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HomeMy WebLinkAboutTruss t•••• :Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 : :J�-� `ROOF : ;These truss designs rely on lumber values established by others. 'TRUSSES• �• =A FLORIOA CORPORATION RE: Job_ 67901 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce,FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lbt/Block: Model: CAYMAN 1763 Address: 9316 WINDRIFT CIR, FORT PIERCE, FL Subdivision: City: County: St Lucie 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: FBC2014/TP12007 Design Program: MiTek 20/20 8.0 Wind Code:ASCE 7-10 Wind Speed: 160 MPH Roof Load:37.0 psf Floor Load: 0.0 psf This package includes 26 individual,dated Truss Design Drawings and 16 Additional Drawings. With my seal 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. Seal# Truss Name Date No. Seal# Truss Name Date No. Seal# Truss Name Date, 1 A0204288 A01 3/8/17 13 A0204300 B04 3/8/17 25 A0204312 L01G 3/8/1�1 2 A0204289 A02 3/8/17 14 A0204301 C01 G 3/8/17 26 A0204313 T01 GE 318/17 3 A0204290 A03 3/8117 15 A0204302 CO2 3/8/17 27 STDL01 STD.DETAIL 3/8/17 4 A6204291 A04 3/8/17 16 A0204303 CO3 3/8117 28 STDL02 STD.DETAIL 3/8/17 5 A0204292 A05 3/8/17 17 A0204304 C04GE 3/8/17 29 STDL03 STD.DETAIL 3/8/17 6 A0204293 A06 3/8/17 1 18 A0204305 C05 3/8/17 1 30 1 STDL04 STD.DETAIL 3/8117 7 A0204294 A07 3/8/17 19 A0204306 CA 3/8/17 31 STDL05 STD.DETAIL 3/8/17 8 A0204295 A08 3/8/17 20 A0204307 CJ3 3/8/17 32 STDL06 STD.DETAIL 3/8/17 9 A0204296 A09GE 3/8/17 21 A0204308 HJ2 3/8/17 33 STDL07 STD.DETAIL 3/8117 10 A0204297 B01GE 3/8/17 22 A0204309 HJ5 .3/8/17 34 STDL08 STD.DETAIL 3/8/17 11 A0204298 B02 3/8/17 23 A0204310 J2 3/8/17 35 STDL09 STD.DETAIL 3/8/17 12 A0204299 I B03GE 3/8/17 24 A0204311 1 J5 3/8/17 36 I STDL10 I STD.DETAIL 3/8/17 The truss drawing(s)referenced have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided byA-1 Roof,Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE:The seal on these drawings indicate acceptance of professional ♦a�!,��i}� etjy��jr� engineering responsibility solely for the truss components shown. ♦ k 0 o The suitability and use of components for any particular building is the responsibility of they building designer,per ANSI/TPI-1 Sec.2. The Truss Design Drawing(s)(rDD[s])referenced have been prepared based on the 6, « construction documents(also referred to at times as'Structural Engineering Documents) ki Q t€ ` + provided by the Building Designer indicating the nature and character of the work. # + m The design criteria therein have been transferred to Anthony Tombo III PE by[Al Roof q+ � Trusses or specific location]. These TDDs(also referred to at times as'Structural Engineering Documents)are specialty structural component designs and may be part of the I — r■,�'�►o' +`, t^ �eEby%tht T T ,� + Tf k J■le. �'�.. projects deferred or phased submittals. As a Truss Design Engineer(i.e.,Specialty D�'I x. 1,ca am r ur ,�� ■+� e■++e•■ !�♦rm Engineer),the seal here and on the TDD represents an acceptance of profess e> mromd°ao�n P P P Anthony re . -r°n � ♦♦. engineering responsibility for the design of the single Truss depicted on the TDD only The a� s=c us 9 9 P tY 9 9 P Y I t a i.,mpar�°sa.n« r D t 2017.0]AB t J928-0i'00 Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all _ _ ro III P.E. related notes. 36BCA2220Qfl A%87DFz; Page 1 of 1 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A4 ROOF. These truss designs rely on lumber values established by others. TRUSSES A FLORIDACORPORATION RE:Job 67901 No. Seal# Truss Name Date 37 STDL11 STD.DETAIL 3/8/17 38 STDL12 STD.DETAIL 3/8/17 39 STDL13 STD.DETAIL 3/8/17 40 STDL14 STD.DETAIL 3/8/17 41 STDL15 STD.DETAIL I 3/8/17 42 STDL16 I STD.DETAIL 3/8/17 F Page 2 of 1 Job Truss Truss Type Qty Ply 67901 A01 Roof Special 3 1 A0204288 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@allruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Wed Mar 08 14:51:37 2017 Page 1 ID:ld_OOXyyT61Bi TXoijwHHzefvK-wZJE4NcmkialalXligNf62QUMIsu9jgiDdgwqUzcz2q 1 4-P 7-3-8 11-10-10 19-0-0 25-01 32-1-9 38-0-0 39-4-p i 4-0 7-3-8 4 7 6-0� 5-10-7 4- 5x10 MT20H8= 6.00 12 Dead Load Defl.=112 in 6 3x6 4 4x6- T 5x6 5 7 4 3x4 5 3 6 8 1.5x4 i 13 W7 18 W2 � 14 3x4 o "1 2 3 a to 11 9 g °qq'' 0 10x10 3.00 12 11 Id 17 16 12 3x6= 4x6= 2x4 11 2x4 11 5x10= 3x6= 7-3-8 11-10-10 15-6-0 19-1-6 27-10-2 38-0-0 7-3-8 4-7-1 3-7 G 3-7-6 8 8-12 10-1-14 Plate Offsets(X,Y)— [7:0-3-0,0-3-0],[9:0-2-12,0-1-8],[11:0-3-4,0-3-0,[12:0-2-0,0-1-0],[13:0-2-8,0-5-12] [17:0-2-12,0-2-0] I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.33 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.83 11-12 >551 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.96 Horz(TL) 0.47 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:222 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2*Except* WEBS B2,B4:2x4 SP No.3 3-17=-1375/818,15-17=-1375/2714, WEBS 2x4 SP No.3*Except* 3-15=-661/1555,4-14=-850/694, W7:2x4 SP No.2 11-13=-1384/2883,7-13=0/449, BRACING- 7-11=-1 0691567,8-11=407/459, TOP CHORD 6-14=-529f731 Structural wood sheathing directly applied or 2-2-0 oc pur ins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 2-2-0 oc bracing. for this design. WEBS 2)Wind:ASCE 7-10;VuIt=160mph(3-second gust) 1 Row at midpt 11-13,7-11 Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft; MiTek recommends that Stabilizers and required Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cross bracing be installed during truss erection,in cantilever left and right exposed;end vertical left accordance with Stabilizer Installation guide. exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise REACTIONS. (lb/size) indicated. 2 = 1484/0-7-10 (min.0-1-15) 4)Plates checked for a plus or minus 0 degree 9 = 1479/0-7-10 (min.0-1-14) rotation about its center. Max Horz 5)This truss has been designed for a 10.0 psf bottom 2 = -33(LC 5) chord live load nonconcurrent with any other live Max Uplift loads. 2 = -1017(LC 4) 6)*This truss has been designed for a live load of 9 = -1006(LC 5) 20.Opsf on the bottom chord in all areas where a Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 1616 LC 10 bottom chord and any other members. 9 = 1609(LC 9)) 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at FORCES. (lb) joint(s)except(jt=lb)2=1017,9=1006. Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD LOAD CASE(S) 2-3=-2716/1538,34=-4437/2443, Standard 4-5=-3777/2039,5-6=-3700/2063, 6-7=-3427/1813,7-8=-2512/1490, 8-9=-2813/1688 BOT CHORD 2-17=-1185/2331,4-15=-167/356, 14-15=-1940/4032,13-14=-1061/2921, 6-13=-966/2217,9-11=-1 364/2452 WEBS 3-17=-1375/818,15-17=-1375/2714, 3-15=-661/1555,4-14=-850/694, 11-13=-1384/2883,7-13=0/449, 7-11=-1 069/567,8-11=-407/459, I a,m-nave. prrMrrvtlra;Enesssureeaui�se�wmnenrmugrcmus�seurEaarE:a;e«:q,g as!at,ewssua{m,!e[.;Eon.�Ir�aEn,am T.rr£I:m,rt.r .,nnmeE.zc{!:nR.here{Eart!'EM"Ir iLT!e(�t0E1 j1th4{YAltEf<e!YZ!RCNr<!d:Ll{rl[I:SOY!x Eli¢k!Y(Le,Sgro[L�rF;h:!Q IEe!:rf[I aglU;iga:u!s0eGg4a[dn[gf4[L;siE:de[gia:!!�r.:E!ewUrtrrhl[!ypelEk mgk rre!:rep2�ane17C!dr,Erin rr4l.T i<:bs x:.agces o;a{t�s[c:hm=er Anthony T.Tombo III,P.E. ne re[I0.{i,ntle;mpteilAr;Isaraspr{iolap riSE�na,6a 0rad[m&vnre grGu n!Wtimg Oaga,dax aged rlh!R:,&rill nlEia lxul7iiGgnGnelnl.IfeeryarldfielUOret,ryfi!Ilrwe'der:.{s;¢dE6gksBu;.{iage,irtLlaeaEri Farr;{gd tear a!;,arnliryA s 80063� ' 0!rdfry0!upaal6a*{aa.MI.%nlyd'u r,IOC nlex panasrd palm.d f hrsg 6ageal Soh¢IA!,ae§oniliSQiesG,ke/1;I4[[l SlGnrelnnnl;x;xsd piece.llFie�mster rzs;ns�M7"nr{®lf.Ae{dtilnr.Deu^,es,T,css�!igEEy.eaallass6mhenu,nlrn.. g4515t.0ce,0831 Blvd' etlenrit:tefszlWetaLagrpadrynav,crs ggr7}tie{imh!L lia lra:s Ues:a Fgss,is E�iltlr Ez Ilig�e{Igaymi[assSgnts[ritr!a afrgN:l/Eg.tlf«padee!'sa.a{n4dfnlftRlL Fort1St'LuclFL,Blv46 Coppig6iZ2016A-IRoof(fusses-AelhonyLIambIli,P.F.Renrodualaaalthisdotumem,inanplo{m,ispro6ihitzd0houttheEninenpermissivaIronA-IRoolTrusses-AdbayLlumhoIII,P.E. /1 Jab Truss Truss Type Oty Ply 67901 AO2 Scissor 3 1 AO2O4289 FJobReference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Wed Mar 08 14:51:38 2017 Page 1 ID:ld OOXyyT61Bi_TXoljwHHzefvK-OltcljdOVOi8Bu6DGNuueGzfD9EVuAYrSHaUMxzcz2p i1-d-p 7-2-1 I 12-11-12 19 30-0-0 25-0-4 -9 -4-15 a9 -p 5-9-11 65: 5-9-11 7-2-138-0-0 Ir1 6.00 12 5x6= Dead_Load Dell.=718 in 5 - 5x6 T 2 5x6 4 6 1.5x4 J 2 W 3 1.5x4 3 T 12 1 5x8= 1 M 2 B 14 13 11 10 1 8 v 1 5x6 WB: 3x8 MT20 W29 M iv 3x4::: 3.00 12 3x4 zzz 1.5x4 I 6 1.5z4 111.5x4 11 3x8= 3x8= 1.5x4 II 1.5x4 II 3x8 I/ 30-9-15 9-10-4 19-0-0 27-1-6 2-1-2 31 -6 38-0-0 9-10-4 9-1-12 8-1-6 -0 2-840--7 6-10-10 Plate Offsets(X,Y)— [2:0-0-5,Edge] [4:0-3-0 0-3-0],[6:0-3-0,0-3-0],[8:0-0-5 Edge] [8:0-4-0 0-5-12] [8:0-1-13 1-3-5] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.35 12-14 >339 240 MT20HS 1871143 BCLL 0.0 * Rep Stress Incr YES WB 0.93 Horz(TL) 0.79 8 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-MSH Weight:199 lb FT=0% LUMBER- TOP CHORD 2x4 SP No2*Except* T1:2x4 SP M 30 WEBS BOT CHORD 2x4 SP M 30 5-12=-1278/2638,6-1 2=-9 6 317 86, WEBS 2x4 SP No.3*Except* 6-10=-262/633,7-10=-373/445, W6,W5:2x4 SP No.2 4-12=-960f781,4-14=-257/625, OTHERS 2x4 SP No.3 3-14=-374/465 WEDGE Right:2x4 SP No.3 NOTES- BRACING- 1)Unbalanced roof live loads have been considered TOP CHORD for this design. Structural wood sheathing directly applied or 2-2-0 oc 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) purlins. Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; BOT CHORD Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Rigid ceiling directly applied or 4-7-10 cc bracing. cantilever left and right exposed;end vertical left Except: exposed;Lumber DOL=1.60 plate grip DOL=1.60 4-8-0 cc bracing:8-10 3)All plates are MT20 plates unless otherwise MiTek recommends that Stabilizers and required indicated. cross bracing be installed during truss erection,in 4)Plate(s)at joint(s)4,5,6,10,7,14,3,2,8,8,8,15, accordance with Stabilizer Installation guide. 16,17 and 18 checked for a plus or minus 0 degree rotation about its center. REACTIONS. (lb/size) 5)Plate(s)at joint(s)13 and 12 checked for a plus or 2 = 1482/0-7-10 (min.0-1-13) minus 3 degree rotation about its center. 8 = 1482/0-7-10 (min.0-1-13) 6)Plate(s)at joint(s)11 checked for a plus or minus 5 Max Horz degree rotation about its center. 2 = -33(LC 5) 7)This truss has been designed for a 10.0 psf bottom Max Uplift chord live load nonconcurrent with any other live 2 = -1012(LC 4) loads. 8 = -1012(LC 5) 8)*This truss has been designed for a live load of Max Grav 20.Opsf on the bottom chord in all areas where a 2 = 1613(LC 10) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 8 = 1613(LC 9) bottom chord and any other members. 9)Bearing at joint(s)2,8 considers parallel to grain FORCES. (lb) value using ANSI/TPI 1 angle to grain formula. Max.Comp./Max.Ten.-All forces 250(lb)or less except Building designer should verify capacity of bearing when shown. surface. TOP CHORD 10)Provide mechanical connection(by others)of truss 2-3=-5090/2810,3-4=-4722/2537, to bearing plate capable of withstanding 100 lb uplift at 4-5=-3390/1785,5-6=-3390/1785, joint(s)except Gt=lb)2=1012,8=1012. 6-7=-4742/2562,7-8=-5087/2828 BOT CHORD 2-14=-2402/4601,13-14=-1831/3860, LOAD CASE(S) 12-13=-1827/3896,11-12=-1829/3901, Standard 10-11=-1 842/3865,8-10=-2418/4622 WEBS 5-12=-1278/2638,6-12=-963f786, 6-10=-262/633,7-10=-373/445, tynhi-n¢n dnt r0i n.reaWl1100;nci3;'Yl0,eEE31t I'M&UsYM0ei(RT04j 1Gf-,Y)Sf[6;8:[C5Y:k1'lun lrtlt tEtip -9«ttK«d wktnr'tI«nhvp C«eu'(1[�';rc9M1etmvri.1.4113PI16 9e!lO -Eclat eca.«extfelmce RU,¢I; wtt—ut pdtt tasnente+arx<1c0nttta:�ater¢su:t.�[yoa«irx�tacl ffs�>L,eets¢s�ta ry«:mta«;��tentE csr¢d<rs«�r�miaatr�.n:�ttmrtnee s«yt Tm:ttr. «etloE td;.¢i¢tnL txtmi,sttni «i«ttcta umic«; Anthony T.Tombo 1I1,P.E. at¢tdntl«ttw.nwr�.litnt�❑p¢la;ciao..,•,tte.edeoatm,rtt;ts¢nesait�e::.�n,.tart«mnd�tuCet;ttetnticd6:i6t3¢atmrgi.itryr¢dd5tmn«e¢;fi:li.;treti,.n:aatr«it¢e> tmgt.i¢ttotnte¢tt¢:¢:;tlitxt«s;«tn:la;d 580081 sta.sty oea�¢e[tarean a0edes u!Mu 410:ntix i«mnte Ii tditesdtesn0lei4 ttslfa4h l�nneba90gide:kel lr l5ns S3Ll se«In ttxi dpfst:e IPFledins@t«sinulnn nlAetsd Rltess Wt:,-ter,'tttt 0e:ip lentre¢i i¢ttYuth3nn,odets 4451 St.Lucie BIA. efie!vhe kemtihrlxac«t;tndapee ntrg 1!cli:t«t incites Lt ha t0es!¢6imtt is Gttlt{a Itvi 0tr is«,erLn;<.1nes Etondeglr4iq.SII«ied !a.;ne¢ddW uRLL Fort Pierce,FL 34946 Copyright 0 2016 A-I Reaf Tninas dlrabacy L Tambo ill,P.P.Rep ailadiac nithis document,in nay farm,is probibited wilbut the wrinen permission hes A-1 Roof Times-Anthony L Tamho Ill,P.L i Job Truss Truss Type Qty Ply 67901 A03 Scissor 10 1 A0204290 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:38 2017 Pagel 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-OltcljdOVOi8Bu6DGNuueGzfJ9EVuAXrSHaUMxzcz2p -,1-4-p 7-2-1 %1-12 19-0-0 25-0-4 30-9-15 38-0-0 $9 4 p 1-4-b 7�2-1 5-9-11 6-0� 5-9-11 7-2-1 4- 6.00 12 5x6= Dead Load Defl.=7/8 in 5 5x6 5 T x6 4 6 1.5x4 W3 3 1.5x4 3 2 SB2 7 12 1 W 5x8= 1 B 14 13 11 10 1 v 1 2 5x6 WB- 5x6 WB� 8 v 0 3x4 3.00 12 3x4 z 3x8- 3x8- 9-10� 19-0-0 28-1-12 38-0-0 9-10 4 9-1-12 9-1-12 9-10 4 Plate Offsets(X,Y)— [2:0-0-5,Edgej,[4:0-3-0,0-3-0),[6:0-3-0,0-3-0),r8:0-0-5,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.57 12-14 >806 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.38 12-14 >332 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.83 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:178 lb FT=0 LUMBER- TOP CHORD 2x4 SP No.2*Except* NOTES- T1:2x4 SP M 30 1)Unbalanced roof live loads have been considered BOT CHORD 2x4 SP M 30 for this design. WEBS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) OTHERS 2x4 SP No.3 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; BRACING-TOP CHORD Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);Structural wood sheathing directly applied or 2-2-0 oc cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 puriins. 3)Plate(s)at joint(s)4,5,6,10,7,14,3,2 and 8 ROT CHORD checked for a plus or minus 0 degree rotation about its Rigid ceiling directly applied or 4-7-7 oc bracing. center. MiTek recommends that Stabilizers and required 4)Plate(s)at joint(s)13,11 and 12 checked for a plus cross bracing be installed during truss erection,in or minus 3 degree rotation about its center. accordance with Stabilizer Installation auide- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS. (lb/size) loads. 2 = 148210-7-10 (min.0-1-13) 6)'This truss has been designed for a live load of 8 = 148210-7-10 (min.0-1-13) 20.Opsf on the bottom chord in all areas where a Max Horz rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = -33(LC 5) bottom chord and any other members. Max Uplift 7)Bearing at joint(s)2,8 considers parallel to grain 2 = -1012(LC 4) value using ANSIfTPI 1 angle to grain formula. 8 = -1012(LC 5) Building designer should verify capacity of bearing Max Grav surface. 2 = 1613(LC 10) 8)Provide mechanical connection(by others)of truss 8 = 1613(LC 9) to bearing plate capable of withstanding 100 lb uplift at FORCES. (lb) joint(s)except at--lb)2=1012,8=1012. Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. LOAD CASE(S) TOP CHORD Standard 2-3=-5089/2809,34=-4722/2536, 4-5=-3391/1786,5-6=-3390/1786, 6-7=4728/2551,7-8=-5098/2830 BOT CHORD 2-14=-2401/4601,13-14=-1832/3861, 12-13=-1827/3896,11-12=-1832/3899, 10-11=-183713863,8-10=-2423/4610 WEBS 5-12=-1279/2639,6-12=-959f779, 6-10=-254/625,7-10=-373/464, 4-12=-960/780,4-14=-256/625, 3-14=-374/465 Yeauy-flnu nmgYrrerie.rx71 rC:,1ICSS3!x'�1;1?,Ril3st l!1M1641k01111i(9f!eYt-IL13')YEE;GIt➢iYEkT lue lerfirh,ip FarSns tN nN eeksu2dt Gnt hsi;.Lkruq(I��IMIt7SnjT.faMl�rt.Idana S7enEAae.u.rehnefmlte lihiaGe�n,e,IC '. Ylt,t,6®M[etldts s$iIl:ksNsxx<;reateraa.ssermsu:sv.