAIL 4/17/19 7 STDL01 STD. DETAIL 4/17/19 19 STDL13 STD. DETAIL 4117/19 8 STDL02 STD. DETAIL 4/17/19 20 STDL14 STD. DETAIL 4/17/19 9 STDL03 STD. DETAIL 4/17/19 21 STDL15 STD. DETAIL 4/17/19 10 STDL04 STD. DETAIL 4/17119 22 STDL16 STD. DETAIL 4/17/19 11 STDL05 STD. DETAIL 4/17/19 12 1 STDL06 I STD. DETAIL 4/17/19 MAY 81 2019 ST. Lucie County, Permitting rhetnas draving(s) reren:nced prepared byA pim Engineerea Pmducts, tra under nrydrectsupenis'ion based on the parameters provided b7A-1 RoofTnases, Lti Truss Design Engineers Name: Anthony Tombo III My license renewal date forthe state of Florida is February 28,2021.' NOTETheseal on these drawings Indicate acceptance of professional engineering responsblty solely forthe truss components shown. The sutabgdy and use of components forany padloulerbulding is the rasponslbity of the building desgne; perANSrfP411 Sec.2. TheTmss Design Drawing(s)(TDD[s]) referenced have been prepared based on theconsbuction documents (also referred to attimes as'StruchrralEngineerhrg Documental provided bythe Building Designerfndicating the nature and dnaracterof the work Zhe design atedatherein havebeen trmsfened to Anthony Tombo ■PE by [At Roof Twsses orspecific location]. TheseTDDs (also referred to attimes n'Structural Delegated Engineering Documentsl are speck&y structuralmniponwt dmgns and maybe pad of the project's defend orphased submittals. As a Tress Design Engineer(ie,Specialty Engineer),thesealhmmdontheTDDmpmsentsanacceptanwolpmfessbnalengNeedng Anthony T. responsib ft forthe design ofthesingle Truss depleted on the TOD only. The Bul ling Desgnerls responsible forand shal coordinate and review the TOW for conpatib6tywth therrwdden engineering requirements. Please review al TDDs and all related notes. Page 1 of 1 Job Truss Truss Type Oty Ply 04/17/2019 75539 A01GE I GABL 1 1 1 1 zaeD )--9'10'92 i 16'1"4 -i IVI"4- -{ V10"12--{ A Loading Criteria Ns9 Wind Criteria TCLL• 30.00 Wind Std: ASCE7-10 TCDL: 15.00 Speed: 160 mph SCLU 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: It EXP: C Kzt NA Des Ld: 55.00 Mean Height 15.00 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 • MWFRS Parallel Dist 0 to h/2 C&C Dist a: 5.20 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :M1 2x6 SP #2: Code / Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Pudins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(n oc) Start(ft) End(ft) BC 12D 0.15 51.85 Apply purling to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for gable wind bracing requirements. WARNING: Furnish a copy of this DWG to the installation wntractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. I E 1 A Daf11CSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF PP Deflection in Ioc Udell L/# Gravity Non -Gravity VERT(LL): 0.005 AB 999 36 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.009 AX 999 311 Ay118 /- /- /55 /34 /8 HORZ(LL): 0.009 AB - - Wind reactions based on MWFRS HORZ(TL): 0.011 R - - AY Erg Width = 624 Min Req = - Creep Factor. 2.0 Bearing AY is a rigid surface. Max TC CSI: 0.292 Maximum Top Chord Fames Per Ply (Ibs) Max BC CSI: 0.109 Chords Tens.Comp. Chords Tens. Comp. Max Web CSI: 0.244 A-B 32 0 N-O 6B2 -64 Wgt 348.6 Ibs B - C 89 -12D O - P 592 -54 C -D 84 -98 P -O 503 -57 VIEWVer, 18.02.01A.0205.20 D-E 88 -82 O-R 417 .63 E-F 99 -73 R-S 335 -85 F-G 234 -248 S-T 240 -106 G-H 214 -211 T-U 130 -127 H-1 238 -189 U-V 150 -164 1-J 333 -168 V-W 71 -45 J-K 415 -147 W-X 60 -54 K-L 501 -126 X-Y 56 .70 L-M 590 -105 Y-Z 61 -117 M-N 680 -85 Z-AA 32 0 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AX 209 -92 AM -AL 392 -158 AX-AW 219 -93 AL -AK 391 -157 AW-AV 221 -93 AK-AJ 389 -157 AV -AU 358 -218 AJ-AI 388 -156 AU -AT 376 -226 AI-AH 386 -155 AT -AS 382 -228 AH-AG 384 -154 AS -AR 386 -229 AG-AF 38D -153 AR -AO 384 -159 AF-AE 374 -151 AO -AP 386 -159 AE-AD 356 -145 AP -AO 388 -156 AD -AC 221 -66 AO -AN 390 -158 AC -AB 218 -fib AN -AM 392 -158 AB-Z 2DB -65 Maximum Web Forces Per Ply (Ills) Webs Tens.Comp. Webs Tens. Comp. AV-F 214 -293 AE-V 312 -134 F-AU 311 -16B V-AD 134 -229 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Gomp. Gables Tens. Comp. C-AX 282 -271 AL-O 309 -210 -"WARNING- Please lhaoughlyu eeMe"A-1 ROOF TRUSSES('SEUERT. GENERALTERMS and CONDITIONS CUSTOMER rBWER-)ACNNOWLEDGMENf-form. Ver'dy deep parameters and read notes on MalTruss Design Drmsing (TDD) and Me AOMony T. Tombo III, RE Reference Shed before use. Unless dheralse dorsal on Me MD, my Aipde ® wnnedorpideasbagbeuxdfor Me TODlobevagd. AsaTmss Design EnglneeMg(le. SpeNMy EnpNee4,Vro seal an an)'TDD rwresema wacceplwuof Me pmfessiwal engineering �13A-IraIDF uspon9tility for Me deep due, single Tense depided on Me MD o*, under TPM. The design assumplbns, loading condnlons,suliabTiy and use of We Than for any BuOdNgBMe 31AU55E5 Bugdin9ls Me rosponeRBBy ollbeOmer. Ma Owneh auModeed aBeM ar Me Bullring DaLpner, In Me owned otme lRC, Ibe IBC,dul bugdMg wde TBeaDDandanybe approrI. and TPM.TutintholmDNe TDDandeny Bed datlonMMeBgthaDeeignerespmsomeonaBIRC,Me IBC.r.ld Anthony. Tombo ill, P.E. y use OfMNliyofMeoemer,MeOmaM1Bga,h owdade useofMe Tense, IncludNgba,oneadwage, onsoon. and ODDa ana Bugling Designer endance. Compon efoon bdCoI 0083 Pr i MeoueMMe dOesoloes gudNer.Te. mseaesdgng bSBConftadaVeaddforhwftlgudalpa TPMderutee MerasponaTpi Ehgir duGesor Me Burand 1publshed Mier ndMC arerefe Desgner Design dTmg,Man eelon(BSCess fteml Tense Menufadurphloesfidan.foadeagTP1k1. dopraed upm Mvdtlnp by el peNeeinvWed. Tba Trvse DeApn En&near la NBTMa Bwlaing 44515E LUCIe Blvd. St Lucia 1211rorand DesignerwTlusa byelem ErpMeer Diem MasB�N•AI ®pBegzed temp aro es tleeneawTP41. or Tad CcpaadOi%BhI PeJT,u,sa-NMury T. TmnBO W,P.E Rep,oartdonNBeaaecwnerywaryfwm, lapWtll,a WTONtMxrmm q,nbaw efAlRmlT,mea-PAIgq T.TunW B4 P.E Fort Pierce, FL 34946 Truss A 11 GE Truss Type GABL Dry 1 Pry 1 04/17/2019 2480 • E -AV 250 -186 AJ- Q 187 .188 G -AT 305 -195 AI- R 168 -183 H-AS 277 -184 AH-S 193 -188 1-AR 193 -188 AG-T 277 -184 J-AQ 166 -183 AF-U 305 -195 K-AP 187 -188 AD-W 250 -186 L-AO 281 -183 AC-X 217 -150 M-AN 309 -210 AB-Y 282 -271 N -AM 23 -434 ' •-WARNING•• Me a. tbaroughyrev)ev Vie-A-1ROOFTRUSSES(-SELLER7, GENERAL TERMS and CONDITIONS CUSTOMER (-BUVER-) ACI(NOVVLEOGMENT-form. Veflfy design parameter no food notes on Ws Those Design Dressing (Too) and ma Am1va T.Tombo III,P.E Rarernoe Slieet bommuse. Unless coroners. Memo! on Me TOD. anyMpbm o.nnworpretese gbeuxdbrMBTDDtobe id. MaTmss Deel�F.ngime g(L&Spe fty Englneeq,tepmWanat TDDmpmx mac[.pramsdMopmfes9m ergineeMg QA-1 ROOF resp.n9Wit nor Na design orNe single Tmea deplded on Ne TOD aNy.vmerTPLt. Tna design anumptione, loading condition; suga65tanduseo1lhb Truealaer,BuildMI.Me ®TRIr55E5 f INN.rresdorth dsed aged Deep Bugdinge eslgn.f, INUU TP41. Vm T0D.Valolehe ressombluty of the ca6tiy r.con9pgTom.ee esserand [Be. loWlContrgror. and TPH. TM approval of Ne TOD end any fieltl agentortheB fthe C,th ite holing co[eI nd Tol-l. T1m. Oenelapule.dzpdan.nand testing Burning Anthony. TOIRbO III, P. E. y beltheresoeible,o Suigdi,tea A,din, an INthe Bugdingr gNgner aManco. w. Al nolea saoNNtl,p TDD aM N. pmpices and useolrNe Tom,. B.4" haMring.etafetyhrslalagon(BSCD betel and SBCA Domponem Treat lanufacon(&SC6pubgfiedbyTPI on #. pubshad a DtlSBCAfne agreed Desig,woner. upon Mwdtlnp by el paNeslnvoNed. The Tmee Da9gn EnglnearbNDTNeBugding rust Design ugor generalgbyal pa TPI-volmd. fee cuss Deep EngirdWea ofMee Bud Designer, Trust Design Engineered Treelding. llupthe pet rmsa Lucie g451 St Lucie Blvd. ademedbyaD.Metl.greed Dealpner Dr Two system Enpinper 0f any dtildnp. Al npllelzpd term ere ea definelN lPp1. Fort Pierce, FL 34948 CaPIpNO3aeh1 Rol Tnma—Marmry T. TanCe m,P.E PepodeeonlDp EaovneM,Nemlurn le poNMpdWNoutPexrMw,pmdoimofhl Reel Trvan—NtMvry T.Tunbe gl, P.E Job Truss Truss Type Qly Ply 04/17/2019 2587 75539 A02 COMN 11 1 I 120# 33'56 1zo# + S5'9 1399 -j --910112 161"4 F ISIN -)- 9'10'92--� 3 295X6 [16XI"(Rl)12OGX8 SRS (e) C 06X8W2 a) 1.5%44XA6(AI)B �4X6(A1) LVIg4 BU aaX8 aX6aa3X4 =XIO Il15X4r5X6 ESX6(R)_3X4 SEAT PLATE REBEAT PLATE RED. SEAT PLATE RED. SEATPLATEREQ. 5'4' 34W - IZ4'-� �6- 52' i16* Loading Criteria (,0 Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wnd Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in Ioc Lldefi L!# Gravity Non -Gravity TCDL: 15.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.209 Q 999 360 Loc R+ / R- ! Rh / Rw ! U / RL BCLL 0.00 Enclosure: Closed Rep Factors Used: No VERT(CL): 0.39D Q 999 240 V lag /-315 /- /96 1306 1393 BCOL: 10.00 Risk Category: Il FTlRT.10(0)/10(10) HORZ(LL): 0.094 H - - U 3048 !- /- /1718 /830 /- EXP:.0 Kzt NA Plate Type(s): HORZ(fL): 0.174 H - - W 1933 /- A 11147 /527 /- Des Ld: 55.OD Mean Height 15.00 it WAVE Creep Factor: 2.0 K 1437 /- A 1864 1432 A NCBCLL: 10.00 TCDL: 5.0 psi P Max TC CSI: 0.9Wnd reactions based on MWFRS Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.998 V Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 U Brg Wdth = 8.0 Min Req = 3.6 C&C Dist a: 5.20 ft Max Web CSI: 0.940 W Big Width = 6.0 Min Req = 1.6 Loc. from endwall: Any Wgt 307.3 Ibs K Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Bearings V, U, W, & K are a rigid surface. Writ Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 Bearings V, U, W, 8 K require a seat plate. Lumber Maximum Top Chord Forces Per Ply (Ibs) Top chord 2x4 SP M-30 :Tl, T4 2x4 SP #2: Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x6 SP#2:B32x6 SP 24001-2.OE: A-B 32 -15 G-H 1675 -2931 Webs 2x4 SP #3 :Wl 2x6 SP #2: B-C 1833 H-1 183D -2699 :W22x4 SP #2: 06-2745 3173 C-D 1806 -2745 1-J 1830 -3173 Bracing D-E 2049 -3221 J-K 2203 -3719 (a) Continuous lateral restraint equally spaced on member. E- F 1724 -2399 K-L 32 -15 F - G 1637 -2439 Special Loads -(Lumber Dur.Fac=1.25 / Plate Dur.Fac,=1.25) Maximum Bot Chord Forces Per Ply (Ibs) TC: From 91 plf at -1.50 to 91 plf at 9.90 Chords Tens.Comp. Chords Tens. Comp. TC: From 94 plf at 9.90 to 94 plf at 42.10 B - U 1-1Q - P 2478 -102 TC: From 91 plf at 42.10 to 91 plf at 53.50 BC: From 20 ph at 0.00to 20plfat 52.00 U-T 982 -13336 P-O 2478 -1022 82 TC: 120 lb Conc. Load at 33AS,38.9D T-S Z781-1648 O-N 2478 -1022 S-R 2781 -1648 N-M 3009 -1434 Pudins R-Q 2736-1308 M-K 3559 -1966 In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacmg(in oc) Stari(fi) End(ft) Webs Tens.Comp. Webs Tens. Comp, BC 58 0.15 51.85 Apply pudins to any chords above or below fillers U - C 1802 -Z761 Q - G 475 -673 at 24" OC unless shown otherwise above. C - T 4165 -26H G - P 245 -150 T-D 1000 -12BB H-N 709 -682 Wind D-R 354 -47 N-I 888 -841 Wind loads based on MWFRS with additional CBC member design. R-E 335 -28 1-M 543 -630 Left and right bottom chords exposed to wind. E-Q 837 -952 M-J 701 -648 F-Q 1241 -776 Additional Notes Negative reaCUDn(s) of -3150 MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. WARNING: Furnish a copy of this DWG to the installation contractor. Special Care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. "WARNING" Please 1hoa.,*,aVew10he-A-1 ROOF TRUSSES('SELLER'), GENERALTERMS am CONDITIONS CUSTOMER CBU1'ER") AC%NOwLEDGMEbir roam. Verify design panmaten and read rotes do Ws Truss Design Omwing(Too) and meyvMmry T.Tombo ill, P.E. Relumnoe SM1eetbelnm use. Unless omeMse"won me MD, only Alpine mnneaorpWess beusad MrMeMDtobevaiid. AsaTmas Desgn EngineeMg(I.s. Sperlafty Eng'neeo, me seal onw,TDD represeNsanasceptance dime professional engineering §A-1RQDF