[,s©:eti,.srenss uPa_u,m:�n�pm,ap,e:ms n,crtnedn,E thin,i ns�u,m3rnpn:a�nara.eeu�nmc:iq�rr�;epmdnra:Toonie.nta tnt.turnips;,t�rens.uNas:nu.tes,umacue An thonY T.Tombo[It,P.E. mnestr,T I..quiit,;htl< .,�:Mdr n.r..d:o.se<,se„aNsgxnr:t<ar.]onae,ns.n,ann,nCn,lK.H.le.iW'(igN:nern(msfl:ntttaemoacnee:itnemdet„t:sar�ptnet�gY.ersmts;<wentHn�t:tdneen,rmrurtrt =8008 ' muar.po:u� Ntim ..kudn,rMnn:toaneajriereeluesD:VPul"Is (etknn;Ddp:eraspinttsu�sve.,gWs14All 1—imuldMixttMsne.n,rnsrutnd�nndaturo :.,Tnso-:mt. ,.sNtnsstunsna,nins 4451St.Luc! Blvd. kR.wns 1eFa?lereCahnlepredqu8 nc a Irrltrue,NnhN.lie(n;t Vesta bya:p is rTYe uilsug D<sgcu,erTnr.4nea hjeun drgNillt�p.lii¢pidht9 t.xs m ndA,Nalrll. Fort Fierce,FL 34946 (opinight-02d16 Ad Reef Trasses-AntheeyT.Tambo ill,P.E.Repredudlan alibis domaleat,in any tonal,is psohi6ned wilhout the written permission pent A4 RaolLessas-AmhonyT.Tomha Ill;P.E. a Job Truss Truss Type Qty Ply 67901 A04 Roof Special 4 1 Jo ' A0204291 Job ' o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:39 2017 Page 1 ID:ld OOXyyT6IBi—TXoljwHHzefvK-syR V2dOGJq?p2hPg4P7BTWIRZbsdfl?hxJ1uNzcz2o 11-1-10 19-0-0 20-11-1023-3-2 29-0-0 3800 394-0 3-0-10 ' 7-10-6 h-11-ttl 2-3$ 6-2-14 8-6-0 -4 6.00 12 5x8= Dead Load DeFl.=9/16 in 6 4xfi i 4x6 3x6 T W 7 5 3 3x4 4 5x6 3 8 W4 T � 1 1 �Ix10 zz 5 4 ?1 2 N 11 C� Yr 3x4 zz 9 y 18 17 16 14 2x4 II 4x8= 1.5x4 11 3x8 zz 3x6= Sx6= 2x4 II 3.00 12 10x10= 1.5x4 11 11-7-10 21-2-10 23-3-2 6-1-0 11-1-10 , 19-0-0 $0-11-1023-0-2 29-6-0 38-0-0 ' 8-1-0 ' 3-0-10 Okikl 74-6 -11-1 1-9-8 B-2-14 8-6-0 OJ-0 0-3-0 Plate Offsets(X,Y)— [6:0-3-4,0-1-4),[7:0-3-0,0-1-121,[8:0-3-0,0-3-0],[9:0-0-10 Edge] [12:0-6-4 0-4-4) 115:0-5-12 0-5-0) [18:0-3-0 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.46 11-12 >983 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -1.05 11-12 >434 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.57 9 n1a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-MSH Weight:222 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2`Except` T4:2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP N0.2`Except* 2-1 8=-1 139/2312.4-15=-255/627, B2,B4:2x4 SP No.3,85:2x4 SP M 30 14-15=-1199/2519,7-12=-550/558, WEBS 2x4 SP No.3`Except* 11-12=-1641/3794,9-11=-2288/4512 W6:2x4 SP No.2 WEBS OTHERS 2x4 SP No.3`Except* 3-18=-544/361,15-1 8=-1 002/2260, 01:2x4 SP No.2 4-14=-11091757,6-14=-500/105, BRACING- 7-11=-800/927,8-11=-423/503, TOP CHORD 12-14=-662/1926,6-12=-1680/3447 Structural wood sheathing directly applied. BOT CHORD NOTES- Rigid ceiling directly applied or4-9-10 oc bracing. 1)Unbalanced roof live loads have been considered Except: for this design. 10-0-0 oc bracing:15-17 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) WEBS Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; 1 Row at midpt Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 4-14,6-14,7-11,6-12 cantilever left and right exposed;end vertical left MiTek recommends that Stabilizers and required exposed;Lumber DOL=1.60 plate grip DOL=1.60 cross bracing be installed during truss erection,in 3)Plates checked for a plus or minus 0 degree accordance with Stabilizer Installation quide rotation about its center. 4)This truss has been designed for a 10.0 psf bottom REACTIONS. (lb/size) chord live load nonconcurrent with any other live 2 = 1504/0-7-10 (min.0-1-15) loads. 9 = 1472/0-7-10 (min.0-1-13) 5)`This truss has been designed for a live load of Max Horz 20.Opsf on the bottom chord in all areas where a 2 = 33(LC 4) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Uplift bottom chord and any other members. 2 -1016(LC 4) 6)Bearing atjoint(s)9 considers parallel to grain value 9 = -1000(LC 5) using ANSI/TPI 1 angle to grain formula. Building Max Grav designer should verify capacity of bearing surface. 2 = 1637(LC 10) 7)Provide mechanical connection(by others)of truss 9 = 1602(LC 9) to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1016,9=1000. FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. LOAD CASE(S) TOP CHORD Standard 2-3=-2705/1500,3-4=-2862/1679, 4-5=-1 976/1201,5-6=-1 891/1228, 6-7=-4173/2362,7-8=-5015/2911, 8-9=-5009/2696 BOT CHORD 2-18=-1139/2312,4-15=-255/627, 14-15=-1199/2519,7-12=-550/558, 1 1-12=-1641/3794,9-1 1=-2288/4512 Is�rng-Flea C,nr,9rrx.a.Ee'LI rO;t tICSSB/S(0i(}Z[3ut:wsarnzem�rtcsteuiurtryttecra:l(wuarle.�r�iea�m:wnntrnt�,n�;inn.,,ls,a,.�peo;Stu.rmnjr.rr=e.ti:t�.rrror>,sv:.ndnr na r,ln,r.i,,,,htn�e rsv.rdt tot:irpdns nt n<t x q Rs<,da.asrtmsu strr�3ae,srrst r,pn.n„�n�ac ynrmsnrardurrssnrd,ryn,�n:m:lrhms tag dm snf r�:trf,�nttrrsonp.ninmL ria�,n:.nrens,x ormt�,.nmr:ry T.Tombo Ill,P.E. ns.uah,tuna:�ult rl,o<nrn,n:un dr.a.rrr,r�c..,r,admdgy vnewtg Anthonyu,zn,A�t,urea On!Ir-r,amtt;xl.1rnnryrwntrrrt.rt,re„ddurroo�entfirunr r,n,i,n:sa,e�rt�nury.,Inrrr.I,m,:r�ni Fn�rstd l,c,mtn,aaaid.. ' t 80083 neL:Ifci Cesiperat La~ean.tguns,d,dvn:102 ntaxhi.Ishipsdtekwier 6sECwlSuhhkhrsetya;itSllr.iE4etlrt"n7 SSG e,idnn¢t�;gvs"-dd.Rni11. R,reryns ten nl Anesdn:InssO:s,�v,rms�r�,,( rnndtnss t!nd,:mn,nun 44515t.Lucie Blvd. rn,nri,a i,F.nik,(aeaai egedgn 4 vir a irdl rsmss I,nlnd.1h fun PeCn G7bu Is Eurd.GiBieE O,sit�.xr;ninr,5rres Egenn d,ry h71�q.SII rryrdded hrx,m n ddin/a 1141. (opyrighV2016A4 Fact frusss-Anthony T.Tombs 8l,P.E.Raasaduniaa obbis dowars.1,inany farm,is probiRised withof"Irs mitten permissirmhom Ad Raol Lasses-Arahonyf.Tamho ill,P.E. Fort Pierce,FL 34946 Job Truss Truss Type Qty Ply 67901 A05 ! HIP CAT 1 1 A0204292 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Wed Mar 08 14:51:40 2017 Page 1 ID:Id_OOXyyT61Bi—TXo ljwHHzefvK-KB_MjOeel dysRCGCOoxMjh2w0ywpM3x8wb3bRpzcz2n 20-11-m st-4-0 6-1-11 11-1-10 : 111 ' 2 19-11-4 a 23-3-2 30-4-11 38-0-0 "4 h-4-0` 6-1-11 4-11-15 fi-it-2 1-10-8-0 2-3-0 7-1-9 7-7-5 A ! 5 = 6.00 12 x6 5x6 I/ Dead Load DeFl.=9/16 in i 5 6 3x4 II 5x10 MT20HSi 7 T Wg q 3x4 4 6x6 WB- - I 3x4� ms 3 W4 1� 9 rn 1.Sx4 g en 1 2k10= 5 n 1 2 rt 12 2 1 T,,4c0� m 0 0 15 1.5x4 11 � 19 18 17 2x4 II 5x12= 1.5x4 11 3x8 US 5x6= 2x4 II 3.00 12 10x10= 1.5x4 11 20-11-193-0-2 6-1-11 11-1-10 11n7s10 If 12 19-11-421 2-10 23r3-2 30-4-11 38-0-0 r 6-1-11 r 4-11-15 0 6-62 7-1-9 7-7-5 0-3-0 0-3-0. - I Plate Offsets(X,Y)— [4:0-5-0,0-3-0),[5:0-3-0,0-2-0),[9:0-2-0,Edge),[10:0-1-10,Edge],113:0-3-12,0-3-41.[16:0-5-12,0-5-0),[18:0-2-0,0-0-4) [19:0-3-0 0-2-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.45 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -1.07 12-13 >425 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 1.00 Horz(TL) 0.56 10 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MSH Weight:235 Ib FT=09/6 LUMBER- TOP CHORD 2x4 SP No.2*Except* T5:2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2*Except* 2-19=-1224/2422,4-16=-190/557, B2,134:2x4 SP No.3,B5:2x4 SP M 30 15-16=-1189/2511,7-13=-387/429, WEBS 2x4 SP No.3*Except* 12-13=-2333/4577,10-12=-2326/4565 W8:2x4 SP No.2 WEBS OTHERS 2x4 SP No.3*Except* 3-19=-328/268,16-19=-1085/2226, 01:2x4 SP No.2 4-15=-1048/710,5-15=-248/549, WEDGE 6-15=-978/348,8-13=-980f768, Right:2x4 SP No.3 8-12=0/279,13-15=-752/2105, BRACING- 6-13=-1571/3124 TOP CHORD Structural wood sheathing directly applied. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 4-8-11 oc bracing. for this design. Except: 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 1 10-0-0 oc bracing:16-18 Vasd=124mph;TCDL=4.2psf,,BCDL=S.Opsf,,h=15ft; WEBS Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 1 Raw at midpt cantilever left and right exposed;end vertical left 4-15,6-15,6-13 exposed;Lumber DOL=1.60 plate grip DOL=1.60 MiTek recommends that Stabilizers and required 3)Provide adequate drainage to prevent water cross bracing be installed during truss erection,in ponding. accordance with Stabilizer Installation guide. 4)All plates are MT20 plates unless otherwise indicated. REACTIONS. (lb/size) 5)Plates checked for a plus or minus 0 degree 2 = 1501/0-7-10 (min.0-1-15) rotation about its center. 10 = 1475/0-7-10 (min.0-1-13) 6)This truss has been designed for a 10.0 psf bottom Max Horz chord live load non concurrent with any other live 2 = -33(LC 5) loads. Max Uplift 7)*This truss has been designed for a live load of 2 = -1009(LC 4) 20.Opsf on the bottom chord in all areas where a 10 = -999(LC 5) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Grav bottom chord and any other members. 2 = 1630(LC 10) 8)Bearing atjoint(s)10 considers parallel to grain 10 = 1602(LC 9) value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing FORCES. (lb) surface. Max.Comp./Max.Ten.-All forces 250(lb)or less except 9)Provide mechanical connection(by others)of truss when shown. to bearing plate capable of withstanding 100 lb uplift at TOP CHORD joint(s)except(jt=lb)2=1009,10=999. 2-3=-2802/1557,3-4=-2871/1648, 4-5=-2035/1259,5-6=-1797/1228, 6-7=-3992/2293,7-8=-4017/2127, LOAD CASE(S) 8-9=-4923/2728,9-10=-5063/2727 Standard BOT CHORD 2-19=-1224/2422,4-16=-190/557, srnnr-flmeBnr6t¢rtrxale'IIIg'1145SarSFL'OruEr3ii 1.nY36rr1e0,Tlc4 rJsr04i3LTX)LCE96;(15YrFi lrn Tel Mip e lMip prraea nireel a -tn rest CnipNn¢1{I�';mdnerm f((ex4Riztexna%tlexe nt m.eSenise s4lefn Re @U,nir wvi�aedene mleanfirS CCuI<td:t rrrtmshe:. trrxf*sreoer 6rr,eet�ire�rac ynmsm<vraraapaninetn ,e�nyn:da a ltupume nr Tre:rtlmyntoonlr.�intat r re�sa,aE,e i�srndanc maaa Anthony .Tombo III,P.E. ert rseel hs Lns lu w(IeMrr lsnesmpmalnt slMCnw,Fs C.eetr sAl e!s},anne kdf*ur gn gn,63e weeeefine�tle lxrr/sa lnl k.'Ifwgeehsel Rl i.Ra eOmdr'lierghRt®rfieamr'tleT�ss.wdetwginfi,y.slnettoso^euwni Fnar ildil�ninsnJiryel =80083 ' M1r rdlvg04gwai 6Ysr;tn AgFtlautN6lLIDC n(7x ircL1reseFl ptenneltYfett:e{(cp.nlSleh lAs:atumQ[S0Id6!t21Ir RnlS70 menkewel tr ga�dpilut.t0l idnes deregns.�e7ttes nlhherdRLn:Ue5les,Tens L:.nfyrrett nllnnV ee3nee,Ness 4451 St.LUCID Blvd. rnawlterehullrr:omairpcdgnanCse lysl lanes 4nlsN.lm(nss heCge[rlsals RnrlkN:ILeggtri;atwYnsllnea 9idew Caq hAlia}Nartldeelesa:ns rs ddnrslr4L L 34946 (oppight02016Ad Roof frosees-AothonyLlomba III,P.E.Rearoduaionaft6isdoramam,in any form,isprohibitedwiihoutihnwritten permission from AdRoalSussas-AnthooyT.Tamboifl,P.E. Fort Pierce,F Job Truss Truss Type city Ply 67901 A06 HIP CAT 1 1 A0204293 Job Reference(optional) At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Wed Mar 08 14:51:40 2017 Page 1 ID:ld 00XyyT61Bi_TXo1jwHHzefvK-K8_MjOeeldysRCGcOoxMjh20fyuVM3u8wb3bRpzcz2n 23-3-2 T1-4-0 6-1-11 t 11-1-10 16-042 20-11-10 21-11r4 30d-11 38-0-0 �9-a-0 '1- 6-1-11 ' 4-11-15 4-11-2 4-10-14 0 11-0 7-1 1� 1-3-14 � 5x8 II 6.00 12 6x6 Dead Load DeFl.=11/16 in 6 7 3x4 11 8 &�� 3x6� 6 5x6 3x4 4 W9rnTix14= 5 1 " N dt 1 2 12 2 1 r(? 20 19 18 16 31 2x4 II 1.5x4 II 4 11 5x = 3x6= 5x6= 3x4 II 3x4 1. 3.00112 3x8 10x10= 7x8= 6-1-11 11-1-10 11r7r10 16 -12 20-11-10 21: IT 23rs3-2 30-0-11 38-0-0 4-11-109 Od6b 4-5-2 t 44-1�-TO -0 7-1-9 7-7-5 0-8-10 1-0-14 Plate Offsets(X,Y)— [6:0-1-12,0-1-12],[7:0-2-4,0-2-81,[9:0-2-12 0-3-01 [10:0-1-10 Edge] [13:0-7-0 0-3-101 [15:0-4-0 0-2-41 [17:0-5-12 0-5-01 [20:0-3-0 0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.52 12-13 >872 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.27 12-13 >360 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.78 10 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-MSH Weight:236 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30`Except' T3:2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2*Except* 2-20=-1212/2486,5-17=-225/565, B2,B4:2x4 SP No.3,B5:2x4 SP M 30 16-17=-1137/2549,16-31=-717/1921, WEBS 2x4 SP No.3`Except` 15-31=-717/1921,8-13=-289/392, W8:2x4 SP M 30,W7:2x4 SP No.2 12-13=-2303/4686,10-12=-2300/4676 OTHERS 2x4 SP No.3`Except` WEBS 01:2x4 SP No.2 3-20=-341/273,17-20=-1114/2275, WEDGE 5-16=-875/581,6-16=-300/695, Right:2x4 SP No.3 7-15=-3947/1579,9-13=-995l778, BRACING- 9-12=0/282,7-13=-2550/5759, TOP CHORD 13-15=-1670/4513 Structural wood sheathing directly applied or 2-8-8 oc purlins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 4-9-1 oc bracing. Except: for this design. 10-0-0 oc bracing:17-19 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) WEBS Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; 1 Row at midpt 6-15,9-13 Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 2 Rows at 113 pts 7-15 cantilever left and right exposed;end vertical left MiTek recommends that Stabilizers and required exposed;Lumber DOL=1.60 plate grip DOL=1.60 cross bracing be installed during truss erection,in 3)Provide adequate drainage to prevent water accordance with Stabilizer Installationguide. ponding. 4)Plates checked for a plus or minus 0 degree REACTIONS. (lb/size) rotation about its center. 2 = 1501/0-7-10 (min.0-1-15) 5)This truss has been designed for a 10.0 psf bottom 10 = 1475/0-7-10 (min.0-1-13) chord live load nonconcurrent with any other live Max Horz loads. 2 = -33(LC 5) 6)`This truss has been designed for a live load of Max Uplift 20.Opsf on the bottom chord in all areas where a = rectangle 3-6-0 tall b 2-0-0 wide will fit between the 2 -1000(LC 4) 9 Y 10 = -990(LC 5) bottom chord and any other members,with BCDL= Max Grav 10.Opsf. 2 = 1667(LC 10) 7)Bearing at joint(s)10 considers parallel to grain 10 = 1631(LC 9) value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing FORCES. (lb) surface. Max.Comp./Max.Ten.-All forces 250,(Ib)or less except 8)Provide mechanical connection(by others)of truss when shown. to bearing plate capable of withstanding 100 lb uplift at TOP CHORD joint(s)except Qt=lb)2=1000,10=990. 2-3=-2875/1542 3-4=-2945/16 3 0 4-5=-2900/1620,5-6=-2308/1344, 6-7=-2047/1285,7-8=-4015/2211, LOAD CASE(S) 8-9=-4125/2081,9-10=-5184/2698 Standard BOT CHORD 2-20=-1212/2486,5-17=-225/565, wring-Flee nertg4¢reada tae'Ai 100;TIOSS6(YS0�erti9At I'.WS 6 rDXC1004 iDS?OYj ILT.I';i1[�;BifP�Y;61'fan ir:tlrhilr.lauuahrt sst url uses rr";s IressGsi7e0rtzielifl,;axinrlrna>jL Irck A;r'.Ir!cn;e SYu!telau ne.4elrss klerise cCel n ne IL9,ult L St.4451 UCI 1ldatc> ftfts;0k-0-, RDuk net As riress 0!,.�hplirfu,Spmtq hiwee,h!M"situ;equews a wqr-dnsrre a Iupo:vng r_•r.aentryWrnz ftsip d lb-11,Tress/eymlu&TDUnit,nhr In 1.Ni s,Ixinrwlctes,s�had�... Anthony T.Tombo lll,P.E. .9.1ed DceT-11, V,dnt ann,6e Cra't"sfliedge�enhe hdtg0e:-,res,na,uder,diis acne ll(nlekI.[oilingmft W 91-1.Nqp WVfielD0 rel err fie8ese t?tlei;ns,nNielhrrl¢g dxge,irsh0etwnd knzl still ie dx aa4rnMliryd. =80083 t tlera3fzgOedga�ri�>}edtt.Abil"sd ilitLO it d.ti1.0usnlpidntsdtl 14hi5-rewlSCehOdeizetWs{I(SfjrAfi!k1lrrAndSd6.""ifi rdW piedpit..INie..a,seslereftlEineelktlesdnelnrkoirj,osDesiphp—d Tries Pnshi-mlas St. e Blvd. rnennrirtralTrtrra�rp�agnnwmrglrzlremeswdnl.lie NoDei-pUpmiis[=r!k;aQ Dt'jjau•nlrnsS/dezrqa�udorbA11xg.SllnrCdneOtn:euusad.nlnml. Fort Lucie 34946 (oppight-2016A-IRoafHusses-Anthony1.limbo ill,P.E.Reptadudianolthisdalamenl,inony form,isprohiliNiwilhouttli ewtiffenposmissiaafromAdRaaflnims,-Amilimyl.lambsIII;P.E. i Job Truss Truss Type Qty Ply 67901 A07 GABLE 1 1 A0204294 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:41 2017 Page 1 I D:Id_OOXyyT61Bi_TXoljwHHzefvK-oKYlwkfGnx4j2MroxVSbGubBKMFE5zJH8Fo8zFzcz2m .1-0-Q 11-1-10 , 14-0-12 , 20-11-10 , 23-11-4 , W 5-7 38-0-0 39-4-0 -4 7-5-9 3-8-1 2-11-2 6-10-14 2-11-10 6-6-3 I 7-6-9 -4 5x6= 4x6= 6x6 i Dead Load Defl.=1/8 in 5 6 7 4x6 ! 5x6!::,- 4.. 6.00 F12 5x6 ci 6 EI Ti=4V10 wil \:, m 2 ..- o 1 .......................17 r jgr 9 m 0 18 166 22 21 20 3x8= 29 16 15 13 11 3x6—_ 4x4=' 2x4 11 2x4 11 14 12 1.5x4 10x10= 1Ox10= 3x6= 3x6= 5x8= 14-0-12 23-3-14 7-69 11-1- 20-11-10 21-5-0 2k7lV4 30-5-7 38-0-0 7-19 } 3-8-1 Ok 2-5-2 6-10-14 0 5 -7 .3 7:1 1-10-14 Plate Offsets(X,Y)— [3:0-3-0,0-3-0),[5:0-3-0,0-2-0),[7:0-1-12,0-1-12),[8:0-3-0,0-3-0),[17:0-5-12,0-3-8),[19:0-5-12,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.08 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.23 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.04 14 n/a n/a BCDL 10.0 Cade FBC2014/TPI2007 Matrix-MSH Weight:229 It LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2*Except* WEBS B2,B5:2x4 SP No.3 19-22=-396/920,3-19=-329/302, • WEBS 2x4 SP No.3 4-18=-486/361,6-18=-443/899, BRACING- 13-17=-374/501,7-17=-378/964, TOP CHORD 7-13=-1298/554,8-13=-447/365 Structural wood sheathing directly applied or 4-8-10 oc purlins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 6-0-0 oc bracing. Except: for this design. 