msponNUybrMedesignafNesingle TruasdepidMmUe TDDony,underT i.Tbedesignessumpuon%load"mgwn dions,sull yandmoonbls Tmu farar BulSngb Ne WTRU55e5 is "aresponzLafy of me Owner, Ian OwnersaNbedaedagminr me Buudng Designer.in meoorderi ThoIRL, the IBD, WcalfvilNng wtla antl TPH. The eppoval ollM1e um+d*w� responNblay ollM1e Owner, me Oarneya aNM1orized agent drlae Bugling Oetlgner,Nme coMe#of iM1e lRC,me IBO, IOW bugSngcodoodTP4l. The apProval dime TOO end anygeid Anthony. Tombo Ill, P.E. y se Dime Tmss, mohbu9 M1eMgng, Raraga, mstalMbn and Mating shag game respmism o/me 6u116ngDesigneraad .a'. Ddnlreddr. AA notes eel dM Nma TDD eM me pretllma aaW #8D083 guONinea ores Bugtling Comp an. -Seery Womlanon(BSCO Pubs wtry TPIaM SBCA ere aferenced forgeneref guidanu. TPN defneame respmrsa.Llea eM duties Dame Tm¢e Oesigneq Tress Design EngMeer antl TmzeManufacWrecuNen omeawise do M e OOMredegreeduponmwaiting Mar P.NeeimroNad.TM1e Tmss Oesign Engineerb NOT ma aultllag 4451 St. Lucie Blvd. oa¢ynar pTm¢a snmm Engineer Dram Moldlnp.Ag ®pxaozm fame eie ea aanneam lP41. Logny60]eteAl Roe Tunrx-MNmry T. Tense. P.E Repode. nNwe dmunnAN ans rants pMIWMMNeutNa un4tm pe,mluim alAf RwlTu,vea-NdM1aMT.Tonbe111. P.E Fort Pierce, FL 34948 Job Truss Truss Type Oty ply 04/17/2D79 75539 A02GE GABL 1 1 Z579 {--9'10.12 Loading Criteria can Wind Criteria TCLL: 30.00 Wind Std: ASCE7-10 TCDL: 15.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP: C Kzt: NA Des Ld: 55.00 Mean Height 15.00 ft NCBCLL: 10.00 TCDL' 5.0 psf Load Duration: 1.25 BCDL 5.0 psf Spacing: 24.1)" MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.70 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bol chord 2x4 SP #2 Webs 20 SP #3 :Ml. M14 2x6 SP #2: 191.4 -)- 21' � Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)110(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(fl) BC 120 0.15 46.85 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for gable wind bracing requirements. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See 'WARNING" note below. De11/CSI Criteria PP Deflection in Ioc Udell U# VERT(I-Q: 0.005 AU 999 3( VERT(CL): 0.009 AU -999 21 HORZ(LL): O.OD9 U - - HORZ(TL): 0.012 R - - Creep Factor. 2.0 Max TC CSI: 0.331 Max BC CSI: 0.323 Max Web CSI: 0.236 Wgt 326.9 Ibs VIEW Ver: 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs), or a=PLF Gravity Non -Gravity Loc R+ ! R- ! Rh l Rw I U / RL AV-119 /- /- /5B 135 110 Wnd reactions based on MWFRS AV Brg Width = 564 Min Req = - Bearing AV is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 32 0 M-N 664 -111 B-C 93 -128 N-O 656 -90 C-D 88 -105 O-P 566 -59 D-E 93 -91 P-O 478 -52 E-F 1D4 -82 O-R 392 -53 F-G 246 -272 R-S 307 -68 G-H 229 -237 S-T 221 -89 H-1 22B -216 T-U 137 -110 1-1 313 -194 U-V 117 -144 J-K 397 -174 V-W 139 -185 K-L 496 -152 W-X 161 -239 L-M 574 -131 X-Y 60 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AU 208 -95 AJ-AI 380 -210 AU -AT 217 -96 AI-AH 379 -210 AT -AS 220 -97 AH-AG 377 -209 AS -AR 356 -228 AG-AF 377 -209 AR -AO 374 -236 AF-AE 376 -20B AO -AP 330 -238 AE-AD 374 -208 AP -AO 383 -239 AD -AC 372 -207 AO -AN 373 -211 AC -AB 370 -205 AN -AM 374 -211 AB -AA 366 -204 AM -AL 376 -211 AA-Z 362 -202 AL -AK 378 -210 Z-X 351 -198 AK-AJ 380 -210 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AS-F 224 -315 J-AN 169 -1B3 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp C-AU 258 -271 N-AJ 48 -418 D-AT 202 -150 AI-0 311 -210 E-AS 253 -1W AH-P 262 -183 ^WARNING- Please thomughly review Bm-A-1 ROOF TRUSSESCSELL ).GENERALTERMSend CONDmONSCUSTOMERCBU ERIACNNOVJLF-DGMEM-form. Verity design p..Mo. and food We. w W sTrvss Design Drsvgp (TOD) aM Me ATM.,T. Tombo III, P.E Relerenco sheet berom uso. Unless othembe tlated on da TDD. orw Alpine wnnetlorplates MaflWu dhTO. TDDtoWvand. yu aTrvas Deiign EngineeMg he. SpetlaM FrgMeer), Me coal on an)'TDD npreserrts an av<ptenn of Ne pmlesslmal engineemg A-1 RDDF responsibgey forthe design ofthe single Trots depkled on be Too orgy. order TP4l. no detlgnamoveatons, loamy conefona,su.Maty and esa olthis Tense let any 13"ing le Die AdAMTRUSSES Building is Pe netntroby orthe(homer, the oenere inthmamd agent orlhe BuntingDetlgner, in me cornrd of N. IRC, Ue IBe, I..[ WWI., code and WK Tbeepprover ofNe qua-a+w^w responsiGny of the Dinar, the Cwnefs auNofaed agent or the Bolding Designer, b the wMe4 offne IRC.MeIBC. [out belling code and TPFl. Theappohmolth.TODendemybeid Anthony. Tombo ill, P.E. y va. home Truss, bohminghmMotp.Mo.,.,4rstalation and Waning Man be Me respwsWity of the nursing Designer and Cmnmgor. ASnoteaset WIMMeTDDOWthepmtlimeend #80083 guldenliesof Me Bunning Carponergsorey lNormatian(BSCI) puWMed by TPl and SODA are referenced for goneml gakhmos. TPN dermas NeresponsmnillesaM dutlas of Ne Tines Designer. Tmas Design Engineer and Tmw Manurawaer, unless mherese darned by a Contract agmed upon boning by al parties invdved. The Tmas Design Engineer [.NOT" aWding 4451 St Lucie Blvd. Dasipn.r aTmse Systar Engin.ar.leny baitlNg. AD npaefasd tome au m tleeeW NTPp1. L.Iry,lpp0]OmMI RolTrwsn-Maian/T.TamION.P.E Rep.Lctlen el M. domnerg inertly lw,pbP.NtaeEWpan P. xYWnawMvtlm of 0.l P.afT,ua.es-A2M,ry T. TanW 11{P.E Fort Pierce, FL 34946 Truss A02GE Truss Type GABL Qty 1 Ply 1 04l17/2D19 2573 G-AQ 308 -184 AE-R 170 -183 H-AP 261 -185 AD-S 174 -188 I,AO 172 -182 AC-T 172 -185 K-AM 18D -1D4 AB-U 174 -187 L-AL 261 -182 AA-V 165 -179 M-AK 311 -211 Z-W 256 -202 'M/ARNING^ Please lhcroughly levim the 'A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDmONS CUSTOMER('BUYER) ACNNOV&EDGMENP form. Verq design paremelen entl read notes on thislruss Design Drawing (TDD) antl me ANhony T. Tombo 111. P.E Relemnm Shen bnem use. Unkss nhamlm "W on me TDD, ordy Alpha oonnenorpinea shop be esedkrme TDDinbavapd. ma Tmss Dango Englneedng(le.SpeOally Fngtneer),me¢ealoaaMTODmpres ma=plmmolmapmhsslmalmgineermg A-1 ROOF mapgas for me tlabign Pima smpk Tmss depitletlmme TDD only. urMer TPM. The design 6¢bmllptlelP, kaemg mnGWns, bubamTiyaM Pu of WS Trento Buptlinglsiha �TRG55E5 Bupting is ma mbponsWWy olme Owner, me Qvnefs aMhstlxetlegeN mme BugSng Deslgner, In me pmtlodmma lRC,NeIBC,IOW Wgding eatla mtlTPp1. The approval olme "'Pans" s/lba Owner, the Ownefb aumodiea agentBapdmgDeslgner,mtheconedollhe IRC.meIBO, IoW bugtlkg cotle arw TPH. Thaapproval olma TDDantl mypeltl use ma Anthony. Tombo III, P.E. y of Tmss, IntluNng handrmg, noraga bvnagation and1reeng shag be herespmaRpq of ma Bupdiog Designer mtl Comronor. An ones bn PMklha TDO end ma pretllceemd puWegnes alma Bupaing ComPonemS-ary lnlonwtim(BSCB by TPl and SBCAare im TPI.1 de marebmnzOpAe¢ dWm Tmss #80083 Pubgshed mlemnwd general AUWePe. ea and glme Desgner. Tmss Design Engkeermd Tmu MenukNuer,uNesa Mhewl¢a tlefnetlgeC.in,%yeetl up�nmwdtlnggal penie¢InvpNetl. TheTmbs Design Engmeerls NDTiheStnng 4451 St Lucie Blvd. Ce%np160]p110.1 yst✓T usepnnear olaM bullUnp, ql _r. lamp era Bl tleEred mTPF1. Ro MSwrry T.T.. R, P.E RepcN6.n EomnwylnerrylvmkPmpaedxilmatmewPm pmlWmolAl flcnTrwn—NMaryT.Tvneom.P.E Fort Pierce, FL 34D46 Job Truss Truss Type Qty Ply D4/17/2019 z57D 75539 A03 SPEC I (--9'10"12 16-1"4 16'1°4 -f 9'10"12� Fi6XB(Rl) 2 T3 , 6 OSXB /7X8 G T2 0 - 12 3 p H fill (a) /5%fiG ® 1 5x j111.5 C ta6X6 a) K4®2X4 L 112X4 N �3X6A(A7)B W M=3 N(Al) ma AA ®3 Z Y X W V U T AS S R Q P O =3%10 aa3X4 =5%10 ®1.5X4 31.5X4112X4112X4 SEAT PIATE RESEAT PLATE RED. SEAT PLATE RED. k-S4° 344" 124 -�i F 6"{ 57 Loading Criteria (w0 Wind Criteria Code/ Mist: Criteria Defl/CSI Criteria ♦ Maximum Reactions (Its), or'=PLF TCLL: 30.00 Wnd Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in roc Udefi U# Gravity Non -Gravity TCDL: 15.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.128 W 999 36( Loc R+ I R- / Rh / Rw / U / RL SCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.239 W 999 241 AA 287 /-163 /- /117 1279 /392 BCDL' 10.00 Risk Category: 11 FT/RT:10(0)/10(10) HORZ(LL): 0.034 U - - Z 2568 /- /- 11504 1279 /- F�(P: C Kzt NA Plate Type(s): HORZ(fL): 0.064 U - - AS 2595 /- P A491 1277 /- Des Ld: 55.00 Mean Height 15.00 fit WAVE M' 167 /- /- Creep Factor. 2.969 1121 181 /- NCBCLL: 10.00 TCDL' 5.0 psf Max TC CSI: 0B P162 Load Duration: 1.25 BCDL 5.0 sf P nd reactions based on MWFRS Max BC CSI: 0.985 WindAA Spacing: 24.D" MWFRS Parallel Dist h to 2h Big Width = 8.0 Min Req = 1.5 C&C Dist a: 5.20 ft Max Web CSI: 0.856 Z Brg Wdth = 8.0 Min Req = 3.0 Loc. from endwall: not in 13.00 it 286.31's AS Brg Width = 8.0 Min Req = 3.1 GCpi: 0.18 It M Big Width = 68.0 Min Req = - Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 Bearings AA, Z. AB, & P are a rigid surface. Lumber Bearings AA, Z, & AS require a seat plate. Top chord 2x4 SP #2:T2, T3 2x4 SP M-30: Maximum Top Chord Forces Per Ply (Ibs) Bot chord 2x4 SP #2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 :W7, W14, W15 2x6 SP #2: A-B 32 0 H-I 748 -244 :W22x4 SP#2: B-C 1250 -421 I-J 520 -99 Bracing C-D 992-2450 J-K 509 -131 (a) Continuous lateral restraint equally spaced on member. D - E 1045 -2630 K-L 519 -176 E-F 857-1745 L-M 525 -201 Plating Notes F-G 812-1737 M-N 32 0 All plates are 06 except as noted. G - H 563 -1342 Pudins Maximum Bot Chord Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use pudins Chords Tens.Comp. Chords Tens. Comp. to laterally brace chords as follows: B - Z 454 -1185 T- S 394 -472 Chord Spacing(in oc) Start(ft) End(ft) Z-Y 353 -868 S-R 254 -491 BC 60 0.15 51.B5 Apply puffins to any chords above or below fillers Y-X 2451 -868 R-Q 254 -49 at 24" OC unless shown otherwise above. X - W 2451 -868 Q - P 252 -491 W-V 22DI -586 P-O 247 -487 Wind V-U 1210 -219 O-M 243 -480 Wind loads based on MWFRS with additional C&C member design. U-T 394 -472 Left and right bottom chords exposed to wind. Maximum Web Forces Per Ply (Ibs) Additional Notes Webs Tens.Comp. Webs Tens. Comp. WARNING: Furnish a Copy of this DWG to the installation contractor. Special care Z - C 958 -2419 G - U 443 -1023 must be taken during handling, shipping and installation of trusses. See C-Y 3358 -1216 U - H 1931 -605 "WARNING"note below. Y-D 5D5-1020 H-S 964 -2358 D-W 296 -263 S-1 391 -345 W-E 3B6 -13 I-R 216 -277 E-V 539 -1027 Q-J 116 -105 ` F-V 661 -295 P-K 185 -281 V-G 377 -158 O-L 129 -231 "WARNING^ Pleasetharmghly revifiwthe°A-1 ROOFTRUSSES("SELLER'),GENERALTERMS and CONDmONS CUSTOMER("BUYERTACKNOWEDGMENT fti Vern, design parameters end mad notes on MisTmss Design Drawing (Too) and %a ANho1ry T. Tombo III, P.E. Relerenm Street before use. Unless mherelse stated on Me MD. arty Alpine 14 mnnestorplffiesY nbeusedbr Me TDDtobe Valid. AsaTmss Design EnginerMg(I.e.Spedahy Enginee4.,usedonmyMDrepMs ma=ptfinmof Mopmfes9malengheering E.A-IROOF re.pondUMyformedeN,noIM.dngle Tmm4epidO.M.TDDordgmderT l.TLe EeslgnassumpUans,hadhgmnddions.s i bLlyandumaldels Tmssforar BYlidug BNB oTRO65E5 sludge, is the tesponsitil Me Cwner,MeO+mers audeorized agent ordee Bugdng Designer, inthe s iud of the IRC, Me IBC, local building code and TPF1. Tbeeppwalofthe nwsu�a.