6-0-0 oc bracing:15-17 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 10-0-0 oc bracing:19-21 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; WEBS Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 1 Row at midpt 7-13 cantilever left and right exposed;end vertical left MiTek recommends that Stabilizers and required exposed;Lumber DOL=1.60 plate grip DOL=1.60 cross bracing be installed during truss erection,in 3)Provide adequate drainage to prevent water accordance with Stabilizer Installation guide. ponding. 4)Plates checked for a plus or minus 0 degree REACTIONS.All bearings 14-11-10 except Ot=length) rotation about its center. 2=0-7-10,14=0-3-8. 5)This truss has been designed for a 10.0 psf bottom (lb)-Max Horz chord live load nonconcurrent with any other live 2=-33(LC 5) loads. Max Uplift 6)'This truss has been designed for a live load of All uplift 100 lb or less at joint(s) 20.Opsf on the bottom chord in all areas where a except 2=-620(LC 4),13=-696(LC 4), rectangle 3-6-0 tall by 2-0-0 wide will fit between the 11=-146(LC 4),9=-317(LC 5), bottom chord and any other members,with BCDL= 14=-195(LC 4) 10.Opsf. Max Grav 7)Provide mechanical connection(by others)of truss All reactions 250 lb or less at joint(s) to bearing plate capable of withstanding 620 lb uplift at except 2=928(LC 10),13=1568(LC 10), joint 2,696 lb uplift at joint 13,146 lb uplift at joint 11, 11=321(LC 12),9=331(LC 12),14=272(LC 317 lb uplift at joint 9,195 lb uplift at joint 14 and 317 10),9=300(LC 1) lb uplift at joint 9. FORCES. (lb) LOAD CASE(S) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. Standard TOP CHORD 2-3=-1249/700,3-4=-1018/660, 4-5=-702/519,5-6=-633/520,7-8=-75/5301 BOT CHORD 2-22=-429/1021,4-19=-256/420, 18-19=218/786,18-29=-180/337, 1 7-2 9=-1 791337,6-17=-947/606 WEBS 19-22=-396/920,3-19=-329/302, 4-18=-486/361,6-18=443/899, . 6Frsr.Ae! .F}Rc9t;,;nira}k'kl1:�rD.ttSiUiSE00"y r.#Off isNbSBtU i""R5.6:1"J?fi3!!0'iIiSAD5:E1FYfiiE'h2a,twfi i" !'d et."A.P;A.Nip ri;lCi,pills:sl;lt?t.EEe:§U[J1t&..El2E;4 mwut n,Utis rt`,!2:it s�eixi�P'G4,nf1 i tl.ttN,S.i;"4tS"S`r'IF3f?�h1(t{E'(ItHf1:Ei.r erhif't•tl SlS!dit.;t(S�Ift[�Etttb-.lSPi;HEr14�(4NRS¢i•!tSRlffiA.13GI PfR1BLYyh}i!!is¢[tSr:3:4`2)rbi rft{ESE�t23ffitS t�ttlsf}!}.lti+tElt ljQF!(r.p{521r{E.�G(4tjFriSY.ii�^Y!.}iP51^+iESr 1228Effi Anthony 1.T�Er76 0 Eiir P.E. Yd ltiLif{SS FJEn i ft tP{xittlim'a L' 4E;IY LdYEES G'+&1Fit;.il N2Sr.fS;�ti tlfi GGY5341A dEl4 tti m6llxd ERE,EE.O{.YAir1�.rEiyrttd dt4tl`}6i EeltEf IN its 2f.L-Et3[nr tF§r.tlWttt,i?ItLtl4td'�Etf l�[�1t LXItbYi.ib 3r Tomb ' xe EAm;sP;is..ttiritut(t..{9«EStitG6l11 r5 erY;2k1ilS tlQ[A:t'gS lkl.N a";iC*ySP^73"IECAS3i ilESf tfEEtSF.�Fj{rEftiSarL 6lfiEhiFfe3d ER rf£Y3i'fi@B.rEi.i2'VFS Et[;tiitY.fli}Eli Nits LtiI9 r:tff�Et .r(83f tE:£4 rL}'RLA QL rRSSY.^..diSb'1,%tE5! 4451 SSt.LUC"-6 Blvd. 'f2ElY1RLS$rS(t'.Fsz•J t�tdfFit:iES E;1dE1tS nt!ti,Tit'M,S r NflF ytY is M15i!tAYb;.fthP:',N r 4 i1litFt ljtty tlFEl glf2!{,Im tf;flR72i{fiC5Q2 iS f�fti tlit✓•f, toP7n941u'JiD{bA-1RnolTtesze5-ReiM1ceyi.lemEollE,P.E.AeyradaUianeilSSsdommea;.inanyfs}m,isPm6ibilFd.%iM1nan6¢atittenpermissicnlmmA-Tioe1ESJSXS-AatM1¢sYl,Te�ni{I,P.L Fort Pierce,PL34946 Job Truss Truss Type Qty Ply 67901 A08 Hip � 1 A0204295 Job Reference(optional) At Roof Trusses,Fart Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:41 2017 Page 1 ID:Id_OOXyyT61Bi—TXoljwHHzefvK-oKYlwkfGnx4j2MroxVSbGub97MFA5c1 H8Fo8zFzcz2m 1 4 7-7-10 12-6-12 18-1-4 25-5-4 30 4$ 38-0-0 9-4- -4 7-7-10 4-11-3 5-6-7 7-4-0 4-11-2 7-7-10 4- 5x6= 3x4= 6x6-z�- Dead Load Defl.=3/8 in 4 5 6 6.00 12 3x4 o� 3x4 3 7 4 - T 1 ti 1 2 � o 16 15 14 23 24 1312 11 10 3x6= 1.5x4 II 3x6= 5x6= 3x4= 1.5x4 II 3x6= 3x8= 3x6= 7-7-10 12-6-12 23-4-3 25-5-4 3014-6 38-0-0 7-7-10 4-11-3 10-9-7 2-1-1 4- 1-2 7-7-10 Plate Offsets(X,Y)— [4:0-3-0,0-2-01,[6:0-1-12,0-1-121,[13:0-3-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.31 13-15 >895 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.69 13-15 >408 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-MSH Weight:202 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2 1)Unbalanced roof live loads have been considered WEBS 2x4 SP No.3 BRACING- for this design. 2 Wind:ASCE 7-10•Vult=160m h 3d TOP CHORD ) p (3-second gust) Structural woad sheathing directly applied or 4-11-1 oc Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); ROT CHORD purT cantilever left and right exposed;end vertical left Rigid ceiling directly applied or 5 4-11 oc bracing. exposed;porch right exposed;Lumber DOL=1.60plate grip DOL=1.60 WEBS 3)Provide adequate drainage to prevent water 1 Row at midpt 5-13 ponding. MiTek recommends that Stabilizers and required 4)Plate(s)atjoint(s)4,6,2,14,3,16,15.5,13,11,7, cross bracing be installed during truss erection,in 10 and 8 checked for a plus or minus 0 degree accordance with Stabilizer Installation guide. rotation about its center. 5)Plate(s)at joint(s)12 checked for a plus or minus 5 REACTIONS. (lb/size) degree rotation about its center. 2 = 800/0-7-10 (min.0-1-8) 6)This truss has been designed for a 10.0 psf bottom 13 = 1769/0-7-10 (min.0-2-5) chord live load nonconcurrent with any other live 8 = 394/0-8-0 (min.0-1-8) loads. Max Horz 7)'This truss has been designed for a live load of 2 = -33(LC 5) 20.Opsf on the bottom chord in all areas where a Max Uplift rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = -558(LC 4) bottom chord and any other members,with BCDL= 13 = -1463(LC 4) 10.0psf. 8 = -713(LC 5) 8)Provide mechanical connection(by others)of truss Max Grav to bearing plate capable of withstanding 558 lb uplift at 2 = 885(LC 10) joint 2,1463 lb uplift at joint 13 and 713 lb uplift at joint 13 = 1946(LC 10) 8. 8 = 447(LC 12) FORCES. (lb) LOAD CASE(S) Max.Comp./Max.Ten.-All forces 250(lb)or less except Standard when shown. TOP CHORD 2-3=-1135/574,3-4=-739/413, 4-5=-624/422,5-6=-256/567,6-7=-42/448, 7-8=-265/443 BOT CHORD 2-16=-317/920,15-16=-317/920, 12-13=451/413,11-12=451/413 WEBS 3-15=-506/443,5-15=-271/635, 5-13=-11921772,6-13=-735/983, 6-11=-640/239,7-1 1=-536/768, 7-10=-296/286 -- 8u�ur-nss=llmey!¢rs.ua 4s¢'dl Epgy itpy115{5�13',5EE3Af ItL116(JSplp"v5(J1!OYiUt17j24EEgiiiEOeYrkTlun lmrytE,ippvalhn tetrzsl eixsnrrs lrestEe!igspnx'mg�la:)mllle Eshnr Lfaxts R:rile!cn;a SSeeEdxe rsl.EekssalmisesntetalEe tp6.nl! ' iLTlksaraupltles sizllhe t!a!t pL 4!sG3 6tTres;pnn 6yrs<sii e,Sre.st7&Sine;tle sslnupR,Egrtlsels®w-Epnx¢@u1 rE¢hE¢sl etei¢:Erhgrcws:h`Jrb,Tel siyssl7xsi¢;$Tm Ie}�alte rsalpp edt,nen lFF1,rxu}s¢ rY tmixy ltdaiEtc s,leafi� Anthony T.Tombo III,P.E.a■ set tnrl h•inss Ws ag tnr I Y r lydan dveer,CeC.n1h¢nens¢er;Mtum&dky O:;yx,n4eutled trYs ltCYe l¢dn!•a i¢al�.ItigE Feset R:d Ike enmd n'Ixe lCpnt nt fid!ndd inss hdeirsykerd®].slagE,rt•I I.r ekn sdi to Axnrmsrl0 tyd =80083 ■ Ye Ba7CoE p:s ger eni[tYrs:Iw.A¢Mess..tdnPe IDE n/a;EraCisn nl ps,elrnes sl REtFdq GctsEnl S,'en l�lEaerunl7tiprsl4!kzllrl'nISE:A ee nlrsrsef.•parsd ysilexe IP4I454n de nSrn3Hllilee ffl Cf114(Alk ll§fi O:k�l4;:I4S pP.nnj'ftnen rfflf FSte[h:ltlEl.¢de11 4451 St.Lucie Blvd. • tHnxhenFhellraruEnMsysntgn0.ner<Er el ra�mina[sel lwlrasi DeDn GgxEf is["[tYe r¢;Ilir}pesgw,nLns S¢;Y'¢Etymla aln!Haliq.Yl:srCYcElLvx:m¢as dAnel"z Rlt. Copyright V 206 A-i RW Trusses-Anshonyf.Tomhe ill:F.E.Roptadurtian of this dot mal,in any lntm,is plohihited withoutthe written pemissian tram A I loaf Tiossn-Arthany f.Tamba lll;F.E. Fort Pierce,FL 34946 { s Job Truss Truss Type Qty Ply Job Reference 67901 A09GE Hip Structural Gable 1 1 A0204296 I optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:43 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-kjgVLQgXJYKRIg?B3wU3LJgTRA4tZaSacZHFl8zcz2k r1 4-C� 5 9-10 111-0-12 19-M 6- -4 32-2-6 38-0-0 39-4-0 1-4 00 5-9-10 5-3-2 7-11-4 7-11 4 5-3-2 5-9-10 1-4-0 I I 5x8= 5x8= 4 5 6 1 6.00 12 _ S 7 3x4 G I 519 : 3x4 3 i ; ` ii ST11 S773 W4 7 n rn.o ''• 43 'ST5 t/y3 ° � �- 3 r rr S 9 S o I W4 "' r 1 $72W1 9 4 t { SI'flo �� .. i / ST 6 S 2 'S ST %`�? 4 i 0 S 8 n ;a1 9I� • �=''• 12 13 63 0 3x4= 5x8:= 11 10 j 26 25 24 23 22 21 20 116218 17 16 15 14 3x6= 3x4-_ 3x6= 3x6= 3x6= 5-9-10 11-0-12 19-0-0 23-8-0 26-114 , 32-2-6 38-M 5 9-10 5-3-2 7-11-4 4 8-0 3-3�' 5-3-2 5-9-10 Plate Offsets(X,Y)- [4:0-6-0,0-2-8),[6:0-6-0,0-2-8),[16:0-4-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.08 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.09 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MSH Weight:276 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 20-21=-138/332,20-62=-138/332, LOAD CASE(S) • OTHERS 2x4 SP No.3 19-62=-138/332,18-19=-138/332, Standard BRACING- 17-18=-138/332,16-17=-138/332, TOP CHORD 15-16=-203/341,14-15=-203/341, Structural wood sheathing directly applied or 6-0-0 oc 13-14=-203/341,12-13=-203/341, purlins. 12-63=-203/341,11-63=-203/341, ' BOT CHORD 10-11=818/729,8-1 0=-8 1 8172 9 Rigid ceiling directly applied or 6-0-0 or bracing. WEBS WEBS 4-16=-257/339,5-16=-525/470, 1 Row at midpt 4-16,6-16 6-16=-800/971,6-11=-502/327, MiTek recommends that Stabilizers and required 7-11=-4771715 cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. NOTES- 1)Unbalanced roof live loads have been considered REACTIONS.All bearings 23-8-0 except at=length) for this design. 8=0-8-0,13=0-3-8. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) (lb)-Max Horz Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; 2= 33(LC 4) Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Max Uplift cantilever left and right exposed;end vertical left All uplift 100 lb or less at joint(s) exposed;porch right exposed;Lumber DOL=1.60 25,26 except 2=-269(LC 4),24=-197(LC plate grip DOL=1.60 5),21=-205(LC 4),16=-1201(LC 4), 3) Truss designed for wind loads in the plane of the 14=-132(LC 10),8=-906(LC 5),13=-235(LC truss only. For studs exposed to wind(normal to the 4) face),see Standard Industry Gable End Details as Max Grav applicable,or consult qualified building designer as All reactions 250 lb or less at joint(s): per ANSI/TPI 1. 14,15,17,18,20,22,23,25,26,13, 4)Provide adequate drainage to prevent water 2 except 2=260(LC 10),24=264(LC 9), ponding. 21=357(LC 10),16=1171(LC 10), 5)All plates are 1.5x4 MT20 unless otherwise 8=673(LC 9) indicated. 6)Plates checked for a plus or minus 0 degree FORCES. (lb) rotation about its center. Max.Comp./Max.Ten.-All forces 250(lb)or less except 7)Gable studs spaced at 2-0-0 or. when shown. 8)This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live 4-5=-192/279,5-6=-192/279, loads. 6-7=-474/587,7-8=-884/1083 9)'This truss has been designed for a live load of BOT CHORD 20.Opsf on the bottom chord in all areas where a 20-21=-138/332,20-62=-138/332, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 19-62=-138/332,1 8-1 9=-1 381332, bottom chord and any other members,with BCDL= 17-18=-138/332,16-17=-138/332, 10.Opsf. 15-16=-203/341,14-15=-203/341, 10)Provide mechanical connection(by others)of truss 13-14=-203/341,12-13=2031341, to bearing plate capable of withstanding 100 lb uplift at 12-63=-203/341,11-63=-203/341, joint(s)25,26 except at=lb)2=269,24=197.21=205, 16=1201,14=132,8=906,13=235,2=269. i ...... tlq`s1.HasE�;{;s!?ira nE'lI tea ll@Sim#'S(tl�'}GE6Ret't'LsEN%�dsitE:INr?.irQ�AiR:IA'r:'•6yi5C6m.tnfi kr{Er>!retsaattetezr>lnniirtls rt9;Eir.R({ICA;EtiY:SfP-snl.':Egia 4.rf.leh:nn SYeelke«e sse.Liss G.r> t EtidaSa TG,elr pr:'dtE=Jxp'.ss rh+tt asdtq(elGiaprasi llErn:S.r"nhyatq"E•s.}Ecxlry .eu�Sl It tEvtriGPngrtiertdzu}'a.Ear.::ofri:: (t�anq(•rlpusa,;rr(grsneaflaru m,;rxl Ey+d;a�t r:Gat..qua mm 1.ilea,Ea:w:(asL.t„.t; rnkwtarz. Anmony T.Tonjbo I1,P.E. tdrll a<isls(nuhrtsrSFit�z3u._rrrxau:m>!d!Gau.MC.vfs¢i'airdgnitt6t6rtvi ty+e,urat�E!dtilf,3e 6tt.E15;4rrlla`e4.;:a'_r1�ti-LritypErddtltl;9attry Getfr,Ed3E nsE,atiu rt ta{cmy.,>«aad4teoy lkCE rxraws Si:3{� y800§3 '�l rslGfjitil;bSSWi(OihiCff-t79J1t 1h[+rQlrtr.G�rXrOltit}@(r+Y}SY0119 rN r9($'.1,(t5)i'oT'iatti (r(^^Qi Ot((i{jraEG1111}LIfE�{r:E0t1IFfS1EA' (OtrEtM�jgtt4l,(rl�iSrtt23A(11J5ti1Tli f?St(}A51 Lrit igfl'!SL'�„trniI GxiR rlfQtr GCeM1Y9lff6:(dtlit!(.S£�Eli >ktrbitt�!?od':jtrOA`8l3jN�trEEOetq(lr ErraatS�lthrL"EtLsxG35iptF}k4L'Il t7t ErhEllrGtll}13r,q(;Ell:{l(Sn t[jiltK atF!.tq tuj..¢jk; ih:[ltn tl(.�.EtrgltGL oast Pierce,,F,,L 34946 St. Blvd. Fart Pieae ' CopyrigEf@i016A-1 Rcnl ltsus-Amhcer Llom5o 111,P.E.itptodaaioa of this doromenE,in any run,iepra5ititrE.itbaxl t6erlirea perminiae hnm A-1 pcei lmElas-An�hceft.lenrvo Job Truss Truss Type qty ply 67901 B01 GE COMMON SUPPORTED GAB 1 1 o tional Job Reference A02O4297 Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:43 2017 Page 1 I D:ld_OOXyyT61Bi_TXol jwH HzefvK-kjgVLQgXJYKRIg?B3wU3LJgdzA7OZfQacZH F18zcz2k 6-2-0 12-4-0 13-8-0 W1 6-2-0 6-2-0 4x4= 5 6.00 F12 6 4 3 T 7 T T T T 2 8 Ll 9 0 3x4 14 13 12 11 10 3x4 ---- .........._.... -- .......__._ 12 4 0 12-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 I Vert(LL) -0.01 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 9 n/r 120 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 f Code FBC20141TPI 007 I Matrix-SH I I Weight:56 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2BOT 8)This truss has been designed for a 10.0 psf bottom OTHERS ERS 2x4 SP No.3 CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live OTH BRACING- loads. TOP CHORD 9)'This truss has been designed for a live load of Structural wood sheathing directly applied or 6-0-0 oc 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide will fit between the BOT CHORD bottom chord and any other members. Rigid ceiling directly applied or 10-0-0 oc bracing. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 236 lb uplift at MiTek recommends that Stabilizers and required joint 2,241 lb uplift at joint 8,165 lb uplift at joint 13, cross bracing be installed during truss erection,in 119 lb uplift at joint 14,165 lb uplift at joint 11 and 119 accordance with Stabilizer Installation guide. lb uplift at joint 10. REACTIONS.All bearings 12-4-0. (lb)-Max Horz LOAD CASE(S) 2=-26(LC 5) Standard Max Uplift All uplift 100 lb or less at joint(s) except 2=-236(LC 4),8=-241(LC 5), 13=-165(LC 4),14=-119(LC 5),11=-165(LC 5),10=-119(LC 4) Max Grav, All reactions 250 lb or less at joint(s) 2,8,12,13,14,11,10 FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. . iWlx,FtFtda rttF.i}a.ssl::}ieF tau.A'n}dc atFF GS,:Tfey rt��il.n!fasFail aCsy!{Nyoaz[t';FrFFitltatal:la irxlhht�gsBrt}ti tt tdnot.9s'}r�.FEaat:�I}oELs:._EtnsJ 1d4 !n:t 1Funuieit4r1ct1$.rr5't dNs1e�dit$'m.F9 uanrrul a yn}f eirt'lstF!ss[e:?x9c},l.uI;fs&e s'er:efs[Ufnr:;s-8�S�l3 1�si�Fmp'.�18}fi}e�7dR�I$FaF.(ttna}IasJT AL4y7Y�1(1fn.��xeT p t!aa*(n}isF�5Tjelfti HL.,CI1sf�lb�i69:etYt aS'ssf�p.aY lT,.x9sxl ist�h6iir&st¢F.n}ahf'(<se3tfI(±ixai!r{!sw L;t ditalsf Ftz}!trl F6'SwdFS'te46i!Ffat U,�ea!Sr}.d„i:Na¢!1{fui 4Ws��,.sz;;ll ntftt S4e fR-"crisa•TFfttiI tlNtrl 19w stf nl:lde.�•,lj,ed1di:�l'i�fr,t}IlaPR.l}n1Gic. lni(`(F4�FFe}fttsldqlS!F a),Ftir(dskE0dt!t.T.l irirFlislc,fi`�t,1:�s1,>1!,.t}i.eFi�ft;rstt!ntlF t0:.t+ms$r1 rc{sl.tlr e,t,tt;fn«tisal[nrte.t!�c.afrR�(sFStttia PFtCrFf.r l}n,ti9esiFitlrtc S[}st'Fs.!nvjrl rp,A.QrvK?t,nj[r:{ry,a�1�FFL:hds ;s Anthony T.Tombo I:I,P.E. #60083 44515t Lur Blvd. Fort pierce,Re roPYr iQ2016A-1Rooltasses-k1h,1.IntoIt,,PF.Ra mdetkadIbisdamentinnYrv--is probibittil.ilboat the xrihen pumissiothornA-]Rooiirasses-Aalhen l.lec60III;P.E { Job Truss Truss Type Qty Ply 67901 B02 COMMON 3 1 020429 ,. Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Wed Mar 08 14:51:44 2017 Page 1 ID:Id_OOXyyT61 Bi_TXoljwHHzefvK-DvEtZmh94sSIvpZNde?IuXDITaQA152kgD1 oaazcz2j -1-4-0 I 6-2-0 12-4-0 13 8-0 1-4-0 6-2-0 6-2-0 1-4-0 ' 4x4= 3 6.00 12 2 4 cr yr 5 Io g g 6 g g 3x4= 1.5x4 11 3x4= 6-2-0 12-4-0 6-2-0 6-2-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.06 6-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:48 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 5)'This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 6)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding 461 lb uplift at pudins. joint 2 and 461 lb uplift at joint 4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection,in Standard accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 532/0-7-10 (min.0-1-8) 4 = 532/0-7-10 (min.0-1-8) Max Horz 2 = 28(LC 4) Max Uplift 2 = -461(LC 4) 4 = -461(LC 5) Max Grav 2 = 591(LC 10) 4 = 591(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-595/347,34=-596/347 BOT CHORD 2-6=-130/456,4-6=-130/456 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.11 psf bottom chord live load nonconcurrent with any other live loads. ifrtug-nmutlmy!¢eerkro'LSe9i lg�;`IICSe�(yMtn^.,g[53Ftr?1456G1%W11�Si?Jf?Otl'tLT9't11R6'StFL511:5I'tro.(eN[tesip pv:..krt.etnd u4tu"ds Gutk!ige Crteug{IC�;aM@e ldSerl.raxke@.rf.re!ers;eSee:Eeiae es=..�e6ss aY+nir;asdm6e 1E0,ealt Na1ri<;memr yltla ssallhueitaS< phrdd.fs.IresOnwa:hrm�:r{e,$rael�FFrw_?e..9:sslai�ylp;rz}rouhmecy^actuirydessuu!<yoerm;rxpmmJ.G;S[tru�d�sh�lerm:�ap�.dc:t�r0&edf.eeenir4r.r7ete:i;enaarn::,Igtur ueltieEc,kaatpnt'." Anthony T.Tor III,P.E. afn:diisimsfar unrhWT1i'9r,grsWgdt,G..r.,or L4.et:adkmef yaau n:Wfq 0n:.pa,h0ead.ddfn nC.Ae 1K.16,1.1Iolliar.1e 0114l.i[e.n:aad dtie 100.4a{A:!dae116.r:rtxi.d,Nk d®g,slmye,ad.!taaeai kna;uii h Bz r.1-00ipd: �80083 ike r.lfog@ugaasi hYauhr.A6ed.sn!uino:IDC nlriw'Reredp;idmesdtahgt.rhrrau.tfa5la hfeselaa;tt4rdf.hflrlF:ar SdU c.relaerdfxrvsdpiiae.7r4lfdaesfh r.srasatria enihaesdnalnr.Ras:;ea,ian kaig.iyiaeaufiress Ynd.3raa,o.Ian 4451 St.Lucie Blvd. .nendsreeRMlrc:waxlyrpfgn'�.iGyhrl ramp ln.h:i lh fraa hkA hg�a uE'rffik:itiyonigan,alrn.5tdcahf�n d.q hAllag.Gi arrdeetlas u.rs9diaefi[itFr. Fort Pierce,FL 34946 (opyrigbiD 20166-1 Rooffrumas-AnthorgUnmha Ill,P.E.Reprndurianalthis dommeat,in any form,is Prohibited withoutfhe wrinen ptrmissionfrom A-1 Raaifrossas-Anihaoyi.Tnnha ill;P.E. I ' it Job Truss Truss Type Qty Ply 67901 B03GE GABLE 1 1 A0204299 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@a1 truss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Wed Mar 08 14:51:44 2017 Page 1 ID:Id_0OXyyT6lBi_TXoljwHHzefvK-DvEtZmh94sSlvpZNde?IuXDkgaPtlOVkgD1 oaazcz2j 1 4-0 64-1 11-11-14 1 4-0 64-1 5-7-13 1.5x4 II 4 1.5x4 II 6.00 F12 1.5x4 II 3x4 _ 3 IV 1.5x4 If n 2 i1 6 5 3x4= 1.5x4 II 5x6= 6 4-1 11-11-14 6-4-1 5-7-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 6-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.06 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:70 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 3)Plates checked for a plus or minus 0 degree BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 rotation about its center. OTHERS 2x4 SP No.3 4)Gable studs spaced at 2-0-0 cc. BRACING- 5)This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live loads. Structural woad sheathing directly applied or 6-0-0 cc purlins, except end verticals. 6).This truss has been designed for a live load of BOT CHORD 20.Opsf on the bottom chord in all areas where a Rigid ceiling directly applied or 8-9-11 cc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. MiTek recommends that Stabilizers and required 7)Provide mechanical connection(by others)of truss cross bracing be installed during truss erection,in to bearing plate capable of withstanding 408 lb uplift at accordance with Stabilizer Installation nuide. joint 5 and 362 Ito uplift at joint 2. REACTIONS. (lb/size) 5 = 420/0-3-8 (min.0-1-8) LOAD CASE(S) 2 = 532/0-7-10 (min.0-1-8) Standard Max Horz 2 = 499(LC 4) Max Uplift 5 = -408(LC 5) 2 = -362(LC 4) Max Grav 5 = 499(LC 9) 2 = 565(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-562/152 BOT CHORD 2-6=-436/532,5-6=-436/532 WEBS 3-6=0/255,3-5=-604/495 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. Bahr-Flsensne¢ly rn+.:ft'LI IO-,i7f9ss5fi-(r�763ftimi 6tJs0lfleifusion,IbTMAIJEKrei[NiuThm I'd,ftuptar..*ntrsd wk!udisinnAe:ir.Nsrh3{lR;oat Ike[,f erLlW.;V^:tt.shoof7esltelxe iv.Gelus kieninnt:/ntte124n1i shla sWed"'iernea:tt;miww,!dt.ls.Im it!"I,mri(Ii.Lsio l51a.40!5s Tyrrgn:Msn;cgtz r1rfr k:sindnQo:viyse'w:atry6;5zt,updd:si.ii:Tns;tel lnnelupnli,estnitli.ISek:i7.n.orzntlxtieifntnns,urMl::Ut� AnthonyT.Tomb0[II,P.E. nt.sed[:;Tssssia e!i leiY>•s is Re mpsui. d6tOne;Et g�n!itofi.<nsee gxtnli:fl/ar Pes px,ode ndedt(ta:IlC,g,I.T vita hnl5r:llig td=ntiri l.rh;ysde!h;rutrisay Ni.:.!eeL;f.rzdKnrhsdhp,Raap,i.9tlknnni hmn sidihl...I.Auayd 580083 I OeG:'.C�yuesigueithz!n3a.tuesletsr..d'nh:luuntlx14foft Writs bit- lS;`[ryldeaetiz(t!Stjrdbo.aItrq141Omlelaeretixpw.rdpil;ce.iFFii9nes@togs'»lfinnlh6e[dIL•lus;0eips,infs0:up:unnnrinssua;h;m<!,nh;s 4451 St.Lucie Blvd. ttlnvistitrm,Ilr rtxncagr!tlgn�ours Ir al rtmts un!std IDa ifsn De;!p GIMt is Etutls b:Itiagueslpn,nLns.�des hia�n a!eg!uI!:y,111 ai�ht!t!ra;m n ddml ie 711. Fort Pierce,FL 34946 (oppight(U 2016 A I RtioiLuis=s-A;ahanyLTaa4a III,P.F.Rtpmduninnalihisdoromeni,in any farm,ispmhi6iiad without the mitten permission from A-I final Trusses-Anthony i.Tamhn.Ii;P.F. i Job Truss Truss Type Qty Ply 67901 BO4 MONOPITCH 2 1 0204300 I Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Wed Mar 08 14:51:444 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-DvEtZmh94sSIvpZNde?IuXDkgaPtl?KkgDloaazcz2j 1 4-0 6-4-1 11-11-14 1 4-0 6-4-1 5-7-13 I 1.5x4 II 4 6.00 12 3x4 3 rs 2 011 6 5 3x4= 1.5x4 11 4x4= 6-4-1 11-11-14 6-4-1 5-7-13 Plate Offsets(X,Y)— [5:0-2-0,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.06 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014ffP12007 Matrix-MSH Weight:62 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4) This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING-TOP CHORD bottom chord and any other members. 5)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding 362 lb uplift at BOT CHORD purT except end verticals. joint 2 and 408 lb uplift at joint 5. Rigid ceiling directly applied or 8-9-11 oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection,in Standard accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 532/0-7-10 (min.0-1-8) 5 = 420/0-3-8 (min.0-1-8) Max Horz 2 = 499(LC 4) Max Uplift 2 = -362(LC 4) 5 = 408(LC 5) Max Grav 2 = 565(LC 10) 5 = 499(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-562/152 BOT CHORD 2-6=436/532,5-6=436/532 WEBS 3-6=0/255,3-5=-604/495 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-sec6nd gust) Vasd=124mph;TCDL=4.2psf,BCDL=5.0psf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Extedor(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I Beafiy-flea tlm�k¢nekrAu'A-Iltl`,ite.5s3�18"�SEC3ll 178Sfi(OeO;ll>i:7S?OY;-fb11}S[1B:ti!€[kY;kPlxe lydih;ip;xz.:.kesu[rzdn'esn"isfrtnCesip�euq{t[k;aaltlrlsan;Link G:Ff.te!e<e^e�5intlelae.0 GArss®ta'.innielnRe lCe,eelt aitaisattnrdmsssiis:md4xkciPl'Akane.keue:su, [e; mif-,`ter�skyfw;a:s�nv�tolsga:m,ms�epzxsaos;rdcx..ndnS�n,:�e::y:rtega;dsre:gsdacm3xrres:+erm�nr�.toow;..sentnts k:fsn;,o ; o;udnnc:�maaer.. Anthony T.Tomb o III,P.E. uemeel r.sh.ssfm eatki8rs islk:mspesv*.:Irydmsdnr.;tad.sdsamkeruel germ Neldltar 0�:gm,n3e�menmiknLtleltt ntl'mWxlSen/ie3ntznl RlL Re epmddfiet00ns ffieldaee'.&elnss;hdeFiy hnTe;.nse;e.imLfetlami kna;s5:ihee r,s;nsiriiGel g 80083 t 6e Eedfo;Osigmalk�*Mm.Illsrles sremmeelOR n/3e;rccimmlg etf esdhz[mf;Geeal5trh14eenhx,;rl�;d4skslrl?sslSfU me:efmnmltxdpilsce.11Flieesfte ms;ns'res nik6esdhLrs.O:s:�es,tress&sgnGlmm�tlnm#nshtlner,mess 4451 St.Lue6 Blvd. etluwiniefsflyn:aeamlegmtryn i n0stlymlpeues imGed lce rras De 4a[e32ve n E�i8e 6a11�>3 Rml;mr.erLar.9ska h;o:n a'eerls1id}:11 c�adeNma:mn d£nl:it1L Copyright-20164-1 Rodfroms-Aahos yUemb Ill,P.E.Reimiaalar of this dote—t.in uy him,ispreh2ited withoosthe mina permission Gem Ad Roof&asses-Anthony U mhn 111,P.E Fort Pierce,E1�34946 I I Job Truss Truss Type Qty Ply 67901 C01 G GABLE 1 1 A0204301 Jab Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Wed Mar 08 14:51:45 2017 Page 1 I D:ld_OOXyyT61Bi_TXo ljwHHzefvK-h5oFm6inr9a9XzBZALWXQkluMzdJ 1 U_t3tmM61 zcz2i -1-0-0, 9-8-0 194-0 20-8-0 1-4-0 ' 9-8-0 9-8-0 14-0 I 4x4= Dead Load Defl.=3/16 in 7 m 3x8\\ 1.5x4 II W1 1.5x4 II 6.00 2 1.5x4 II 6 8 rj5x4 II 1 5 STi ST13x 8 103x4 3 x4 117 20 21 x6II23 2 3x I 34 3x10 II 6 II 1 1 12 24- 0 - 311 % 7 28 14 30 313 4x4 15 4x4= 3x8 MT20HS= 1.5x4 II 2-0-14 1-51 1417-3, 9-8-0 17-3-2 19-4-0 -5 7-7-2 7-7-2 2 A 0-5-11 Plate Offsets(X,Y)— [4:0-0-0,0-1-15],[4:0-1-8,0-6-9],[10:0-1-8,0-6-9],[10:0-0-0,0-1-15],[14:0-3-4,0-1-8],[19:0-0-13,0-1-9] [22:0-0-13,0-1-9] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.13 12-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.32 12-15 >694 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.37 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight:119 lb FT=0 LUMBER- TOP CHORD 2x4 SP No.2 11)In the LOAD CASE(S)section,loads applied to the BOT CHORD 2x4 SP No.2 WEBS face of the truss are noted as front(F)or back(B). WEBS 2x4 SP No.3*Except* 7-16=-339/606,3-19=-449/310, W1:2x6 SP No.2 18-19=-449/310,17-18=-449/310, OTHERS 2x4 SP No.3 16-17=-425/283,16-20=-425/283, LOAD CASE(S) BRACING- 20-21=-449/310,21-22=-449/31 0, Standard TOP CHORD 11-22=-449/310,15-16=0/395 1)Dead+Roof Live(balanced):Lumber Increase=1.25 Structural wood sheathing directly applied or 4-10-8 or Plate In oof e=125 purlins. NOTES- Uniform Loads(plf) BOT CHORD 1)Unbalanced roof live loads have been considered Vert:1-23=-54,2-23=-14,2-7=-54,7-12=-54, Rigid ceiling directly applied or 8-2-0 oc bracing. for this design. 12-24=-14,13-24=-54,2-12=-20 JOINTS 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Concentrated Loads(lb) 1 Brace at Jt(s):16,17,18,20,21 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Vert:15=-1(B)25=4(B)26=-1(B)27=-1(B)28=-1(B) MiTek recommends that Stabilizers and required Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); q exposed;end vertical left 29=-1(B)30=-1(B)31=-1(B)32=4(B)cantilever left and right ex cross bracing be installed during truss erection,in 9 p accordance with Stabilizer Installation guide. exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the REACTIONS. (lb/size) truss only. For studs exposed to wind(normal to the 2 = 769/0-8-0 (min.0-1-8) face),see Standard Industry Gable End Details as 12 = 769/0-8-0 (min.0-1-8) applicable,or consult qualified building designer as Max Horz per ANSI/TPI 1. 2 = -18(LC 16) 4)All plates are MT20 plates unless otherwise Max Uplift indicated. 2 = -565(LC 4) 5)Plates checked for a plus or minus 0 degree 12 = -565(LC 5) rotation about its center. Max Grav 6)Gable studs spaced at 2-0-0 oc. 2 = 913(LC 20) 7)This truss has been designed for a 10.0 psf bottom 12 = 913(LC 19) chord live load nonconcurrent with any other live loads. FORCES. (lb) 8)*This truss has been designed for a live load of Max.Comp./Max.Ten.-All forces 250(lb)or less except 20.0psf on the bottom chord in all areas where a when shown. rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members. 2-3=-1362/715,3-4=-878/393, 9)Provide mechanical connection(by others)of truss 4-5=-867/433,5-6=-879/495, to bearing plate capable of withstanding 565 lb uplift at 6-7=-894/564,7-8=-894/563, joint 2 and 565 lb uplift at joint 12. 8-9=-879/494,9-10=-868/434, 10)Hanger(s)or other connection device(s)shall be 10-11=-878/393,11-12=-1363/716 provided sufficient to support concentrated load(s)221 BOT CHORD lb down and 159 lb up at 2-0-0,and 221 lb down and 2-25=-502/1175,25-26=-502/1175, 159 lb up at 17-3-4 on top chard,and 68 lb down and 26-27=-502/1175,27-28=-502/1175, 4 lb up at 2-0-0,12 lb down at 4-0-12,12 lb down at 15-28=-502/1175,14-15=-502/1175, 6-0-12,12 lb down at 8-0-12,12 lb down at 9-8-0,12 14-29=-502/1175,29-30=-502/1175, lb down at 11-3-4,12 lb down at 13-3-4,and 12 lb 30-31=-502/1175,31-32=-502/1175, down at 15-3-4,and 68 lb down and 4 lb up at 17-3-4 12-32=-502/1175 on bottom chord. The design/selection of such WEBS connection device(s)is the responsibility of others. 7-16=-339/606,3-19=-449/310, iTe;enr-Flsetlenr.}Jreert'dheR-IEC"s?DF:S8�4�2B reER3rt I:L4S6(DSCIIli9i?CSID4rF011'VSQ67fifP4Yt[I'trn re:'rfi krrytpan:rot«seK«d eaksnCit Re,t CniyeC«raFpC:;c Stle fAinrL6zka ln;rF.r�ann Sin!Lelneee.Gelass o'«rise rCet elle lCC,eeir WTtz«mute ddtss4tllkeset4!<'Cl1tsleedt.RtTrasgn:xhle2ssSu,Sie«etr 6Fh:s!i.h:txl ea�rWCrelnstdsne¢eldnedhe raat:snod eq«:t!rtln:;xQrJ.ir:dxlmyndRe snFitLes;l!ritdaH:ICGt lf,est«1FI{.Iaehnta mss«iMe<,I aF mdneec,!:ii:a:ry Anthony T.Tombo I11,P.E. eetn lei :m h.egh(t. a r '.14 dde CregRaC-1,aakrdegeku lhl MgD sgm,n—I'd dhs Irde lt(nila 6l x ifgmd-gM i Tk,jr ole,heTCCeetnt fi:0 e'tlT s-«Crt'Te e(3s1 1 st r «[hn etse:�tetx ra�r«Qailhjd z80083 Ih'alfaFC s$.armt(eYse.ln ACtdes s.:ed'u S:iC.nl't;r«clses 11ef eituF:rf1[rp«elS!fE¢detsehw7(Sijddr:Yttlr lK ndS$Llmntan«thr g:vvd�dae iFFl defieestee resrexswlties nrktesd«las,C_key,.,na.i6e a3eenn<t«a Y.sede�e«r,al¢ts 44515t.Lucie Blvd. ellnvise kr,dlrar«hMtyedquiar nxg lr zl prlres lndrd.la GrxCeus[e1«r«isEFtle6alihraerl}a«,«Lass Sr:les Eyacdmirtlfq.:ll«ifek:a!'rrs,ne esd£net¢;t4L Fort Pierce,FL 34946 (ogpight�7UIG.A4 RnotTrossas-Aethory i.Tnn§o ilt,P.E.Reptodudiar:olthis domrobat.is any form,is prohibited sithoulthe atinen permission frera A-IRaoifmsses-Ar.thonyL]Lm'no III,P.L T Job Truss Truss Type Qty Ply 67901 CO2 COMMON 2 1 0204302 Job Reference(optional) At Roof Trusses,Fort Pierce,FL 34946,deiign@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:45 2017 Page 1 ID:ld_OOXyyT61Bi TXo1jwHHzefvK-h5oFm6inr9a9XzBZALWXQklxHzfrlXwt3tmM61zcz2i 1 4-0, 5-2-9 9-8-0 14-1-7 19-4-0 ,20-8-0, 1-4-0 5-2-9 4-5-7 4-5-7 5-2-9 1-4-0 4x4= Dead Load DeB.=3116 in 4 6.00 12 1.5x4� 1.5x4 3 5 1 m 2 6 M I1 7 Iv o 8 3x4= 5x8= 3x4= 9-8-0 19-4-0 9-8-0 9-8-0 Plate Offsets(X,Y)— [2:0-2-0,Edge),[6:0-2-0,Edge),[8:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.11 8-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1,25 BC 0.73 Vert(TL) -0.29 8-14 >812 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MSH Weight:87 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)This truss has been designed fora 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live WEBS 2x4 SP No.3 loads. BRACING- 5)'This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 5-3-0 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the ROOT CHORD pT bottom chord and any other members. 6)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 7-10-7 oc bracing. to bearing plate capable of withstanding 580 lb uplift at MiTek recommends that Stabilizers and required joint 2 and 580 lb uplift at joint 6. cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (lb/size) Standard 2 = 79110-7-10 (min.0-1-8) 6 = 791/0-7-10 (min.0-1-8) Max Horz 2 = -33(LC 5) Max Uplift 2 = -580(LC 4) 6 = -580(LC 5) Max Grav 2 = 858(LC 10) 6 = 858(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1209/768,3-4=-925/575, 4-5=-925/575,5-6=-1209/768 BOTCHORD 2-8=-547/1029,6-8=-550/1030 WEBS 4-8=-266/526,5-8=-347/372, 3-8=-347/373 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. vn6g-Flea weagYp«rev sx7I1CG'ICSSB(YlEi y�E3At I:LNS6CCs0;Rd9Ss9S':CYj 1Ef1'1;pTiiS.[Lro"iL'sr�n fxCp leLp pce:aa,atrnl t,n"Jsrms h!ipWrtby',1[k)mltleknurl.Iale4,tf.lde:n-sSWstdaere.Fi:a Mimnesxfeln Be RO,alp ELbkmedr){ars sldnaes<sUs4tTGCaltsdt 4ehasW?Fgaaw(u,ae;nLy Blf>reRtls:sln�i[+1,grt;MsnicghvedMprdt:fiail ngivam.7regsau`r*h M3<le:i�d4e su}'s isa:lep dnCxl7Pedp,nla1F41.Cxiagsu:rarat,Infup wleins.staalurt('. Anthony T.Tombo ITT,P.E. ,dneelhs'msGv eayleCir I tl InS:lapdd Cna,trm Cvxis adhmeisnne Wimgae,nle adeddlN Y(.as rx alr'wlmiSriUmi:ad=ai Rld Ile epnddfie l06al nifieYeudBe h.ss adsiwgMeTmg siveie,nd mwnika3g slueCx n.paysJitfd 80083 ' tle G:tiog¢esiger s6e5r3 Ytea ssamuR:IDCa/tlep,alesul gr'iel sidhelnPS pGuys nl Stele Ads,seen;l[511pdfi1eel(IflniSl(A rssdaerntia peed prtsar.Tell isSeeseeregnsAMiras nikaadYelassC:u�a,hsss Drips Eg—trd lass Ysuhdna.Ness stlawhs ieF,llrs;nnals5redgnkncss N,dlpxaes ladssi.las(nn Detu E.12a aF7rths lliyOeslprrc,aLsa<paew Gjva CnthUOsp.IDaIMM;—isrsid�nlaiN. 