+w reapanvdliy eldee Owner, Ne owns/s auWodred egem otdee Bugdinp DesigneyBNa cdMe#aldeelRC, des IBC,BW bugdb, coda and TPH. Theappoomi of Pe TDDend any field Anthony. Tomho ill, P.E. y use ofdee Truss, IneLdhg handling, storage, nomination rem tion and trading shell be me apsTgay allhe eullong Designer and Canhador.M otessetoWN ina TDDanddeem procaussd #800B3 guidelines M the Building Compmend Seery Moral PWO publiehed by Tot and SBCA are referenced for general guidanm. TPI.1 deWes the reapmsrbgeles and dudes oldie Truss Daalgner. TNae Design Encumerend True. Menfieveref.iole..Mhenalm dented by Cenhedegreed upmh Write, by fill parties hVONnd. The Tress Design EnglMerB hordes BYMh9 4451 St. Lucie Blvd. D.algnararTteaasyemm EndhmriA.,nll,na, Anmpnanmdtamn.re as dennmmTPl-1. CryynaMO]0190.1 RodTmean-Ma,eny T. TmnW O,P.E RepodudondWeEommern,Inagan,R lepWMed WNOWNe WOm pnnYeYm NAIRwfTma<e-AiN,eMT.TwnMa1, P.E Fort Pierce, FL 34946 Job Tmss Truss Type Qty Ply O4/17/2DI9 75539 A04 COMN 3 1 2483 r. BEAT PLATE RECISEAT PLATE RED. k— SA" j Loading Criteria (we Wind Criteria TCLL: 30.00 Wind Std: ASCE7-10 TCDL: 15.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 55.00 Mean Height 15.00 it NCBCLL: 10.00 TCDL' 5.0 psf Load Duration: 1.25 BCDL 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.70 8 Loc. from endwall: not in 13.01 GCpi: OAB Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :Tl, T4 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Wl 2x6 SP #2: 16'1"4 Code I Mlsc Criteria Code, FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Putting In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord SpacingCin oc) Stalt(ft) End(ft) BC 73 0.15 46.85 Apply purling to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wnd loads based on MWFRS with additional C&C member design. Left and right bottom chords exposed to wind. Additional Notes WARNING: Fumish a Copy of this DWG to the installation Contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. BEAT PLATE RED. SEAT PLATE RED. — —i —13 17 6� Def#CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Gravity Non -Gravity VERT(LL): 0.086 O 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.161 O 999 240 S 333 /-66 /- 1146 /278 /469 HORZ(LL): 0.019 N - - R 2094 /- /- /1256 1574 /- HORZ(TL): 0.036 N - - T 2767 /- Jr- /1636 7703 /- Creep Factor. 2.0 1 655 /- /- 1661 /218 /- Max TC CSI: 0.987 Wad reactions based on MWFRS Max BC CSI: 0.980 S Brg Width = 8.0 Min Req = 1.5 Max Web CSI: 0.981 R Brg Wdth = 8.0 Min Req = 2.5 T Brg Width = 8.0 Min Req = 3.3 Wgt 253.4 his I Brg Width = B.D Min Req = 1.5 Bearings S, R. T, & I are a rigid surface. VIEW Ver. 18.02.01A.0205.20 Bearings S, R, T, & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 32 0 F-G 522 -957 B-C 894 -401 G-H 776 -217 C-D 803 -1978 H-1 5B3 -552 D-E 765-1901 I-J 60 0 E-F 566 -968 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-R 353 -936 N-M 545 -487 R-Q 252 -590 M-L 545 -487 Q-P 1964 -6BO L-K 406 -316 P-0 1964 -6B0 K-1 417 -330 O-N 1544 -403 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp R-C 765-1951 F-N 151 -82 C-Q 2575 -915 N-G 1475 -452 Q-D 4D4 -749 G-L 896 -224D D - O 352 -440 L - H 894 -857 O-E 424 -29 H-K 471 -655 E-N 547 -1081 "•NIARNINf: Please Merughly review to -A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT- form. Verity design parameters and read notes on this Truss Design Droving (TDD) and the AnMony T. Tehran III, P.E Refemnm Sheet before use. Unless Memise stated on Me TDD, onfy Alpine connector plates shag be uud brthe TODmD¢valid. As a Truss Deep Engineeringp.e. Specialty Engineer), Me seal on any TDD represents an aruplanra of the pmhseimd engmeeMg A-s ROOF Building is w respondbllylorthe design of Me single Trust depicted an to MD any, under TP4ign l. The desassumptions, adding conditions, suitability and use of Nis Truss forahad /L�rry 9TRUSSES Belding is Me responsiblLty d the Owner, Me Owners Warranted egad or Me sulfide, Designer, in Me cordeM of melRc, to 19C. hand bolding rode and TPM. Tie appovd olMe ••�"'+Tw"+ reepaneiWtity of the Owner. Me Owners audloMelagem or Me Balding Designer. h the mdetl of the IRC, Me IBC, Iocd building mile and TPM. TIeapproval ofthe TDD and enyfieltl AnthonyT. TDmbo ill, P.E. y useofMe Trves,Mtl OgheM g,storege,in litionn b.e ,shellbe MewspmsbWtyofMa Buftng Designermd Cadmrdor. MndessetouhMCTDDa thepmWwsmd Me Tmss #80083 guidelines stairs Building Component Safety Informal(95CI) published byWI and SBCA am intonational for general gulden. TPFldefioea Meresponeibildes2MdWesof Designer.Tnua Desgn EngineeraMTmss Manufap r.udest orrerwlse tlegnMbye Codrel agreed upon htwrifing by ar pedieslnvWed. The Tmes Design Fngineerie NOTthe Bdldidg 4451 St Lucia Blvd. Designer or Truss System Engineer of any bmxlg. Al male@ed tame am es defined In TPLI. Ccgripla03aleMl Pal Tnnen—MNaMT. TomW m.P.E RepoMden ON. dPamemine,wfersn le palti[dedvANoultMrntlm p,miuim of0.l RONTwsson—Nnno"T. Ten. ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply D4/17/2019 75539 A05 COMN. 6 1 2466 SEAT PIATE REOSEAT PIATE REM I— 54' —j— Loading Criteria roan Wind Criteria TCLL 30.00 Wnd Std: ASCE7-10 TCDL: 15.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 55.00 Mean Height 15.00 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: O to h/2 C&C Dist a: 4.70 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M-30 :Tt 2x4 SP #2: Bat chord 2x4 SP #2:B22x4 SP 24001-2.0E :B3 2x4 SP M-3D: Webs 2x4 SP #3 :Wt 2x6 SP #2: :W2 2x4 SP #2: Code I Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT1RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purfns to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 54 0.15 46.85 Apply purfins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left and right bottom chords exposed to wind. Additional Notes Negative maction(s) of-241# MAX. from a non -wind load Case requires uplift connection. See Maximum Reactions. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See 'WARNING" note below. 21' SEAT PLATE REM SEAT PLATE REM —j —10'4' '6. ! Deg/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell U# Gravity Non -Gravity VERT(LL): 0.172 P 999 36D Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.319 P 999 240 U 250 /-241 1- 193 /297 /469 HORZ(LL): 0.074 H - - T 2874 1- 1- /1659 1774 /- HORZ(fL): 0.138 H - - V 1013 /- /- 1796 /295 /- Creep Factor. 