4451 St.LUC10 Blvd. Fort Pierce,rL 34946 (oppighI02016A-IRaalTrusses-Anbo%LTum5o III,P.E.Rearadvaime alibis dommem.in say form,is probibired whbaufibe written permission from Ad Roof Lassos-AnlhonyL Tanbo Ill,V, Job Truss Truss Type qty Ply • 67901 CO3 COMMON 1 A0204303 FJobeference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:46 2017 Page 1 ID:ld—OOXyyT61Bi TXoljwHHzefvK-91MezSjPcTiO97jlk3lmzyl5fN?Zm 411XWveTzcz2h 1-400 5-2-9 9-8-0 14-1-7 18-11-14 1-4-0 5-2-9 4-5-7 4-5-7 4-10-7 4x4= Dead Load Defl.=3/16 in 4 6.00 12 1.5x4,�' 1.5x4 i r 3 5 1 2 sv �1 m 7 30= 5x8= 4x4= 9-8-0 18-11-14 9-8-0 9-3-14 Plate Offsets(X,Y)— [2:0-2-0,Edge),[6:0-0-0,0-0-141,[7:0-4-0 0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.12 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.31 7-10 >725 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:84 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 chord live load nonconcurrent with any other live BRACING- loads. TOP CHORD 5)'This truss has been designed for a live load of Structural woad sheathing directly applied or 5 20.Opsf on the bottom chord in all areas where a-2-13 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the ROOT CHORD p T bottom chord and any other members. 6)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 7-6-10 oc bracing. to bearing plate capable of withstanding 433 lb uplift at MiTek recommends that Stabilizers and required joint 6 and 578 lb uplift at joint 2. cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (lb/size) Standard 6 = 689/0-3-8 (min.0-1-8) 2 = 792/0-7-10 (min.0-1-8) Max Horz 2 = 83(LC 4) Max Uplift 6 = -433(LC 5) 2 = -578(LC 4) Max Grav 6 = 753(LC 9) 2 = 859(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1213/763,3-4=-928/571, 4-5=-92B/570,5-6=-1214/756 BOT CHORD 2-7=-596/1029,6-7=-587/1031 WEBS 4-7=-260/529,5-7=-350/362, 3-7=-347/372 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. snht-neu@unlllrrt.hrfie'idf�l ?IC!CS(S^1d�7L9A1IU56:96P,11_lif�110kt-{Cfr'Ji(Y6;aif4eY:k1'6:a trdfltsip taa::!nsnt rnlwhsn:is rnn EtsiP6rru;0[:j e!J@e 4tf®r r.rub©,tLrhna Sie!lelue n_Feim e'lmise rthln@e ICO,nI; wTt3snxartldnsidl5:tntir:at iG9hltrt:L Astrnss gars .,�remlry b;iteia@etslna�'NirtrnutelsutegUstdAtrnt:sit:du;feenn7rayed@trfr,RtreuTellksi:yhlm;tettldnlSe t60ed/,sdniFtr.Teit;itfnaoes,lairtr ndEien,Mrl�ar. Anthony T.Tornbo III,P.E. nt—I rts Tunfrtm hdbi1;atu;tmsu:Irt;dSsann,aeC.s!istxktmd yrenat 4ilfv;0a�ga,h@e nger,dtie ltC,@rlx nith hxl Billie;tdzNrnd.ne en:t!ddhe NOtet ntfitlltud@rL;s;hddig4tdtr;,;Irgt,h;hletinniknu;sid hdt its;n;itairyd. =80083 ' ae Gnfer U:signai br"tan.tatsln sdrd'nRIDC n/dx rnGin,ntp!i[rlha tl to Eti:4e;bcprcsl Sahhtdtrndi�(fflgrdri4tthrPnlfrrl rrrelnerstkx pmnd Pitue,iPll edins@rresrns�7nn ntQaadmLt;sa:spn,Lan�!inttlttnnelnn l'mhantr,ulen 4451 St.Lucie Blvd. tanwlnkf 1ltttuMMtgetept@r7cslr r9 rtatn anlrtt.lhrns Desin blhni ls[itat6ailllgaalgan;nLn;sStsuxbntuJ Filini.Lla;ttde:ltna;nt is EdttA ieir6L Fort Pierce,FL 34946 (opyright-0 7616hd RaaiLassas lathaayLlamhoill,P.E.Reprrdudiaa olthis duumeot,in any form,is pmhbitad without the written permission from bd Raolhusses-AafheayLTamha Ill,H. T Job Truss Truss Type Qty Ply 67901 C04GE GABLE 1 1 i0204304 Job Reference o tional At Roof Trusses,Fort Pierce,FL 34946,design@a1 truss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:46,,2017 Page 1 ID:Id 0OXyyT61Bi TXoljwHHzefvK-91MezSjPcTi097jlk31mryI1xN_6mu611XWveTzcz2h r1-4-0 5-3-6 , 12-10-3 , 19-0-0 25-8-0 25i1,1-8 1-4 7-6-13 6-1-13 fi-8-0 0-3-8 = • 6.00 12 5x6 Dead Load Dell.=1/4 in 6 7 ST3 5x6 3x4 T 4x4 G 5 6 9 8 4 W5 n 1 W4 2 3 10 9 W1 2 8 5x8= 3x3 II q 5 v 1 2 ai 14 13 30 12 3x8= 3x6= 3x3 11 3x4= 1s 4 0 18-9-12 18 11r2 25-11-8 9A-13 9-0-15 1- 6-7-8 0-4-14 Plate Offsets(X,Y)— [2:0-2-0,Edge],[4:0-3-0,0-3-0],[5:0-2-0,0-0-12],[6:0-1-12,0-0-14],[7:0-0-0,0-1-15],[8:Edge,0-1-12],[11:0-2-12,0-3-0],[16:0-1-10,0-0-12],[20:0-1-10 ,0-0-121 LOADING(psf) SPACING- 2-M CSI- DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.08 9-10 >940 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.42 12-14 >536 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:187 lb FT=01/ LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2*Except` 1)Unbalanced roof live loads have been considered • B3:2x4 SP No.3 WEBS 2x4 SP No.3 for this design. OTHERS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) BRACING- Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; TOP CHORD Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Structural wood sheathing directly applied or 5-0-5 oc cantilever left and right exposed;end vertical left purlins, except end verticals. exposed;porch right exposed;Lumber DOL=1.60 BOT CHORD plate grip DOL=1.60 Rigid ceiling directly applied or 6-M oc bracing. 3) Truss designed for wind loads in the plane of the WEBS truss only. For studs exposed to wind(normal to the 1 Row at midpt 11-14 face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as MiTek recommends that Stabilizers and required per ANSI/TPI 1. cross bracing be installed during truss erection,in 4)All plates are 1.5x4 MT20 unless otherwise accordance with Stabilizer Installation gpide. indicated. 5)Plate(s)at joint(s)7,7,2,12,6,11,9,3,5,5,14,8, REACTIONS.All bearings 0-3-8 except Qt=length) 15,16,16,17,18,18,19,20,20,21,22,22,23,24,4, 2=0-7-10,12=0-2-12. 25 and 26 checked for a plus or minus 0 degree (lb)-Max Horz rotation about its center. 2=466(LC 4) 6)Plate(s)at joint(s)13 checked for a plus or minus 5 Max Uplift degree rotation about its center. All uplift 100 lb or less at joint(s) 7)Gable studs spaced at 2-0-0 oc. except 2=-476(LC 4),12=-186(LC 5), 8)This truss has been designed for a 10.0 psf bottom 9=-260(LC 4),10=-824(LC 5) chord live load nonconcurrent with any other live Max Grav loads. All reactions 250 lb or less at joint(s) 9)•This truss has been designed for a live load of except 2=798(LC 10),12=810(LC 9), 20.Opsf on the bottom chard in all areas where a 9=261(LC 12),10=683(LC 3) rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL= FORCES. (lb) 10.Opsf. Max.Comp./Max.Ten.-All forces 250(lb)or less except 10)Provide mechanical connection(by others)of truss when shown. to bearing plate at joint(s)12. TOP CHORD 11)Provide mechanical connection(by others)of truss 2-3=-1154/612,3-4=-796/334, to bearing plate capable of withstanding 476 lb uplift at 4-5=-659/349,5-6=-67/313,7-8=-149/285 joint 2,186 lb uplift at joint 12,260 lb uplift at joint 9 BOT CHORD and 824 lb uplift at joint 10. 2-14=-861/1092,11-12=-673/224, 6-11=-495/392 WEBS LOAD CASE(S) 3-14=485/527,5-14=0/351, Standard 11-14=-507/655,5-11=-766/619, 8-11=-284/364 7nhr-FhnllongYyrzs4t the'li lO;r lr4Scg�i<:fig?,ef63fl19Nf6[WOIIICS(CStOYi-161'7j1SCIE'u%if[uY:fr'Mn tn�4sippa7_aen rrt rnletlern!7s lnn C!!ipVnr�!ICSjml8e ls0arl.tufsl2,tt le!sna Skxtelwe.u.CehneMain e�elm6e lG�,erlr YiTs}eam�syltln sldlNsselie is-CCGr sd/.Asslrns0lx hlmae0ry�easlTrrpar;ptl::slnacpi6;sy!c:unntcgraedOs rrek:si!ed n�!nmprnresatt�fr,St!!synelCxtieyk rrt;lepdMnrel6pnli,ni!r IFf1.TS!!<:ipsnm(rcs,Maierusl�en,uifilitlp AnthDny T.T0mb0 III,P.E. nane!In.,Gnsfx TR lofrt.ihsuspaf3:DyYMDnr.,CfC.eeirmtlhdg!SnG:ralfeq Oe::ge,m7x nslsd[ffi!IM he lCnita lm(r',.Ilis;sole ns Rl1.Its eiy nYdGs f00 rzt®l fi!Y aaYe inn Qd.C�ks!T�,nage,nsGrocani hmar s}terse tlx nslanhJDys1 =8008 ' mtsatro!u�r!ut,r*e;in.}%eonsdaa•r!TDDnlCzyiealaselredisaa�lnilsrr�=p!nts:5hlsrff!w�;r[sgrdr<klhlr,ntslu,min:!Iwrr!�mprosc!.Tnit6n!sn!nsrt.s:*,mnntan!sareh>ro!kpe,tusscnRsrsdr<rznetn,sv ncw...nins - 44515t.Luei Blvd. stlnris!leraellysramen sQadops3riP.axh,mi rcuzs lsnh!i the Gass DeVt.bIt..h rfis l:lliy D<sl n,ahas.fp:hz Gran duylAi4 pudC!d'xas nendaSnlrcR41 loft1St.Pierce,c' 34946 U s ht 02016 A4 RaofTmsses-Anlhac T.Tomha'III,P.E.RePIodonian aphis daroment,in on loan,is rohNled wOhounhe written ermissiaeffem Ad Raolhusses-Anthonyamb Ill;P.E. PP 7 Y r Y P P nl' 1 Job Truss Truss Type Qty Ply ! 67901 C05 ROOF SPECIAL 1 1 A0204305 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@aitruss.com 8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 15:35:46 2017 Page 1 ID:ld OOXyyT6IBi_TXoljwHHzefvK-sBtf29fOucKQtrY80VPrzgeCxaOgKp_cMFOcJSzcyPR r1-0-Q 5-7-12 1 12-10-3 1 19-0-0 25-8-0 25i11-8 1-4 5-7-12 7-2-7 6-1-13 6-8-0 0--8 6.00 FIT 5x6 Dead Load DeFl.=3116 in 5 5x6 7:�- T 4x4 415 6 :W6 r; W4 1.5x4 Q 3 5x14= 7 2 3x4 II 3x3 11 O 3 v m 2 01 10 9 5x8= 2x4 11 3x4- 19-4-0 1 10-0-0 18-9-12 18-1 tr2 25-N-8 10-0-0 8-9-12 0- 6-7-8 0-4-14 Plate Offsets(X,Y)— [2:0-2-0,Edge],[4:0-2-8,0-3-0],[5:0-4-0,0-3-0] [6:Edge,0-1-12],[8:0-6-8,0-3-0],[10:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.15 7-8 >548 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.34 9-10 >656 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014IrP12007 Matrix-MSH Weight:157 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) BOT CHORD 2x4 SP No.2`Except' Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; 133:2x4 SP No.3 Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); WEBS 2x4 SP No.3 cantilever left and right exposed;end vertical left BRACING- exposed;porch right exposed;Lumber DOL=1.60 TOP CHORD plate grip DOL=1.60 Structural wood sheathing directly applied or 5-5-15 cc 3)Plates checked for a plus or minus 0 degree purlins, except end verticals. rotation about its center. BOTCHRigid ceilORD ing directly applied or 6-0-0 cc bracing. 4)This truss has been designed for a 10.0 psf bottom ` chord live load nonconcurrent with any other live MiTek recommends that Stabilizers and required loads. cross bracing be installed during truss erection,in 5)'This truss has been designed for a live load of accordance with Stabilizer Installation guido 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS.All bearings 0-3-8 except Qt=length) bottom chord and any other members. 2=0-7-10,9=0-2-12. 6)Provide mechanical connection(by others)of truss (lb)-Max Horz to bearing plate at joint(s)9. 2=466(LC 4) 7)Provide mechanical connection(by others)of truss Max Uplift to bearing plate capable of withstanding 450 lb uplift at All uplift 100 lb or less atjoint(s) joint 2,210 lb uplift at joint 7 and 1113 lb uplift at joint except 2=-450(LC 4),7=-21 O(LC 4), 8. 8=-1113(LC 5) Max Grav All reactions 250 lb or less at joint(s) LOAD CASE(S) 9,7 except 2=753(LC 10),8=1215(LC 9) Standard FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-997/514,3-4=-658/279, 4-5=-195/404,5-6=-187/410 BOT CHORD 2-10=-761/942,5-8=-671/493 WEBS 3-10=-461/500,4-10=0/355, 8-10=-414/516,4-8=-842/674, 6-8=-489/502 NOTES- 1)Unbalanced roof live loads have been considered for this design. 'dl�np-flsrttllrt!¢IpreiieaGe'14I0aE 1ir1<3f1�0^,:,nEtlOFt llYffi�#aIIIJ'fi;JS`:00irCf0'�1!CE:OiIR"+Y:PI'M1:n.irtlpie[glpaaz�tlt tefteelee!etle+JsLlftCtti3l arttiutQPC;adl4e deRwrLfeafe E,ri1!!.•-rta¢Si�tG[ta:tic>_Csilss e5u.ise sat[rlNe r6a,ttk . wtlirmtgltesssSe.lsNx:oeus<ld:e.i,t1llfalsry�trt�,spl:rtpM1pan:t�n�plal4�x14l,irr�larsfrtssllofit;o:a�plrma.aryM1rmsmptlmsl+arm:rtpmilnitoolrt{,unrrn.ret.yl ;:a{ mrlttili:.,mfr:�< Anthony T.Tombo III,P.E. na—f lsfrio L—1 reset,ha-'{F:ftz drla.F,0. G-el o4"W'W-6:r•u.'nl: rt,l.,aetletetrnt mat lxrtt:kb.rtIWlfig,umrrlL N,"mddfll mo�r�qNI{e,Vi'm,s:amr!{kink.:lt'101t'l wk—!Mh ne fl;rrt40yd Zt 0083 It, alfl tu[laFart.(atClfedtdlr.lA:ldixlttti[4 1.:Ir•,k3d1>rkS (! Ik,ttlrldFlalmatr(mrdr.xtlrr rJau6!!drtlFtt/M d 11rF1<.fnK@tltltlSs�h".16tudhAhoes;Y;1rcSfat!l ernf$urtdlm[fl.id¢$f - =8Lucie '� n�*ertrt 4451 St.Lucie Blvd. dlaxb termel4rt;atro<ItgetepFsvruhelgtielilnSN 1!!r naefn(ajetirtC-rH[trfliagalnpzx.irinr,5rdex[!{icndtnbRlliq.dll¢{odetlisz;neFs9dudrsR41. Fort Pierce,FL 34946 kp'dibiredwbhwrlhe minen permissiurfrmA I1nfLussas-ArthonyLI:da III; I. air Job T g russ Truss Type Qty Ply i02043O6 67901 CA Comer Jack 1]Job Reference(optional) At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:47II2017 Page 1 ID:ld_OOXyyT6l Bi_TXo1jwHHzefvK-dUwOBoj 1 NnrtmH IylmZ?W9rJtnWBVTDAXB FSBvzcz2g -1-4-0 0-11-11 1-4-0 0-11-11 3 6.00 rl2 0 2 0 0 Bl � T1 Q° 1 Q° 2x4= 0-11-11 0-11-11 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 - TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:6 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOA CHORD 2x4 SP No.2 BRACING- to bearing plate capable of withstanding 100 lb uplift at TOP CHORD joint(s)3,4 except Qt=lb)2=273. Structural wood sheathing directly applied or 0-11-11 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -3/Mechanical 2 = 166/0-7-10 (min.0-1-8). 4 = -16/Mechanical Max Horz 2 = 114(LC 4) Max Uplift 3 = -3(LC 1) 2 = -273(LC 4) 4 = -19(LC 10) Max Grav 3 = 26(LC 6) 2 = 192(LC 10) 4 = 55(LC 4) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.Il;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6,tkg-flan@,nrelhrz.�n ne7ira:;It45S81!3';.i[[3111i14f6(1sg,71cY(3S?OY-ILTf12(C�6,[rSY:iPhra rN!hiprrr5n!ulrt,ruZ!u^�s Less4!ipOrt.yl![.$ml@ee�barLful,®:r'_efnerSSM!teheM khnYleaiu tGeruae lGD,ult wTairffin rn skal,aet @:reus,edl41rnasosp[y a{u,srmerrss r @:ts n�yr[�rq,!ne egmna r t::t,s� g, ap!h sae a@er,Mdlk nikr-eereaa�mauq.urnmt?s tc�,n.o �armrV,s.ua,rcar pnthonyT.Tombo' TIT,P.E. = .e,fn ?n,t er.1 ,l:rc,!s,r„!@Lrt,tea.,r,@se„fl,o@md.ss,@>uu�o �,k@e a,ndti,uC@,Ittarcat2l ;lr,g„r,wnia.@s, am@,me�ts;eer. r,@,T.,,,;keK�gr a ,1.,g,.kk*nk„ir�.<,szr,we!p,nsaafa 80083,n,raarareaslg>,tt, m,r.nlen,sse,d,na?oom@ed!cm,dVeefilnO>NIfti(IrpRIWilrlblReiplus�r,w!k11tinIllMk—d-1I.Pasdpifc><,.R41ifi,a@eu.,UkalallMsdR?us;o:u�a,iusso•!R,[,�,<nesets,sa rma<,,,I,:s 44515t.Lucie' lvd. I@ernhe i,MzrH a:uam Ipadgn @ rra g 4 di rrties unhai.l6!Ira�s Peen Dpseu is E9i@,u:uiponigar!,uhass Stm,rllnan dllrsrst .Lialadns!?was ue rs aanehnit. Fort Pierce,FL,34946 Oppight 1)2016 V hat Tsaues-kthonyL lomho Ill,P.F.Repaidudaa Jthisdommeat.in any form,is ptohilhed wahaunhe wino petmimiao hem A-1 WiTnivas-Amboy L Tench ill,P.E. Job Truss Truss Type Qty ply 1, 67901 CJ3 Comer Jack 4 1 AO2O43O7 Job Reference(optional) At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Wed Mar 08 14:51:48 2017 Page 1 ID:ld OOXyyT61Bi—TXoljwHHzefvK-5gTOO7kf84zkORt8sT4E2NNUdBg3EwTJIOOjLzcz2f -1-4-0 2-11-11 1-4-0 2-11-11 3 6.00 12 CT 0 o � ro 1 '6 2 B1 t e. 4 ri• o• 2x4= 2-11-11 2-11-11 Plate Offsets(X,Y)— [2:0-44,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:12 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 bti 6)Provide mechanical connection others)BOT CHORD 2x4 SP No.2 ( yth )of truss BRACING- to bearing plate capable of withstanding 100 lb uplift at TOP CHORD joint(s)4 except Qt=1b)3=123,2=355. Structural wood sheathing directly applied or 2-11-11 oc pT BOT CHORD LOAD CASE(S) Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required ■ cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 60/Mechanical 2 = 201/0-8-0 (min.0-1-8) 4 = 30/Mechanical Max Horz 2 = 200(LC 4) Max Uplift 3 = -123(LC 5) 2 = -355(LC 4) 4 = -98(LC 5) Max Grav 3 = 85(LC 9) 2 = 212(LC 10) 4 = 49(LC 3) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. Ns�ng-fleet nmefklJ eeeu..Ce'111r4F?tsSfi(Si1'y 669itIt■f6[JXCIrv"rfGCS?CYi 14Tt')lU:C78�Pa1"'[1r het Irk ieaipJxoetm at:edre'esneis[nss CnipBrteuJ{IW)aM tls I.Wisp, rof!tt!Cshe m,EAtss xtssaiu z:telntte ISU,edC wTetuserasplerrs sallkueiW,■<ixur<t2:1.Llunso:s.�[y®=e{,.ymetTFs;�;;,net�[n,J mcrgrt:msotc,J Yon,rr niYnla;:ee:�rnycr:a gr ies:pnme u,�e rm:rgsfar.Iornp.aeu tnl.rsei<:y,n:.ary.s.I:isradancs:aYarm; Anthony T.Tombo I1I,P.E. nsnedir:Jis,,,4( hia. Yr„[Ynsr;rce.r,aee.nsYa�YtBaYrne[arJu n,s�e�eYarn,oeatitt�[t.lulr:unrra:met-I.mrnn,.Ivae runtaieYli Yrnrrns:�a.�J[ n.rJY,n,t�[.nn�tb■.+I ric:Ie�nsJn,ixlryY[ 480083 nYs,:r,vesitsat[Yzma irensssnedm�:ICElei�el�:nreinsi,ieelunArar:urin a■Is nl.