2.0 J 1688 /- /- /1094 /397 A Max TC CSI: 0.884 Wind reactions based on MWFRS Max BC CSI: 0.962 U Big Wdth=8.0 Min Req =1.5 Max Web CSI: 0.875 T Big Width = 8.0 Min Req = 3.4 V Brg Width = 8.0 Min Req = 1.5 WI 257.6 Ibs J Brg Width = 8.0 Min Req = 2.0 Bearings U, T, V, & J are a rigid surface. VIEW Ver. 18.02.01A.0205.20 Bearings U, T, V, & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 32 0 F-G 1542 -2191 B-C 1540 -907 G-H 1582 -2407 C-D 18D5 -2689 H-1 1408 -2355 D - E 1959 -3050 1- J 1678 -Z790 E-F 1636-2209 J-K 60 0 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-T 983 -1465 P-0 2095 -917 T-S 743 -1113 O-N 2095 -917 S-R 2705 -1660 N-M 2094 -915 R-Q 2705-1650 M-L 2418 -1236 Q-P 2579-1259 L-J 2417 -1240 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. T-C 1759 -2719 F-P 1065 -704 C - S 3875 -2428 P - G 387 -387 S-D 912-1185 G-N 212 -90 D-Q 419 -136 H-M 418 -534 Q-E 359 -46 M-1 667 -581 E-P 828 -975 I-L 323 -227 "WARNING^ Please thoroughly review the'A-1 ROOFTRUSSFSCS&LER7, GENERALTERMS and CONDmONS CUSTOMER COUYER-) ACKNOWLEDGMENT' farm. A Verily design parameters and read notes on WsTness Design Draamg(m0)and the Anthony T. Tombo Ili,P.E. Reference shed before use. Unless otherxlse doted on Me Too, only Alpine connectorpbbashagbe usedforthe TODtobe valid. As a Truss Design Engineeina(to. specialty Engineer), Me Too the `01 �q-1 seal an any represents an a=xanoa of professional enBmeermg respanstlity for Me desin orlhe single Truss depided mike TOO a*, under TPFl. The design assunptions, loading conddlone sultabsty and use of Ws Truss for a" outdoes is rue ROOF €TRUSSES BWI3ng iz Ne responsOitiry of Ne Ownen Ne O.mefs authorbed aged or be BugOng Designm in Na wnreW of Na IRC, the laC, lout buldWg code and 1P41. The epRoval oifhe responsiblly or Ne Omar, the OwnehaWro(¢etl egeM Dribs Bultling Oecigner,NlM1Bwrdetl Mine lRC,ihe IBD, IaW bultlbg mtle and TPN. TheapprevMWMeTDDandenyfield Anthony. Tombo Ill, P.E. y use of be Truss, Including hdrWMg.storage, induration and bracing shall bathe soponsibiLly of%e Budding Designer and Contractor. Mnatessetoulinthe TODandIMBpnd"rssantl guMMinesolthe BUding CamponeMSWetylnfomialimo( C9pubGhedby TPlmdsBLAammfermcedbrgenemlguWanm. TPN deMes #80083 the oaponsTJNes BM duties ofthe Truss Designer, Truss Design Engineer and Two ManufadureAUMess Nhnelse defined by a Contrast Speed upon Nwnting by all parties Involved Tha Truss Design engineer Is NOT rue Building 4451 St Lucie Blvd. DmiBner orTwa system Enpinear aloM bull gAO mpibpzetl bun ere as tlafinedb'R4t. Cep/nplM1O]MBh1RMTwcn-MNonyT.Tam[o1n,P.E RepeJMon olWBdu„m<rglnvrylpm.IspWtileGNtluNNexrMen pemuWmofMI ReWTrvsen-NMOMTTuneo Yl,P.E Fort Pierce, FL 34946 • JANUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL HIP / KING JACK CONNECTION I STDTL01 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach King Jack w/ (3) 16d Toe .Nails @ TIC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's I Attach Corner Jack's w/ (4) 16d Toe Nails @ TIC (2) 16d Toe Nails @ TIC& & (3) 16d Toe Nails @ BC BC (Typ) 0 1 r- ich Corner Jack's (2) 16d Toe Nails I TIC & BC (Typ) _\ epmasyenv5d4adLmiovRH RvwMpv .Pv4^°lt9+a}dxt n'e+.pm,vw«,d-Plvudyaeyny.Sa.bb4cpdbrµiatw,fobs),p,n.na.nR,.P^�vA+^.4d'i �+�5 Mt q T, Tanbo 111, V.E. •■■�\\\ Nu/tid r+yg4`lgeY wtli�db]m+.bfm d+dM S'WWR<Y 4vemtlk RwCNGbINWoBNIRL bq',JIb^3dwhyut&Imtnflrybfq.wrtp.alCa N4vgfC14urydij'tl VM3 bbtgR.^,eN6'eev.n�vn,ochpNbry3n 1pumtht'3q:.{msNnena2N,µNWyNNYlnelawfLPzep9as T�htx0mpm6'u+NfanY9lesRwa.NnMptgmNMnaraa.Cm 4451E Zile Blvd. m,mexnveecq,Cw •W44MnmW mtm-t+.ibPaveromt.'�R}. tmiw.tw.d uy uyav viN mi Fwt pl.,F 34-46 (a„ +16t91114A I1niLvan +eRn,1.1n5v Allt blmlvamdd'nba.e4�vrWo:npaGl^eledvnRenmaCmhnevkvakl laelLosusE�+ryLto+lv N,PE FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48' (SEE SECTION A -A) D.C. ATTACHED TO VERTICAL WITH TRUSSSES ■ (4) - 16d NAILS, AND ATTACHED TO 24' D.C.BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. A-1 ROOF TRUSSES "51 ST. LUCIE BLVD. FORT PIERCE. FL 34M 2X4 PURLIN FASTENED TO FOUR 772409-1010 TRUSSES WITH (2) - 16d NAILS 1' - 3' MAX. EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN DIAG. BRACE THE TRUSSES SUPPORTING THE AT 1/3 POINTS - BRACE AND THE TWO TRUSSES ON IF NEEDED (_; EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - \ IDd NAILS AT EACH END. ATTACH GO T WITH DIAIT IS THE RESPONSIBILITY OF THE BLDG. (5) 10d COMMONWIRE NAILS. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM ANO ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM •y THE BRACING OF THE GABLE ENDS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X- SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SLAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05). ISO MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF Uld (131' •X 31) NAILS SPACED 6' D.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-981 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE L AU BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. o'TUD STRUCTURAL / AN ADEQUATE DIAPHRAGM DR OTHER METHOD OF BRACING GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TD BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / J��WS.TANDARUSGABLE TRS STANDARD PIGGYBACK TRUSS DULY 17, 2017 ,.,,.,,-I-^ ', %. �-A II I STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD [IF THE BASE TRUSS (SPACING NOT TO EXCEED 24. OL] A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 46' O.C. STAGGERED FROM EACH FACE AND RAILED TO THE BASE TRUSS WITH FOUR (4) 6C (1.5" X DOSS-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASETRUSS REFER TO ACTUALTRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. mth.7 T. T.bo III, P.E. t 8M3 4451 S- Wcle BIVC. Fa Noce. FL 3IN6 JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3'X0.131'=10d 2. WOOD SCREW= 4.5'WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL W. �i S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS -01. A-1 ROOF TRUSSES 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 4451 ST. LUCIE BLVD. GABLE END, COMMON FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772409-1010 TRUSS II I� II II I I I I it BASE TRUSSES VALLEY TRUSS (TYPICAL) I SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. DETAIL A P 12 VALLEY TRUSS (TYPICAL) SEE DETAIL'A' BELOW (TYP.) GABLE END, COMMON TRUSS, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02. ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH - MINIMUM 3112 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.6D MAX TOP CHORD TOTAL LOAD =50 PSF ATTACH 2X4 CONTINUOUS 42 MAX SPACING =24- D.C.(BASE AND VALLEY) SYP TO THE ROOF W/TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4' X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. Anthony T. Twbo IIL P.E. 60D83 4451 St Wde Blvd. Fat Pie oe, FL 34946 FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL MM6 77240&1010 GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE =3"X 0.131°=10d 2. WOOD SCREW=3° WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL •A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE. INDIVIUAL DESIGN DRAWINGS. S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS -01. 7. VALLEY STUD SPACING NOT TO EXCEED 40` O.C. i 'I VALLEY TRUSS BASETRUSSES (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER muss SECURE VALLEY TRUSS W7 ONE ROW OF 10d WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH RAILS 6" O.C. WIND DESIGN PER ASCE 7-%. 170 MPH MAX MEAN ROOF HEIGHT= 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6112 CATERGORY 11 BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS M2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/TWO USP MAX SPACING =24" O.C.(BASE AND VALLEY) WS3 HWX 3-)WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. MthM T. Tombo OI, V.E. = SM3 "51 S1. UdE BIM. Fort Nerce, FL 34946 JULY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT =30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:' MAX TOP CHORD TOTAL LOAD =5D PSI MAX SPACING = 24' O.C. (BASE AND VP SUPPORTING TRUSSES DIRECTLY UNL�..,.��.... DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10' ON AFFECTED TOP CHORDS. GH WIND VELOCY) • I STDTL07 IT NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER. CLIP MAY BE APPLIED MA IMUMHIS BCE PITCH NON -BEVELED MAXIMUM FACE UP TO BOTTOM CHORD i u I FOR BEVELED BOTTOM CLIP MUST BE APPLIED TO CHORD, CLIP MAY BE APPLIED THIS FACE WHEN PITCH TO EITHER FACE. EXCEEDS 6/12 (MAXIMUM 12112 PITCH) [=xRfl xa.x.saw.��n }414A1 kdimrse�AxWrILLedol9, tt IrPdmiavdbidemm:uuiWanpieL'Wed.elea6e�uenpndss'vdenA-1 ladhn�o-lnEnr LleNe91J2. A,ahPny T. Tombo ID, P.E. F BW83 4451 R. Lude Blvd. FortPierce, FL 34946 FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 Ml ROOFTRUSSES 4451 ST. LUCIE BLVD. TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/10d NAILS, S' O.C. VERTICAL STUD SECTION B-B FORT PIERCE, FL M946 n2a09-1010 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' D.C. MAIL SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. III VERTICAL 2X6 SP OR SPF STUDVBRACE 82 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6. DZ. (27 IOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES 3X4 = v * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX, 1. 2. 3. WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - IOd NAILS (47 Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 214 STO SPF BLOCK TO 12, MAX. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP N3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO RDOF DIAPHRAGM AT 4'-D' D.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHDWN WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 1Dd NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. DIAG. BRACE B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. AT 1/3 POINTS S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TD SCISSOR TYPE TRUSSES. IF PEENED 20. 10d AND I6d NAILS ARE CU31'X3D' AND 0131'X35- COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE D6-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SPI31STUD 12'O.C. 3.8-18 56-11 6-6-11 11443 2X4 SP$31 STUD 16"O.C. 3-3-10 4-9-12 64-11 9-10-15 2X4 SP 131 STUD 247 O.C. 2-86 3.11-3 54-12 8-1-2 2X4SP42 12"O.C. 3.10-15 5{r11 6&11 11$14 2X4IF 12 16"O.C. 3311 4.9-12 6-6-11 10-8-0 2X4 SPn 24'0.C. 31-0 3.11-3 6-2-9 9313 DIAGONAL BRACES OVER 6' - 3' REOUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE DIAGONAL BRACES OVER 12' - 6' REOLURE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH IOd NAILS 6' DI:., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER SOX DF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF 12 OR SP k2. 