�r.rm,;nfelunbfurls■eswg.III ma:[�Yd�n>,:Y.?nlit1:aeYn:Jn:Mies,�tneesdn.Il�sso:s: 1 �,RetnrnRYY[mneR:n:nra,Ydm 4451 St.Lucie Blvd. ttlCxhe Rf:1[11[IX110(I[QHLiJII!E YIY4 YJKI}3;11<l lnl[IIJ.Ik0[ftli5 Dt[!EI F[J�tl if E iI NI{J:l[Ili Enl}iFt_nTIYtS fYSIt3IYr®}C YnJ IJiI[li).III(tiA9IL•iI I.Ydi Ile ri idSnl SRI I. (opyrighi 02016 A I Rarffmsses-Anthony L Tani.III,P.E.RtPTUm:i,:.dthis dmomert,irony form,is prohibitede•Bhomthe mien permission from A-I Renlftnssn-Anthony L Tombs lll,H. Fort Pierce,FL 34946 Job [rjuss Truss Type Qty Ply 67901 2 DIAGONAL HIP GIRDER 2 1 Ai 204308 Job Reference o tional At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Wed Mar 08 14:51:48 2017 Page 1 I D:Id_OOXyyT61Bi—TXoliwHHzefvK-5gTO07kf84zkORt8sT4E2NNRfBoUEWuTJlr?OiLzcz2f -1-10-10 2-9-3 1-10-10 2-9-3 3 4.24 12 8 w � o 2 1 o Bt 0 9 4 1 X 2x4 11 2-9-3 2-9-3 Plate Offsets(X,Y)— (2:0-1-9,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight: i LUMBER- TOP CHORD 2x4 SP No.2 6)'This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members. Structural wood sheathing directly applied or 2-9-3 oc 7)Refer to girder(s)for truss to truss connections. puriins. BOT CHORD 8)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb)2=337. MiTek recommends that Stabilizers and required 9)Hanger(s)or other connection device(s)shall be cross bracing be installed during truss erection,in provided sufficient to support concentrated load(s)136 accordance with Stabilizer Installation guide. lb down and 56 lb up at 14-9,and 136 lb down and 56 lb up at 1-4-9 on top chord,and 24 lb down and 11 REACTIONS. (lb/size) lb up at 1-4-9,and 24 lb down and 11 lb up at 1-4-9 3 = 8/Mechanical on bottom chord. The design/selection of such 2 = 187/0-10-7 (min.0-1-8) connection device(s)is the responsibility of others. 4 = -2/Mechanical 10)In the LOAD CASE(S)section,loads applied to the Max Horz face of the truss are noted as front(F)or back(B). 2 = 155(LC 14) Max Uplift 3 = -68(LC 5) LOAD CASE(S) 2 = -337(LC 4) Standard 4 = -2(LC 1) 1)Dead+Roof Live(balanced):Lumber Increase=1.25 Max Grav Plate Increase=1.25 3 = 70(LC 16) Uniform Loads(plf) 2 = 248(LC 19) Vert:1-3=-54,4-5=20 4 = 86(LC 14) Concentrated Loads(lb) FORCES. (lb) Vert:8=111(F=56,B=56) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Extedor(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 1 3)Plates checked for a plus or minus 0 degree rotation about its center. ' 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. eeor-nm anynlre.:ye fuo *!ev<s;sra 5f81tinase uilrrorill19rlymera:uau;[rtrarnota,�ra an,ne,,,l.a r rn,:k�r �Pn�aaar[m®rtt.e,�rtrr,s',mve. r�va�:er:e�rtrco.rnf lhTet gems!dl1e11WViCCwle,d2l,alre:sUe[nehra:w[i.e,ae�7FFS,n:enina�ID7rgreWs®ecr+b,rrntuprsx .,de[siasacre. ,Jthh. erng,nOeueQelmslelJ.dnIklOGnlr,eunirrlReirlpn,.arssx.,IwtarmlGie[s,uail'df Anthony 7.TomboIll,P.E. ede,ennu.,,rneglealg o°germmrydr.o>< au.:+[oda.trnenr:satt�oyn,aernneamm�Lerrtatut vu„rrrntma.tk[n:r,dru,mo- t®te•il.,rrnrt,,uaaeey�auu:agr,°,idn�oirn::,'seeraen:lmumd =80083 ' neulr4C.,ige etleY,mr FC nnniedi,RlCCn/Yzri,ntttnipu2dmsel az[NSyGe{ elSahlrtAn¢eCa lfS rd6:k11llnnlS7GserAnn:Nixpa prime i%Itdnn ensrnskl naslh6rtdn:hre.0:sg,ire,[afiq,h}rerasles[6mhdnn,nim 4451 St.Lucie Blvd. enwneiefaellysfwnmrpedep[heieulrnYlra!swnh:d.leerra.so<s!wfarxuis4f8sGItarCenlx,;aLossAnnnitrco!uybrlfwr.dlialaderlina;mmlduLLaRFI. Fort Pierce,FL 14946 (opydght 0 2016 Ad Raollnsses-Aathoay L loml.ill,P.I.Rep annim dthis burnent,in ay form,is probihiied wAhom she w itlen permhsienfrom Ad RoalTmsses-Asthony L limbo ill;P.I. J Job Truss Truss Type Qty Ply • 67901 HJ5 Diagonal Hip Girder 2 I A0204309 Job Reference(optional) At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:49 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-Zl1mcTIHvOSbObSKPBbTbawZnblrzLzT_VkZFozcz2e 1-10-10 3-11-4 7-0-2 1-10-10 3-11-4 3-0-13 4 Dead Load Defl.=1/8 in 4.24 12 3x4 I 3. 11 . a . 0 m 'h N 10 N 1 2 12 13 6 6' 6' 4x4= 5 30= 7-0-2 7-0-2 Plate Offsets(X,Y)— (2:0-1-4,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.21 6-9 >404 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.18 6-9 >467 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MP Weight:29 lb FT=0 LUMBER- TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree BOT CHORD 2x4 SP No.2 rotation about its center. BRACWEBS 2x4 SP No.3 3)This truss has been designed for a 10.0 psf bottom TOP CIHORD chord live load nonconcurrent with any other live Structural wood sheathing directly applied or 6-0-0 oc loads. purlins. 4) This truss has been designed for a live load of BOT CHORD 20.Opsf on the bottom chord in all areas where a Rigid ceiling directly applied or 6-1-3 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' MiTek recommends that Stabilizers and required 5)Refer to girder(s)for truss to truss connections. cross bracing be installed during truss erection,in 6)Provide mechanical connection(by others)of truss accordance with Stabilizer Installation auide. to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except at--lb)2=673,5=441. REACTIONS. (lb/size) 7)Hanger(s)or other connection device(s)shall be 4 = 58/Mechanical provided sufficient to support concentrated load(s)136 2 = 379/0-10-15 (min.0-1-8) lb down and 69 lb up at 1-4-9,136 lb down and 69 lb 5 = 190/Mechanical up at 1-4-9,and 158 lb down and 136 lb up at 4-2-8, Max Horz and 158 lb down and 136 lb up at 4-2-8 on top chord, 2 = 274(LC 4) and 151 lb down and 37 lb up at 14-9,151 lb down Max Uplift and 37 lb up at 1-4-9,and 14 lb down and 59 lb up at 4 = -100(LC 14) 4-2-8,and 14 lb down and 59 lb up at 4-2-8 on bottom 2 = -673(LC 4) chord. The design/selection of such connection 5 = -441(LC 5) device(s)is the responsibility of others. Max Grav 8)In the LOAD CASE(S)section,loads applied to the 4 = 87(LC 10) face of the truss are noted as front(F)or back(B). 2 = 379(LC 1) 5 = 192(LC 18) LOAD CASE(S) FORCES. (lb) Standard Max.Comp./Max.Ten.-All forces 250(lb)or less except 1)Dead+Roof Live(balanced):Lumber Increase=1.25 when shown. ,Plate Increase=1.25 TOP CHORD Uniform Loads(plo 2-10=-335/359,3-10=-303/376 Vert:1-4=-54,5-7=-20 BOT CHORD Concentrated Loads(lb) 2-12=-528/327,12-13=-528/327, Vert:13=-9(F=-4,B=4) 6-13=-528/327 WEBS 3-6=366/592 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 Sasug-Flssstlnse{nrrerar Ge'ilIC:;iiBSSSr113�6[C91(I!EUSfl4146111vaiifi'C4ft LM,1M"jW.lM'r6:aIr.LIG;ipF'�^dus utsed NesuesL ss ksipptrigP(:;miIh kkarr-I�Ie R,p Ih._re'sS !Ielce w.re6sse lse soldnP.e tCC.ed; 18Tekr�rEardnrsssglersetir3<itL`Irkr!etf-AsrUnsO:sufga:a(Is,tieorCrfspu:t�tlasslreasptA,rgn:wnrcp;srdeeEni:siiotlusiosr�raga:dtn@;liftupdtEetlrgleTrs=-:tgndelCCedi,etimllFlTuit:�as:.. ;,l,�arurm„c.ua,m; Anthony T.Tornbo III,P.E. ntaedsz;fuss Wr e2 Ner!n6,myusWo dCs G—'EsCnei sa2lsrfldgvin h!1.,Iirg Ces.�a,n3erededd!is li:,de lX-11.11.1 W114 b.ui ftkL 14,gmd 06,0ced of Wk.dlkT—.uddigledleg.dvge,hstd:dmrdL ss sii'tea,nstnsiiadtrl ' 6,101.Cesi dtrdudrt.AOedrisdrd'r.IN'da-n&'iui pdidi's 1liohu G. eeetsahlfli-hm"Itsf de.ktti TUdSYA—da,ndtx-i ui—lit]0,.Rensns67hiesrsihturdR:lur.0:s: iiess�!gsFa:r<nrritrrsc¢ud.a.rl,edr:, '80083 y r%m r ; t dI r i s t "� g 4451 St.Lucie Blvd. rrtnmr&hMirstgnods¢s.Ngu2 nrrey 7rr:nas irnhsd.lhs Grs Des!u Eeilaelifgidrk;lllg Oui;.xs,nLnss Srslea[y!esn drgfrdilag..gl rgCdL•d lnas ru rtddinlie7tll. (opyrig6t D 2016 A-1 iodbmsses-h6ory r.hmba ill,P1.Reasadodiaa alibis dam.ant,is any fum,is probiterl mit6outtAe mitten permissioefmm Ad ledImsses-AsAvy I.Tomb 111,P.F. Fort Pierce,FL 34946 Job Truss Truss Type Qty Ply 67901 J2 JACK-OPEN STRUCTURAL 9 1 0204310 Job Reference o lional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Wed Mar 08 14:51:49 2017 Page 1 ID:Id_OOXyyT618i_TXoljwHHzefvK-Zt1mcTIHvO5bObSKPBbTbawfNbBVzN/T VkZFozcz2e -1-4-0 2-0-0 1-4-0 2-M 3 6.00 12 i 2 T1 B1 1 0' 2x4= 4 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MP Weight:9Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)`This truss has been designed for a live load of BOA CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members. • Structural wood sheathing directly applied or 2-0-0 oc 7)Refer to girder(s)for truss to truss connections. pudins. 8)Provide mechanical connection(by others)of truss BOT CHORD to bearing plate capable of withstanding 100 lb uplift at Rigid ceiling directly applied or 10-0-0 oc bracing. joint(s)3 except at--lb)2=236. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. LOAD CASE(S) Standard REACTIONS. (lb/size) 2 = 176/0-7-10 (min.0-1-8) 4 = 14/Mechanical 3 = 33/Mechanical Max Horz 2 = 160(LC 4) Max Uplift 2 = -236(LC 4) 3 = -56(LC 5) Max Grav 2 = 199(LC 10) 4 = 32(LC 6) 3 = 56(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Extedor(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. I 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. innr-flnsa asn�llE urea tu'Lliflr"111i3;Y1El;i[E3AtIElN56E1k„'IICY(CSIDYj tLT;Y')1Jtl78tElku;kl'Isn redttaup}s_ehn ufuol utsu^lslnnCe!i}aVurmE11P;,ealHr sartnrL6rtr G,}�I�ua Siu!telxK as Cdns�lm�nsfhlu2e lAU,u1! IListsaamr}Wrs ikltkcdW,@tiWYlsldi lssrmsCEgaan(ie,Srsaslry Glx:4 Cs aslnsp iltli«}u;rdsoscar5nsdtis Ess'smadesyveuu}rnyn;dZlr6rS</esgad6e s4s4rrts to} nfelfAulr.nln itn.Itrksgs nss(.ar,lairtr¢rtara4ssitiltar Anthony T.Tombo III,P.E. of redks inn txzghiEkxs iskenspuaiiyd6e O.eer,le Cnnsoakar¢rl yacnna tnifiap Cu�ye,hie uaeddAs gr.itrR(al tis lrzl alligced±n{rfli.Ifs en:nddtielCC et of fi:Hnedflsixs,udsf+}kaelay sla:rye,usLaeanniFasl ssdlte oe rtsEnsuairyd 80083 ' aa4al¢aaasipeaJGaLeM. 81vd. saetlns[IsdunaiCCn/Cx}icM¢snl}iielixsdt5er<86eE(ecpeulSa`tlrl5ras6wiEffflldfi;te/lrEElnISCCleeidan:ed1,1mdr imi.1111aNesRansinsUhnnlfiksdlhinss0:s*,ev,rauNipEgiarardlnss Rao :nm,nias 4451 St.Lucie samly iera!ll.a:un�sPeda}a4nasi!ct}zees ma6!d.lkin-s Des:nG}mss6r'EOssUic7Aasym.arLau$sas himodsq haitrd.Liaiedtd�sasmnddudzml Fort Pierce,FL 34946 (oppighi 01016 A I Rodbasus-Aothooy T.kmho itl,P.E.Reprodoeiaa oithis dosomeot,in onybiso,is psoh3ifed rilhouliho mmenpdimissioniramA-1 R.aETmssas-Arihooyf.Ton..A P,E. I i Job Truss Truss Type Qty Ply 67901 J5 Jack-Open 4 1 A0204311 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:49 2017 Page 1 ID:Id OOXyyT61Bi—TXo1jwHHzefvK-ZtlmcTIHvO5bObSKPBbTbawaVb5CzNjT_VkZFozcz2e -14-0 5-0-0 1-4-0 5-0-0 3 6.00 12 r 0 m .- 6 N N 2 6' 6. 4 2x4= 5-0-0 5-0-0 Plate Offsets(X,Y)— [2:0-4-4,0-0-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.11 4-7 >554 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) 0.08 4-7 >712 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:18 lb FT=0 LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOA CHORD 2x4 SP No.2 BRACING- to bearing plate capable of withstanding 100 lb uplift at TOP CHORD joint(s)except(jt=lb)3=227,2=468,4=180. Structural woad sheathing directly applied or 5-0-0 oc pT BOT C LOAD CASE(S) HORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 113/Mechanical 2 = 269/0-8-0 (min.0-1-8) 4 = 59/Mechanical Max Horz 2 = 289(LC 4) Max Uplift 3 = -227(LC 5) 2 = -468(LC 4) 4 = -180(LC 5) Max Grav 3 = 153(LC 9) 2 = 275(LC 10) 4 = 88(LC 3) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. trn6r-Flx nu"jilrndeaW1 IIOil wKsi nl;5101I IfW16r050;1iv9s(J3r0Y'ICfY)RX06 FMisr lan lrtlt tesip ry:r:h«nE a[I mRt oti,I I'til,Caxie{'qrs a,ImmTI.I.I.m,r:.lakna 5i!atEdare ay.tldecs e2nane rdel«Be 100.[df IE[TA.A,p6ssdlk..[furl[TCBYI[let Is.T-01.Ij­,,S,r gm:err 8!od,,Wld;tgmWe[e+m[d«ar#m[ilv{ ar_Tmau n Impdm s hT«;np « tx[lr«nm1 Tx1[no ayncuc Tuff z r:aT AnthonyT.Tornbo Ill,P.E. rldGO.[>•,4[Ond.axtamt[yv2nn!Inlf�On e,nRe«n!ddna�2[ITdF Is�Isa14[yrdvafRll ReeR:a,dd6[�Oaimlfi•N.udLL[T.n va.C�kauda[road[r[n,.«ita.,lsitl{c[a[:raKiaaTd =80083 ' 6.alratos;p[[ail.r.aa[.All«t[Sitl[daN1D7n1TtptfatAnlrys!![;[Itbl:7:er(Ieptr,41Sa41rldnaelm.;161�rd6dt!{rl^nfSlGee!An«:Uhf;YdpilexLIM Mao 6u[SIns58ia[imitfindh!hn50!s!VY,Ttanemplips—i loss P—West-Itis g4515Lrc Lueie6lvd. .6nviu eerad{r.ranMepafapa[nCrs l:ifra[s lnah!11{e fns DeC<[67M!IsrOltle traing 0«Ipu!,nT«uSld[o Fgt!e!o!.[r{aa6g.tll alndi[9 tsasmrtfdndaitLL F441St. uci 34946 OpoilstD201641IiiiO snas-AnlhonyLTomha111,p.E.Repnis,dianalthisdommeet,inonyfasm,ispto6idilidwhhwthmitlenptrmissia IsomA-1luthasses-AetfimyT.Tamlalll;p.E. Job Truss Truss Type pty Ply 67901 L01G HIP GIRDER 1 1 A0204312 Job Reference a tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:50,2017 Page 1 I D:Id_OOXyyT6lBi_TXoljwHHzefvK-13b8ppmwgiDRdkl Xzu6i7oTdm_PkioScD8U7nEzcz2d 1-0-0 5-0-0 10-0-0 15-0-0 16-4-0 1 40 5-0-0 5-M 5-0-0 1-4-0 5x6 Dead LoadlDeB.=1/16 in ' 4= 6.00 12 i 0 1N1 N 2 5 1 t tr r 6 8 17 18 7 1.5x4 II 3x4= 3x4= 3x4= 5-0-0 10-0-0 15-M 5-0-0 5-0-0 5-0-0 Plate Offsets(X,Y)— 13:0 4-12,Edge),[4:0-2-4,0-2-4) LOADING(psf) SPACING- 2-0-12 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.97 Vert(LL) 0.21 7-8 >852 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) 0.16 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) -0.05 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-MSH Weight:65 lb FT=0 o LUMBER- TOP CHORD 2x4 SP No.2 4)Plates checked for a plus or minus 0 degree BOT CHORD 2x4 SP No.2 rotation about its center. WEBS 2x4 SP No.3 5)This truss has been designed for a 10.0 psf bottom • BRACING-TOP CHORD chord live load nonconcurrent with any other live loads. 2-0-0 oc purii 3 max.) 6)'This truss has been designed for a live load of (Switched fromm sheeted:Spacing>2-0-0). 20.Opsf on the bottom chord in all areas where a ROT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Rigid ceiling directly applied or 3-8-12 oc bracing. bottom chord and any other members. REACTIONS. (lb/size) 7)Provide mechanical connection(by others)of truss 2 = 1005/0-8-0 (min.0-1-8) to bearing plate capable of withstanding 100 lb uplift at 5 = 1005/0-8-0 (min.0-1-8) joint(s)except Qt=lb)2=1582,5=1582. Max Horz 8)Graphical puffin representation does not depict the 2 = -32(LC 5) size or the orientation of the purfin along the top and/or Max Uplift bottom chord. 2 = -1582(LC 4) 9)Hanger(s)or other connection device(s)shall be 5 = -1582(LC 5) provided sufficient to support concentrated load(s)273 Max Grav lb down and 302 lb up at 5-0-0,148 lb down and 186 2 = 1005 LC 1 lb up at 7-0-12,and 148 lb down and 186 lb up at 5 = 1005(LC 1) 7-11-4,and 273 lb down and 302 lb up at 10-0-0 on top chord,and 301 lb down and 437 lb up at 5-0-0,47 FORCES. (lb) lb down and 129 lb up at 7-0-12,and 47 lb down and Max.Comp./Max.Ten.-All forces 250(lb)or less except 129 lb up at 7-11-4,and 301 lb down and 437 lb up at when shown. 9-11-4 on bottom chord. The design/selection of such TOP CHORD connection device(s)is the responsibility of others. 2-3=-1640/2429,3-15=-1433/2275, 10)In the LOAD CASE(S)section,loads applied to the 15-16=-1433/2275,4-16=-1433/2275, face of the truss are noted as front(F)or back(B). 4-5=-1 641/2430 BOT CHORD LOAD CASE(S) 2-8=-2017/1413,8-17=-2052/1432, Standard 5-7=-2-2052/1432,7-18=-2052/1432, 1)Dead+Roof Live(balanced):Lumber Increase=1.25 WEBS021/1414 Plate Increase=1.25 WEBS 3-8=-625/423,4-7=-624/424 Uniform Loads(plf) Vert:1-3=-56,3-4=-56,4-6=-56,9-12=-21 NOTES- Concentrated Loads(lb) 1)Unbalanced roof live loads have been considered for Vert:3=-60(B)4=-60(B)8=-199(B)7=-199(B) this design. 15=-57(B)16=-57(B)17=-38(B)18=-38(B) 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.0psf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Extedor(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. a�fir-ems nM.d!r°r.re i uoa(rresss;ulu;zrau lies s r;urAnescnrae('rcicix}uemaveru:rrroa rr�eup�-mr rK°:t�r ten;,mr:cr,!r orr=�Pn:;,,rnramryr.r�r.¢:rt(r!°�,,Barrr:I�:K.r:lcv�.!u c°r(an:lro.:rlr 910°aw1hh„to""1"nr71ea1rfit Aarunsnun F.,a°su,sr,sr(rp>±:;n::°(rr�m;rgn:msna��aaur raPr:slred ras�:r.�m,�arnh;n<(<sy,nmevefa rra<:trl rrn:meuq.nt°In 1.Nfi,ir,vmM_kzM.dw: umm!.ry Anthony T.Tombo III,P.E. nlrs:Jn+lirnr txnrWdL!ielhmpm°igdf.a—,6iOn,I,wh,ud qr nAx Mi.,on.pa,unerr°rddtis�n,R(a(le lrs1Wigrdr¢M1.14 rR:nd0A,INduy fieNrsrdn,T-.i;Niq trrdgft.ge,usiven .ik'.q Ail IeOxn:Iaesnilar d #80083 ' I1,ro:Irmrpnifs.1ht.lu.Allectnnt,d'IsWDOnlYsii�Eimnlpjid,Ifxk?Sl(,qeMSahhtO[,aetao;i(Sl�rdfi;t:lrrrflndSlGr,tt(nn:Mrin0pil—In]e!firm,rrgnsblhnni&h-I[ItIPMjes,i,,n(:,is.ftp—dtnuumn�nn,mm.' 44515LLude;Blvd. en°.ls,ieF�ellp,(x°m,gedryn§ncjs ppdp,:uer 4r,6:d lie rra.sOetu hear,h FI It,d:il°p Oecipzr,nLau Eden[rymn 0nrir0!