30 FEET ROOF SHEATHING (2) - 10d NAILS — TRUSSES B 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - SOd NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL FEBRUARY 17, 2017 I I WI ITH 2XIBRACE ONLY )L STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL T-BRACE / I -BRACE MUST COVER SP/. OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. hl ROOF TRUSSES 44S1 ST. LUCIE BLVD. FORT PIERCE, FL 3 946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2XB 10d 6' O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 .2X4 T-BRACE 2X4 1-BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X6 2XB T-BRACE 2X6 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS LATERAL BRACING OF WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2XS I -BRACE 2X6 2XB T-BRACE 2XB [-BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS FEBROARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRDNGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE. FL 3404E NOTE 2: STRDNGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 77240B1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRDNGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL CCC ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ��TO TOP CHOROR TO D N ILS (0131WITH 3)X 37� \NAILS SCAB �(0131.ITH 3X 3')�d r ATTACH NAILS TO VERTICAL \ WEB WITH (3) - 10d BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRDNGBACK ATTACH 2X4 VERTICAL TD FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - IOd NAILS (0131' X 3') IN EACH CHORD USE METAL FRAMING -) '6 ATTACH TO VERTICAL ATTACH TO VERTICAL (- ANCHOR TO ATTACH WEB WITH (3) - IUd SCAB WITH (3) - IDd TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') - TRUSS r STRDNGBACK r 4' 0' (TYPICAL SPLICE) (BY 0T HERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0216' DIA1 INSERT SCREW THROUGH ' OUTSIDE FACE OF CHORD INTO EDGE OF STRDNGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 20d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRDNGBACK MEMBERS A MINIMUM OF 4' - D' AND FASTEN WITH (12) - IDd NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRDNGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 5T. LUCIE BLVD. FORT PIERCE, FL 34046 772 4MI010 NOTES: 1. TDE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MIST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE SACX CORNER OF THE MEMBER END AS SHOWM. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SIR OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 S.135 93.5 85.6 74.2 72.6 63.4 in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 68.9 57.6 50.3 z p J .131 75.9 68.5 60.3 59.0 51.1 n .148 81.4 74.5 64.6 63.2 52.5 1 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' CIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 134-9 (LB/NAIL) X 115 IDOL) - 291-9 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' L 45.00' ANGLE MAY VARY FROM 30' TO 6D' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.000 FEBRUARY17,2017 1 UPLIFT TOE -NAIL DETAIL 1 STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. Z19111:9; TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 _ .131 _ 59 - 46 -- 32— 36 - _20 -Z O J .135 60 48 33 3D 20 U`) C7 .162 72 58 39 37 25 J 3 0 .128 54 42 28 27 19 I- z Z O J .131 55 43 29 28 19 W .148 62 48 34 31 21 J J N Q M Z .120 51 39 27 28 17 U Z .128 49 38 28 25 17 O .131 51 39 27 26 17 .148 57 44 31 28 20 M 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. P. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WDOO. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOVER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5) WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WIND) - 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 160 (DOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LES (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: SIDE VIEW )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION. PURPOSES ONLY END VIEW . FEBRUARY 5, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 -1.O X 4 ti TYP 2x2 NAILER ATTACHMENT STDTLI3 . 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL ST )TLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-009-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011 (21-611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 elrul 1 bglNyeY q.Outl:—.Ya�/rsarlT YWYIhu/. fYp(,4YYYbh1YI W,e11M. M1p.Mfb NelglYntlYLn.aWll �W01,rYp. lAmr.WYW IXaIMn. 4Vffantl Y#g4rgYLX,6w WtIYr41hN156 4aNY1m1 �Wl4 YnpiWsr.l YY/Y • MM I,eY4^IT �+•Ih Y bnrMl prA Fylyr.eEld VwlPr,p L SiN`. 1gn.tl 1•rl� qIM ..Ti Y frypg1101161.I WfImu 46ulLlxdal¢I1lprl.emJmhlmew.auYlxanlrJ,lln10 RniewWa h^klld Lnvr40ui1.LYrN11. NidM T. ToM 111, V.E. a 80083 "515t. Wale Blvd Fart Rerte, FL 34W6 ti FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTLI5 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 5494 772.409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X8 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 28 39 30' 2194 3291 2007 3011 1697 2546 1738 2808 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 29DO 4350 2451 3677 2511 3767 44 66 4B' 3657 5485 3346 5019 2829 4243 289E 4347 e DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4. D.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING 1N THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. CC -PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C i BEAK 9' • IOd NAILS NEAR S1DE + 10d NAILS FAR SIDE NOTES: 1. THIS F 2. 3. 4. S. 6. �.a 6 %' MIN ' MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES ONLY FOR THE APPLICATION SHOWN. THIS REPAIR i PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE FY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN Y APPLIED, THE TRUSS VILL BE CAPABLE OF THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR ❑ON OF REPAIR. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID S AT THE JOINTS OR SPLICES. IGLE PLY TRUSSES IN THE 2%_ ORIENTATION ONLY. WITH NO MORE THAN THREE BROKEN MEMBERS. . FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL16 I A-1 ROOF TRUSSES "51 ST. LUCIE BLVD. FORT PIERCE. FL 3 "6 772409.1010 M TRUSS CRITERIA: LOADING: 40-10-0-20 DURATION FACTOR: 115 SPACING: 24' OZ. TOP CHORD: 2X4 OR 2X5 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X--SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (14B' DIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' OZ. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.