°p.:llap00°,p;es;°e,s la5nl°R41. • Fort Pierce,FL'34946 Coppight(D1('16 Ad paalfmsszr-ActhoryLtamSoill,P.E.Rrrodutlioa al this d°mmant,inonyform,icprohibited wn6°ut(he wrinen prmistiaotrore A I pa°1Lasses-Ari600yi.Tcnga Ill,H. Job Truss Truss Type Qty Ply • 67901 T01GE Common Structural Gable 1 1 A0204313 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@al truss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Wed Mar 08 14:51:50 2017 Page 1 I D:Id_0OXyyT61 Bi_TXol jwH HzefvK-13b8ppmwgi DRdkl Xzu6i7oToj_VwiohcD8 U7nEzcz2d 3-5-8 6-9-4 8-1-8 9-5-8 3-5-8 3-3-12 1 4 4 1-4-0 4x4= 6.00 F12 2 1.5x4 II 1.5x4 II 3x4 3x4 ' 1 3 T T 3x4 4 J-6 5 8 6 1.5x4 11 3x8= 7 5x6=1.5x4 11 3-5 8 6-9 4 3-5-8 3-3-12 0- -12 1-2-8 Plate Offsets(X,Y)— [7:0-3-0,0-2-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.01 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:49 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 3) Truss designed for wind loads in the plane of the BOT CHORD 2x4 SP No.2 truss only. For studs exposed to wind(normal to the WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 face),see Standard Industry Gable End Details as BRACING- applicable,or consult qualified building designer as TOP CHORD per ANSIITPI 1. Structural wood sheathing directly applied or 6-0-0 cc 4)Plates checked for a plus or minus 0 degree p rotation about its center. ROOT CHORD T except end verticals. 5)Gable studs spaced at 2-0-0 cc. 6)This truss has been designed for a 10.0 psf bottom ' Rigid ceiling directly applied or 6-0-0 cc bracing. chord live load nonconcurrent with any other live MiTek recommends that Stabilizers and required loads. cross bracing be installed during truss erection,in 7)'This truss has been designed for a live load of accordance with Stabilizer Installation guide. 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS. (lb/size) bottom chord and any other members. 9 = 212/0-3-8 (min.0-1-8) 8)Provide mechanical connection(by others)of truss 7 = 451/0-3-8 (min.0-1-8) to bearing plate capable of withstanding 100 lb uplift at Max Horz joint(s)except at=lb)9=430,7=833. 9 = -147(LC 4) Max Uplift 9 = -430(LC 4) LOAD CASE(S) 7 = -833(LC 5) Standard Max Grav 9 = 228(LC 10) 7 = 466(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-180/311,2-3=-196/323, 1-9=-212/340 BOT CHORD 7-8=-136/278 WEBS 3-8=-377/242,3-7=-356/493, 4-7=-152/312 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 'AnnF-FlsutltmlFlr¢.ex Yx'1-I IP:S IIASS6!1SS a iE63n ISLUS 6[iAtipRiS'>iN704S-1617'Sll[tln,6';[LffiYSr Irn Ind/eecip µ.ecru¢tml w4f utis Inn Ce!ilsWcru3�[S)mltltemarL ItzH m:rF.lde;evrz Sinlldce n!.Pek¢t2nalse:slN n Ge IEP.edt w't:ismet�trns>dlt•trtltxari�ul<rr.:tFtti¢s:nn [tr�,:>r{asrt�terEFF��,a:t�i¢�rasrgmmtmsrtr;andmtPressinder;!::ar�r: r arlmadm::nySrrc;Ft'm�¢Is:trrnlr.rsenlnt.rmt<:mm:.nFr¢;! almlint.nasra, Anthony T.Tombo1I1,P.E. ¢!t¢d Rs irnstx,7t.14tg IS 6erttpnd:l�rydb Crtn,drCntr t,drmtd rPrnn:l.9fmlP:S.�tr,n3e urteddht lFCae lx¢Ilk laxl Srllnr rth¢1RII.ns tnmrldGt lPP¢!mlfie0rrdtlt F.n,,dtyfasileq,9ege,us6Petmed Fetq sS£ktlengrnnudld ?80083 ' Ise G4-P Pnigani lr»rdn.Nrdes fd rd'u 1k1P:n/fz Frdnsnitfit�esdrsF.Ptry 6c{senl Sshhtdnsekm;l(S0Pd64s11lI^nl SFLs eelelnereltx Fxsd rril�e.tnlldmsRe resPnsuttus nik,esdfi:Ins Onps,iie¢0°:i4r fcrn¢niinss Nnehlrrel,inns ulnm reFaersrn ln,aaq f pts m mcre 4 7P.m.lmrh'i➢s Inn Dn:u bjm.a[prnt 1,iq Perlp,ru0ass stdes 1.11-d¢r 1,311q.All ulu101!.or sn¢rdns m In�l. 4451 St.Lucie Blvd. Fort Pierce,FL 34946 Copyright 1)2016 Ad Roof Trusses-Artho,yT.Tnmho 1101 Rtprodunion ofthis dommeol,in any form,is pmhaiied wifhounh,written permissive kom A-1 Roof hossn-Anthony L Tomb,III,R.t. i JANUARY 17, 2017 TYPICAL HIP/KING JACK CONNECTION STDTLOI I i ................ . 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. t� A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 Attach King Jack w/ (3) 16d Toe 772-409-1010 Nails @ TC & 24" Strap w/ (6) 10dx1.5" ea. end @BC Attach End Jack's Attach Corner Jack's w/(4) 16d Toe Nails @ TC w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC BC (Typ) o ! ti Attach Corner Jack's /(2) 16d Toe Nails @ TC & BC (Typ) i .: ... d gEL� tS r+h#n1t+4tbllCtTAf{"!tfl}:E.stTitFSWft{5+t€I:iSttT?CL{ia?U'17±1s0'k`E3Sti'aThas.Pais kcge,nam+,r5 tsdres3 N�saLzsli iCryt�e.s"CJ c1:5i 1�as.##a 4Lt.1 �4k..,kttire r. '� n i*".t 'q,rdf'�... ;: Ynrue+ruaAts edkuh ti ktfid><it.�i ltt tssI•;ihti} {�.f,-�f#sg'zesyi.+aeEseary;[4+syestas}¢crq�wdd 'usiccl eaera;rr.,esct�t��f.s d c-egN#;i*sL�tcktb u4 mt'si3t 7Mycmu�7eis;fiifs,arXttl.uflJ3g_. _':z� �P5#:fSH }ta.3,1_ r;e¢rla;ilR, pYt):le+a�l Ydm.Plx:6#tE L�+,$!s�re:�(i�G}IYR H�GIttffi LS�f6�mm i.l•!P{.F.Ttl tsgH}!}IM#'v!a}stil}},d _h51,Jda;4d'K SYEt� 51]S3tCi6LT�7�E(IShx'�uft9, :, ct#a4�€.y+am•wrsts a3ax ria:�r�rde.ar:}r:iRe,� dt;ersa�.�sQ:t -r �,.gt�u�t,tre,�:atsaal?,eaa.€fRp�at�,.cd,ml e� a �„�a:saw f,�#m,erg,r�-�,d`;�sgza,�,�:.s': �BI�dP �: �.- k, 5r'dR+si ks9Pa'ss zed l:#msh.sy-aizy$+cYd#asteiy3esgzr,-?aaS#xea,gcesdq:si€iq.ilss�lr8!- a L�md Psi AnG�o T Tosr £ nY 804s83 5.151 Sc Lslae •, ,. -_.. .. -- - raiiherce F 3494fi {sr iigis 11DidkikwEIsnsses Adsanpi tem5rsAl P<''RepedsRieadt:.is dammtat,is aagiurm,isyah;hi3ed mflhlusl eor`nen gersnas nc�mkd SceR Erasses killer I1n........... _- ., y • January 17, 2017 TYPICAL HIP/KING JACK CONNECTION STDTL02 ,.; MIAMI-DADE CORNERSET 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. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 Attach King and End Jack w Attach King and End Jack's / (1) HJC26 Hanger on BC. w/ (1) LSTA12 Twist Strap @ TC w/ (10) 10d Nails Min. Per Strap and (3) 16d Toe Nails Attach Corner Jacks w/ (1) LSTA12 Twist Strap @ TC and BC (Typ)w/ (10) 10d NOTE: IN ADDITION TO STRAPPING Nails Min. Per Strap TOENAIL BOTH CHORDS OF CORNER - JACKS TO CARRYING MEMBER PER THE O e FOLLOWING SCHEDULE: 2X4: (2) 16d Toe Nails 2X6: (3) 16d Toe Nails LSTA12 TWIST STRAP W/ MIN. (10) 10d NAILS (SEE MANUFACTURER'S RECOMMENDED CONNECTION JACK/CORNER JACK (TYP.) HIP OR KING JACK (TYP.) NOTE:CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6-2321.7 PROVIDING METAL STRAPPING(FLORIDA APPROVED PRODUCT)TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HVHZ .: �>�-.m ga,K.�.ix hlta rit�u[,�Ea�,c�u�auss�nnr,�;r�u^�±EnunryatEss ar ara��.�,s�v;wadt� �t,tiaGs%g �sl��,�dp;a t R,3L�I d wdtf~err .� ���a�d� ¢a i :�.: XAeF r�cetlCtltkYltvt tRCv4tf�1'Lf SeliAff�ld e,}Yth[wveyU35?:SdtakgiG7#te,+aiC34d]Y,!1�+�G(��44Cii51Ie>r�F?iuYeetFett3�7:4 Eit dE§'R+1dI�L¢}�s I(eSSE:E2�EF9 Et Tr 6k s44SISt ld:'.�S rk�HC}idc,Lk3G kAs17a`�' :'.'. .a,dc:d st•,si�t .ua�ssx e}rr�3:,dc,�»=-rtaena'coa+:d�,nxa,tu�ets�.n�;m�,drvaL,¢:xa�rd:�uR�4e�rit,� .dd r n ie::ee t• a i�s3...atc�[e�sa t,d€*2�rsta_9Nd �nttiomT:TesrrF;riIII R;P ..:'�, 6 6=tt,sftsamnl ct4,ta laxtis snsaa�t C� u�sevip 41>7 daaErlr;ttcSasGSrAfita na�tE.R;ptusut3,tpa'd�Lmsc4res.+LEn{�ieA�=ls x.7?ti etn tNr 7ni�e -sr-itait�'w�sT uris s�9�a�u1l�R }n. 59�83 . �. rimcek-,�tP e4�M�4€P,t�c MrtE'`tc x+sSd.Y.x lrrsilR„7c.r�.*si.u..etrf7Cer 'Lw�zs,!i3m iq�an�cr5aUa7.to sg7�Fd5-.snt rsi?`?zt_.E�It .:.• .: � C4 Si.Ee3d 8IV[1.:� - ie-�r"g3ft�'D[bh�3 Pcnl[rosset,Atfiaey[toadsl PE._9eysa3eciee etttis fecataeatr is szyEtunt,isWal�6rttdti3haattht.dittapetmissisebexk2EaeEtinstti�pl5eavt Ter5a El7F. �„ ,♦„.,,,, ,,, „,• ,,,,:,. y FEBRUARY 17,2017 ALTERNATE GABLE END BRACING DETAIL 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 - 16d NAILS, AND ATTACHED TO TRUSSSES @ (4) 24 O.C. BLOCKING WITH (5) - 10d COMMONS. d T NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. A-1 ROOF TRUSSES 4451 ST,LUCIE BLVD- = 2X4 PURLIN FASTENED TO FOUR FORT PIERCE,FL 34946 772-409.1010 TRUSSES WITH (2) -I 16d NAILS 1' - 3' MAX. \ EACH. FASTEN PURLIN TO BLOCKING \ W/ (2) - 16d NAILS (MINJ. PROVIDE 2X4 BLOCKING BETWEEN DIAL. 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) - J\ \ 10d NAILS AT EACH END. ATTACH \ \ DIAGONAL BRACE TO BLOCKING WITH IT IS THE RESPONSIBILITY OF THE BLDG. (5) - 10d COMMON WIRE NAILS. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. ENO 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 STRUCTURAL OF THE STRUCTURAL GABLE AND FASTEN PER THE GABLE TRUSS 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 SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WINO SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED G' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID f AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDAR❑ GABLE TRUSS N THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STU❑ STRUCTUAN ADEQUATE ❑IAPHRAGM OR OTHER METHOD OF BRACINGABLE TR MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORTIOF 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 TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS i I j FEBRUARY 17,2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL �i THIS ❑ETAIL IS APPLICABLE FOR THE FOLLOWING WINO CONDITIONS: "-"------ ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ' A-1 ROOF TRUSSES ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 4451 ST.LUCIE BLVD. LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. FORT PIERCE,FL 34946 772-409-1010 NOTE: THIS DETAIL IS VALI❑ FOR ONE PLY TRUSSES SPACED 24' D.C. OR LESS. PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 3' X REFER TO ACTUAL TRUSS DESIGN DRAWING FOR 8' TEE-LOCK MULTI-USE CONNECTION PLATES SPACED 48' ADDITIONAL PIGGYBACK TRUSS INFORMATION. D.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) Gd (1.5' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 3' 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) ri SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE BASE TRUSS TRUSS (SPACING NOT TO EXCEED 24' O.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. FEBRUARY 17,2017 TRUSSED VALLEY SET DETAIL-SHEATHED STDTL05 - - ! GENERAL SEPCIFICATIONS: 1. NAIL SIZE = 3' X 0.131' = 10d 2. WOOD SCREW = 45' 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 'A'. 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 ENO, FORT PIERCE,FL 34946 COMMON TRUSS, OR 772-409-1010 GIRDER TRUSS I I n u n u n u 11 I� IN ii n it it FT II ry ii ii �i 1 VALLEY TRUSS 1j ' BASE TRUSSES (TYPICAL) GABLE ENO, COMMON TRUSS, OR VALLEY TRUSS GIRDER TRUSS P 12 (TYPICAL) VSEEDETAIL 'A' (TYP.) WIN❑ DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIN❑ ❑ESIGN PER ASCE 7-10: 190 MPH MAX MEAN ROOF HEIGHT = 30 FEET SECURE VALLEY ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 TRUSS W/ ONE ROW CATERGORY II BUILDING OF 10d NAILS 6' O.C. EXPOSURE C WINO DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO LISP WS45 (1/4' X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A FEBRUARY 17,2017 TRUSSED VALLEY SET DETAIL STDTL06 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3' X 0.131' = 10d 2. WOOD SCREW = 3' WS3 LISP OR EQUIVALENT. 00 NOT USE DRYWALL OR DECKING TYPE SCREW. 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE PER DETAIL 'A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. A##--........`..._......-_"" ... . . S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING ' A-1 ROOF TRUSSES EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY 4451 ST.LUCIE BLVD. GABLE END, TRUSS SPACING. FORT PIERCE,FL 34946 COMMON TRUSS, OR G. NAILING DONE PER NOS - 01. 772-409-1010 GIRDER TRUSS 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 11 II 11 II 11 IIII 11 II II II 11 II 11 II II 11 II !I jl I I 11 II 11 II II II 1j Ij Ij 11 II II II 11 II II 11 II 11 II II I I 1 I 11 II II II 11 ,I 1j Ij Ij II 11 II II 1, 1, II 11 II 1 1 1 11 11 1 11 II 11 II I 11 Ij Ij 11 ,1 11 ,1 II II I! VALLEY TRUSS 1j d BASE TRUSSES (TYPICAL) GABLE ENO, COMMON TRUSS, OR P VALLEY TRUSS GIRDER TRUSS (TYPICAL) ! i VSEEAIL 'A' (TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 14G MPH WINO ❑ESIGN PER ASCE 7-10: 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM G/12 SECURE VALLEY CATERGORY II BUILDING EXPOSURE C TRUSS W/ ONE ROW WIND DURATION OF LOAD INCREASE: 1.60 OF 10d NAILS 6' O.C. MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' D.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH 2X4 CONTINUOUS N2 SYP TO THE ROOF W/ TWO USP WS3 (1/4' X 3') WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. A-1 ROOF TRUSSES A FLORIDA CORPORATION e Important Notes / Please Review'Prior to Truss Installation: 1) Trusses are to be handled,installed and braced in accordance to the following standards:ANSI/TIP 1-2007I . WTCA 1-1995 —"Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses and-'SCSI 1-03 Guide to Good Practice For Handling,Installing;& Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design,connection,material,and labor by others. 3) Truss designs are.for an individual component,not for a truss system: Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer,any engineeredbeams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts,)and bearing requirements. Truss manufacturer is not responsible for specifying beams,other than those provided by truss manufacturer. 5), Unless specified,roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces,adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there.is adequate room for A/C ducts,electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified,valley framing design,connection,.material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural-details provided by the ' building designer supersede any'attached details. 10)"Trusses are not designed to carry the chimney,cupola;steeple,or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified'by building designer. Connection of structure to trusses must -`be provided by the building designer. 1 1)1he specific engineered truss drawings are subject fo other-terms conditions;and details on the truss placement plan and/or individualtruss design drawings.. 12)Trusses are designed to carry ONLY the specified loads on the-engineered drawings. Point loads'for materials, erection personnel,equipment,whether temporary or permanent,are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-40.9-1010. i i 4451.St. Lucie Blvd.,Fort Pierce,FL 34946 772-409-1010 Office 772-409-1015 Fax www.A1teuss.com i UBP STRUCTURAL. CONNECTORS" A MOW Company Hangers Allowable Load(Ibs) DF-L/SP LSL LVL PSL SPF I-JOIST LISP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T1 JUS24 •1881, 655 750 820 510 . (4)-10d(Header) FL821.39, (2)-10d(Joist) 11- 0510,01, RR 25779 LUsi4 670 765 825 490 - - - _ _ (4)-10d(Header) (2)-10d(Joist) T2 JUS26 1881, 850 975 1060 1115 (4)-10d(Header) FL821.42, (2)-lOd(Joist) 11- 0510.01, RR 25779 LU526 865 990 1070 1265 - - - _ _ (4)-IOd(He'ader) (2)-10d(Joist) T3 MSH422 1831, 2025 2025 2025 (22)-10d(Face-Face Max Nailing) FL822.36, (6)-10d(Face-Top Max Nailing) 08- (6)-10d(Joist-Face Max Nailing) 0303.06, (6)-10d(Joist-Top Max Nailing) RR 25836 (4)-10d(Top-Top Max Nailing) 13116-R THA422 2245 2245 2245 - - _ _ _ (6)-16d(Carried Member-Face Mount) (6)-10d(Carried Member-Top Flange) (22)-16d(Face-Face Mount) (2)-16d(Face-Top Flange) (4)-16d(Top-Top Flange) THA1422 1835 1835 1835 - _ _ - _ _ (2)-10d x 1-112 or 2-10d x 1-112(Carried Member) (20)-10d or(2)-10d(Face) (4)-10d(Top) T4 TH026 1781, 2485 2855 3060 2170 (18)-16d(Face) FL13285.35, (12)-10d x 1-1/2(Joist) 06- 0921.05, RR 25843 HTU26 2940 3340 3600 1555 - - _ _ (11)-10d x 1-112(Carried Member) (20)-10d x 1-112(Carried Member-Max Nailing) (20)-16d x 1-112(Carrying Member) (20)-16d x 1-112(Carry)ng Member-Max Nalltag) TRUSSED VALLEY SET DETAIL FEBRUARY 17,2017 HIGH WIND VELOCITY) STDTL07 I NOTE: VALLEY STUD SPACING NOT �. TO EXCEED 48' O.C. SPACING. .ter: � A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772.409-1010 I I ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 160 MPH 1 MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. Al CLIP MAY BE APPLIED TO THIS NON-BEVELED FACE UP TO A NON-BEVELE❑ BOTTOM CHORD MAXIMUM 6/12 PITCH BOTTOM CHORD 0 FOR BEVELED BOTTOM CHORD, CLIP MAY BE CLIP MUST BE APPLIED APPLIED TO EITHER FACE. TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) I i I I i I FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08 VERTICAL 2X6 SP OR SPF STUDP2X4 #2 DIAGONAL TYPICAL 2X4 L-BRACE BRACE NAILED TO 2X4 VERTICALS (4) - 16d '�• NAILS16d NAILS VERTICAL SPACED 6' O.C. STUD (2) 10d NAILS ■; INTO 2X62X6 SP OR SPF #2 SECTION B-8 2X4 SP OR A-1 ROOF TRUSSES SPF #2 4451 ST.LUCIE BLVD. L HORIZONTAL FORT PIERCE,FL 34946 NAILED TO 772-409-1010 RTICALS TRUSS GEOMETRY AND CONDITIONS SECTION A-A W/(4) - IOd NAILS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING ❑RAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN p Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED- TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO A BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, ROOF B 3X4= PLYWOOD SHEATHING TO SHEATHING 2X4 ST❑ SPF BLOCK *DIAGONAL BRACING **L - BRACING REFER REFER TO SECTION A-A TO SECTION 9-8 24' MAX. -►� / ^ NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 10d NAILS 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. - ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF - SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C. 3 / TRUSSES @ 24' D.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' Of. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 ❑IAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A-A) - 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. TO BLOCKING WITH (5)B. THIS DETAIL-DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A-A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSO. END WALL MINIMUM STUD STUD WITHOUT 2X4 QIAGONAL (2) DIAGONAL SIZE SPECIES SPACING BRACE L - BRACE BRACE BRACES AT AND GRADE 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP 931 STUD 12'O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP#31 STUD 16'O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP#31 STUD 24'O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4 SP#2 12'O.C. 3-10.15 5-6-11 6-6-11 11-8-14 2X4 SP#2 16'O.C. M-11 4-9-12 6-6-11 10-H 2X4 SP#2 24,O.C. 3-1-4 3-11-3 1 6-2.9 1 9-3-13 ❑IAGONAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I-BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH IOd NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 907 OF ❑IAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. T-BRACE / I-BRACE DETAIL FEBRUARY 17,2017 WITH 2X BRACE ONLY STDTL09 NOTES: s T-BRACING / I-BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / 1-BRACE MUST COVER 907 OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 NAILING PATTERN BRACE SIZE FOR ONE-PLY TRUSS T-BRACE SIZE NAIL SIZE NAIL SPACING SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. WEB SIZE 1 2 NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / [-BRACE (ON 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE TWO-PLY TRUSSES NAIL TO BOTH PLIES) 2X6 2X6 T-BRACE 2X6 I-BRACE I 2X8 2X8 T-BRACE 2X8 ]-BRACE I I BRACE SIZE FOR TWO-PLY TRUSS NAILS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 k 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE SPACING 2X6 2X6 T-BRACE 2X6 I-BRACE k 2X8 2X8 T-BRACE 2X8 I-BRACE k WEB T-BRACE / I-BRACE MUST BE SAME SPECIES -A AND GRADE (OR BETTER) AS WEB MEMBER. k } T-BRACE NAILS NAILS WEB NAILS WEB I-BRACE T-BRACE SECTION DETAILS FEBRUARY 17,2017 LATERAL BRACING RECOMMENDATIONS STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONE❑ ❑IRECTLY 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 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409.1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, 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 STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0.131' X 3') Yin BLOCKING BEHIND THE VERTICAL ATTACH 2X4 VERTICAL WEB IS RECOMMENDED WHILE TO FACE OF TRUSS. ATTACH TO CHORD NAILING THE STRONGBACK FASTEN TO TOP AND WITH (2) #12 X 3' BOTTOM CHORD WITH WOOD SCREWS (2) - 10d NAILS (0.131' (0.216' OIA.) X 3') IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' - 0' WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) Y. tr� 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) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). �I 7FIBRUARY17,2017 LATERAL TOE-NAIL DETAIL STDTL11 NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN i THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL JAI `._........ BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST.LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE,FL 34946 772-409-1010 TOE-NAIL SINGLE SHEAR VALUES THIS DETAIL IS ONLY APPLICABLE TO PER NOS 2001 (LB/NAIL) THE THREE END DETAILS SHOWN BELOW. DIA SP OF HF SPF SPF-S IVIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J .162 108.8 99.6 86.4 84.5 73.8 ri SIDE VIEW (2X3) 2 NAILS .128 74.2 67.9 58.9 57.6 50.3 � NEAR SIDE Z O .131 75.9 69.5 60.3 59.0 51.1 • J NEAR SIDE iA .148 81.4 74.5 64.6 63.2 52.5 N VALUES SHOWN ARE CAPACITY PER TOE-NAIL. SIDE VIEW SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X3) 2 NAILS EXAMPLE: NEAR SIDE NEAR SIDE (3) - IGd NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE NEAR SIDE FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY. [/ZSFNEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30° TO 60' 30° TO 60" 30° TO 60" 45.00° 45.00° 45.00° i i I i i FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12 TOE-NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LD Z 131 59 46 32 30 20 O J .135 60 48 33 30 20 A-1 ROOF TRUSSES ° 4451 ST-LUCIE BLVD. .162 72 58 39 37 25 FORT PIERCE.FL 34946 772-409-1010 J _ L7 .128 54 42 28 27 19 F- Z LD z .131 55 43 29 28 19 W —� .148 62 48 34 31 21 J N Q M Z .120 51 39 27 26 17 0 THIS DETAIL SHALL BE USED FOR A CONNECTION Z .128 49 38 26 25 17 RESISITING UPLIFT FORCES ONLY. BUILDING ❑ESIGNER O IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. J .131 51 39 27 26 17 .148 57 44 31 28 20 I.7 NOTES: 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 ENO AS SHOWN. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER 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 (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WINO ❑OL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (OOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIN❑ FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (OOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS ❑ESIGN DRAWING EXCEEDS 147 LEIS (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 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY NEAR SIDE NEAR SIDE 30° TOP PLATE OF WALL L 1' FOR ' NAIL 1-1/1 .25' NAIL FAR SIDE 1-3/16' FOR 3.5' NAIL SIDE VIEW END VIEW rFEBIRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3 i — 2x2 NAILER ATTACHMENT - - GENERAL SPECIFICATIONS - - A-1 ROOF TRUSSES 4RT IE CE,F 349 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE FORT PIERCE,FL 34946 772-409-1010 7-107 29'-0" Mean Height, Exp. B, C or D. NO 2� �SQ 2� 2x4 SP No. 2 (Min) o� o° Qo Qo 1 .5x4 2x2 SP No. 3 1 .5 x 4 I April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS - A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 12 FORT PIERCE,FL 34946 772-409-1010 VARIES (4) 12d TRUSS 2411 O.C. (4) 12d MAX 30" (2'-6") UPLIFT CONNECTION (SEE ROOF TRUSS) 2x6 #2 SP (Both Faces) 24" O.C. EXTERIOR FLAT SIMPSON H5 GIRDER �.•::,:, sex[F r im.nr;[.�a a a.r sn9�.ru r.:rs:u:r3tirscrs+�vs�rn�u^+t�a;:mixraruvisr r�.r�4a p,�[wn[s.f�[d.�[t.nro:T�[tks-�r.s,ne:;.incr.[�tr[.z.a>iur.�.f[u:n::te.�, e:.a[�.n[,;>i.n.r:^.[ty. Ni4Fnm¢ Itr tEtlEi rvHlat a+7 JbG:s'i A 7 P i tti; ( 3cae'•Cs-aae} [.,7 P•� Karc pd sm ea3E».t t sayfEr• gkMsn i3� a W.A Ex.CGn,M,rT3 1e G;f Fex-ke+zj ci*+c sxm9lh [A'1Y T•TambO FFF,P .4tik#d*»sp a&.afFl tb:Spmk ee!(Ff 3t�.G edmFG ld dPl arb::-La eF I odk,--i 1 .R. E k - Ffmbo &t?3 3�.g ea rt 6 k.vu[d'a ISe 1G7 IAa,ea i[eip k- Y. tSde'r to kca,1"4,aWagd ik ISi./. ::eftit f?c[enHY Tce d n(xe tt iq Mn[stse &uqu4.iise E[;aF a r�.n MrsA++xi,rei,'x 9:'$L$C FAt C F)VA. 1 n:tE^-Y t F•1[§SgeY �aFti[3[t'br IN.1eeI aC.;,.� _if[" i taa:rtyxr t i lr,asstl Ihi[r�.FGar+[din [f hE IFid • - Fo[i Fiefrn,.l1"s-F4;:u �� � ,.FnighFJDil6 Ad,8eaF€sasses Aalha.=.€€€a >.U,P.F:.kep o4.i.audtlhdssrsaenl,in ua�,Feia spscl�Gk>2.shons kes;neip,tn�sv»a lion Ad[aelT stet kaEAsaTT€am6a E'1,6.6 � � •; i FEBRUARY 17,2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS,AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES TOTAL NUMBER MAXIMUM FORCE (LBS) 157 LOAD DURATION! OF NAILS EACH X SIDE OF BREAK (INCHES) SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 I 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 A-1 ROOF TRUSSES 4451ST.LUCIE BLVD. 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2668 FORT PIERCE,FL 34946 772 409-1010 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3761 44 66 48' 3657 5485 3346 5019 2829 4243 2898 434 * 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 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131- DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C t"1N -oo � tiZ I G •• �2 2` BREAK `'01 • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE y! TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY I X' MIN 6' MIN 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 S' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). ;DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END ❑ISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOI❑ UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR,PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL ENO 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 (.146' ❑IA. X 3') SPACED 6' O.C. 2. THE ENO ❑ISTANCE, 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 SCAB (L) (2.0 x L) 24"MAX 24"MIN 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' O.C. 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. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES us STRUCTURAL. CONNECTORS' T A M1TOW Company Hangers Allowable Load(Ibs) DF-L/SP LSL LVL PSL SPF I-JOIST USP 160% Label_—Stock-No. __Code Reports 100% _ __115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T5 --THD26-2 1781, 2540 2920 3175 2285 - (18)-16d(Face) FL13285.35, (12)-10d(Joist) 06- 0921.05, RR 25843 13116-R HHUS26-2 2785 3155 3405 1550 - - - _ _ (14)-16d(Face) (6)-16d(Joist) HTU26-2 2940 3340 3600 2175 - - - - _ (20)-10d(Carried Member-Max Nailing) (20)-16d(Carrying Member-Max Nailing) T6 THD28 1781, 3865 3965 3965 2330 (28)-16d(Face) FL13285.35, (16)-10d x 1-1/2(Joist) 06- 0921.05, RR 25843 HTU28 3820 4340 4680 2140 - - - - _ (26)-10dx 1-112(Carried Member-Max Nailing) (26)-16d(Carrying Member-Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 (28)-16d(Face) FL13285.35, (16)-10d(Joist) 06- 0921.05, RR 25843 13116-R HHUS28-2 4210 4770 5140 2000 - - - _ _ (22)-16d(Face) (8)-16d(Joist) HTU28-2 3820 4340 4680 3485 - - - - _ (26)-10d(Carried Member-Max Nailing) (26)-16d(Carrying Member-Max Nailing) T8 THD46 1781, 2540 2920 3175 2285 (18)-16d(Face) FL13285.35, (12)-10d(Joist) 06- 0921.05, RR 25843 13116-R --—- -— HHUS46 790 3160-- 3410 -.1550 (14)-16d(Face) - - - ---- - - - -- - (6)-16d(Joist) U a P STRUCTURAL CONINECTOIRS� A MITetc`Company Hangers Allowable Load(Ibs) DF-L/SP LSL LVL PSL SPF I-JOIST USP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T9 THD48 1781, 3950 4540 4935 2595 - - (28)-16d(Face) FL13285.35, (16)-10d(Joist) 06- 0921.05, RR 25843 13116-R HHUS48 4210 4770 5140 2000 - - _ _ _ (22)-16d(Face) (8)-16d(Joist) T10 THDH26-2 1881, 3915 4505 4795 2235 (20)-16d(Face) FL821.75, (8)-10d(Joist) 06- 0921.05, RR 25779 13116-R HGUS26-2 4355 4875 5230 2155 - - - - (20)-16d(Face) (8)-16d(Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 (20)-16d(Face) FL821.75, (8)-10d(Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 1155 - - - - _ (20)-16d(Face) (8)-16d(Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 (36)-16d(Face) FL821.77, (10)-16d(Joist) RR 25779 13116-R HGUS28-2 7460 7460 7460 3235 - - - - _ (36)-16d(Face) (12)-16d(Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 (36)-16d(Face) FL821.75, (10)-16d(Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 - - - - _ (36)-16d(Face) (12)-16d(Joist) SP STRUCTURAL CONNECTORS"' A WTW Company I Fastener Comparison Table Connector Schedule Group Label LISP Stock No Required Fasteners Reference No Required Fasteners (4)-10d(Header) (4)-10d(Header) T1 JUS24 LUS24 (2)-10d(Joist) (2)-1Od(Joist) (4)-lod(Header) (4)-10d(Header) - T2 JUS26 LUS26 (4)-10d(Joist) (4)-10d(Joist) (22)-lod(Face-Face Max Nailing) (6)-16d(Carried Member-Face Mount) (6)-10d(Face-Top Max Nailing) (6)-16d(Carried Member-Top Flange) - T3 MSH422 (6)-lod(Joist-Face Max Nailing) THA422 (22)-16d(Face-Face Mount) (6)-10d(Joist-Top Max Nailing) (2)-16d(Face-Top Flange) (4)-10d(Top-Top Max Nailing) (4)-16d(Top-Top Flange) (18)-16d(Face) (11)-IOd x 1-112(Carried Member) • (12)-lod x 1-1/2(Joist) (20)-Sod x 1-112(Carried Member-Max Nailing) T4 THD26 HTU26 (20)-16d(Carrying Member) (20)-16d(Carrying Member-Max Nailing) (18)-16d(Face) (14)-16d(Face) - T5 THD26-2 HHUS26-2 (12)-10d(Joist) (6)-16d(Joist) (28)-16d(Face) (16)-lod x 1-112(Carried Member-Max Nailing) - T6 THD28 HTU28 (16)-lod x 1-1/2(Joist) (26)-16d x 1-112(Carrying Member-Max Nailing) (28)-16d(Face) (22)-16d(Face) - T7 THD28-2 HHUS28-2 (16)-10d(Joist) (8)-16d(Joist) (18)-16d(Face) (14)-16d(Face) - T8 THD46 HHUS46 (12)-10d(Joist) (6)-16d(Joist) (28)-16d(Face) (22)-16d(Face) - T9 TH D48 HHUS48 (16)-10d(Joist) (8)-16d(Joist) (20)-16d(Face) (20)-16d(Face) - T10 THDH26-2 HGUS26-2 (8)-16d(Joist) (8)-16d(Joist) (20)-16d(Face) (20)-16d(Face) - T11 THDH26-3 HGUS26-3 (8)-16d(Joist) (8)-16d(Joist) - T12 THDH28-2 (36)-16d(Face) HGU528-2 (36)-16d(Face) (10)-16d(Joist) (12)-16d(Joist) - T13 THDH28-3 (36)-16d(Face) HGUS28-3 (36)-16d(Face) (10)-16d(Joist) (12)-16d(Joist) us STRUCTURAL CONNECTORS"' A MiTek.'Company 5-2 { s :+ 46 'x � ., JUS24 JUS26 MSH422 k f J L 'n t • S i -- � � N + t ( x d 1F A i� •,• 1 TH D26 TH D26-2 TH D28 ur J THD28-2 THD46 THDH26-2 :' u rs air k . THDH26-3 THDH28-2 THDH28-3 REPAIR REQUESTS When sending in repair re uests,_please use engineering sheets to describe issue or damage, and email to design@altruss.com. NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very helpful. Engineering sheets with the damage or issue noted are required. 1. If there are any special circumstances (sheeted,trades in, etc.) please make sure you note it on the drawing or email request. 2. We cannot provide sealed drawings for"field built"trusses. 2. See details below. ............ ... . . ..... ..... ... ... ........ .. . _.. ......... _. -.. ..... .... ... .... .. .: _ .... _.. . _..... ALT/FACIyED:BEARING-G'ONDIT- 10 TRU D BREAKS: Ch6 lire 66:hn&i=: � : C+�'IIMNG`1DAFAA:GEDP.LATM 'ru�>ir>tc�"I�� lr�t irk f[ON�t� Drawln,ne.�r locatibrrc.Cbea�.rry arr�t. If t?te exacf:leca or crf t6�eareaEc l ; C�rcte F{ite tltaf r secs o rnvid6 di en x rr rr as nc e ac�1e i,1 c9 zs p �r�e €sc9,,a€r�rEce dune .Marrs as ree�f�d 4x6 11 x3, I1'. 3x3.= FP- ..:3x3 11: 3X4 1.5x4 11 1,5X4.11 1 2 3 4 6 7 . ,. 8 10 11 12 ;1 a k :[ 22 21 20 19 1'B 17 16 15 14 TOO LONG 1.5x4 11 :3X6 1,5x4 11 1;5x4.11 12,1:3x6- 3x6:FP 3x4= 3X3;- 46 1 z _._.. ....... ...... .... ......... .. ... . ... ...... ._. ........ .... . ... _ ... .. .._.... ... .. _. . _ . . __.. .. ... _.. MEMBER SPLIT p 13 At S Ilse a trte to no e C bnd.e kad Ira a;tcir�cf pPr�,r rad ; :I rbMe.do�po�b if;iatd length; 'the,t a 3 ra€l�n z f tl� ter alp E: THIS IN &NIECE 1f th 6r area t ertu[ti e bralcs,rest�ltrncl Irk a 3x4 sectrc n rnls t y. 3 1`JfI€ 1e�NG � �RGE LAeTEeS o slte a id if5d13 75 d_ 3x6 . r 3 VV 2 2 1: