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HomeMy WebLinkAboutProject Information Lumber design values are in accordance with ANSI/-T-PI 1-2007 section 6.3 Aw�1 ROO,F These truss designs rely on lumber values established by others. _ #=TRUSSES' A FLORIDA:CORP.ORATION. RE:Job 67046 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce,FL 34946 Site Information: 3ustomer Info: JUSTINE SIGEL Project Name: DITTMER-SIGEL RESIDENCE -ot/Block: Model: %ddress: 11700 APPALOOSA COURT FORT PIERCE FLlivision: 'ity: County: St Lucie State: FL flame Address and License#of Structural Engineer of Record, If there is one,for the building. game: License#: Nddress: . ity: 3eneral Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show-Special _oading Conditions): design Code:FBC2014/TPI2007 Design Program: MiTek 20/20 8.0 Nind Code:ASCE 7-10 Wind Speed: 160 MPH Roof Load: 37.0 psf Floor Load: 0.0 psf Fhis package includes 24 individual,dated Truss Design Drawings and 0 Additional Drawings. Nith my seal affixed to this sheet,I hereby certify that I am the Truss Design Engineer and this index sheet Anforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules- 4o. Seal# Truss Name Date No. Seal# Truss Name Date No. Seal# Truss Name Date I A0146397 A01GE 1/9/17 13 A0146409 B02 1/9/17 A0146398 A02 1/9/17 14 A0146410 -1304 1/9/17 I A0146399 A02A 1/9/17 -15 A0146411 B05 1/9/17 1. A0146400 A03GE 1/9/17 16 A0146412 B06 1/9/17 i A0146401 A04 1/9/17 17 A0146413 B07GE 1/9/17 i A0146402 A05 1/9/17 -18 A0146414 001 1/9/17 A0146403 A06 119/17 19 A014641-5 CO2 1/9/17 I A0146404 A08GE 1/9/17 20 IA0146416 CO3 1/9/17 1 �y 1 A0146405 A09 1/9/17 21 A0146417 E01GE 1/9/17 10 A0146406 A09A 119/17 22 A0146418 E02 1/9/17 COP 11 A0146407 A10GE 1/9/17 23 A0146419 P1301GE 1/9/17 12 IA0146408 I B01GE 1/9/17 24 A0146420 P1302 1/9/17 -he truss drawing(s)referenced have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided byA-1 Roof Trusses, .td. truss Design Engineer's Name: Anthony Tombo III Ay license renewal date for the state of Florida is February 28,2017. �11`t,,0lAl lri9lfj���4 JOTE:The seal on these drawings indicate acceptance of professional � engineering responsibility solely for the truss components shown. ♦�� ` ` -he suitabilityand use of components for any particular building is the responsibility of the wilding designer,perANSI/TP14 Sec.2. 4yto -he Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the :onstruction documents(also referred to at times as'Structural Engineering Documents )rovided by the Building Designer indicating the nature and character of the work. -he design criteria therein have been transferred to Anthony Tombo III PE by[Al Roof4 a +s 'russes 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 ort :.rm+�n�r meo.� o �' •� )rojecrs deferred or phased submittals. As a Truss Design Engineer(i.e.,Specialty Anthony T..TOAL 010 v s.quua ws engineer),the seal here and on the TDD represents an acceptance of professional :ngineering responsibility for the design of the single Truss depicted on the TDD only. The 3uilding Designer is responsible for and shall coordinate and review the TDDs for :ompatibility with their written.engineering requirements. Please review all TDDs and all Anthony Tombo 111,P.E. ,ZE1 ,,,, ,;., elated notes. F 36 BGA2 2V 00,00 00,00 40412.87 SF Page 1 of 1 Job Truss Truss Type Qty Ply 67046 A01GE Common Supported Gable 1 1 A0146397 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 312016 MiTek Industries,Inc. Mon Jan 09 12:27:18 2017 Page ID:xWMHeLyIDJ1 MH?QFEcNHfPzyQ5k-sLAywaMwYbC6_7S?RdEpBDHva?o2EooPTjprEFzx5L 2-0-0 17-0-0 34-0=0 36-0-0 2-0-0 17-0-0 17-0-0 2-0-0 11 4.00 12 5x6= 10 11 12 3C, x6 9 13 8 ��TZ��l 3x6i � 16 5 $T7 ST8 S17 I 17 4 !i ST5 ST6 I I ST6 I 18 3 T1//�I ST4 i i ST5 Sld 573 .., T 19 / 2 J ST3 € 2 � �T21.. 20 _ri1 21ist 0 0 3x6= 3x6= �" 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6= 3x6= 34-0-0 34-0-0 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 0.44 Vert(LL) -0.03 21 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.04 21 n/r 80 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 20 n/a n/a BCDL 10.Q Code FBC20141TPI2007 Matrix-S Weight:176 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)All plates are 1.5x4 MT20 unless otherwise BOT CHORD 2x4 SP No.2 indicated. OTHERS 2x4 SP No.3 5)Plates checked for a plus or minus 0 degree BRACING- rotation about its center. TOP CHORD 6)Gable.requires continuous bottom chord bearing. Structural wood sheathing directly applied or 6-0-0 oc 7)Gable studs spaced at 2-0-0 oc. purlins. 8)This truss has been designed for a 10.0 psf bottom BOT CHORD chord live[bad nonconcurrent with any other live Rigid ceiling directly applied or 10-0-0 oc-bracing. loads. MiTek recommends that Stabilizers and required 9)*This truss has been designed for a live load of cross bracing be installed during truss erection,in 20.Opsf on the bottom chord in all areas where a -accordance with Stabilizer Installation guide. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. REACTIONS.All bearings 34-0-0. 10)Provide mechanical connection(by others)of truss (lb)-Max Horz to bearing plate capable of withstanding 100 Ib uplift at 2=117(LC 12) joint(s)31,32,34,35,36,37,38,29,28,26,25,24, Max Uplift 23,22 except(jt=1b)2=208,20=223. All uplift 100 Ib or less at joint(s) 11)Beveled plate or shim required to provide full 25,24,23,'22 exxccepptt 2=-208(LC 8),• 31,32,34,35, 38,.29;'28,26, bearing surface with truss chord at joint(s)2,20. �-�' �,. ,a •_ 20=-223(LC 9) ' Max Gray LOAD CASE(S) All reactions 250 Ib or`le"ss at joint(s) Standard 30,31,32,34,35,36,37,38,29,28, 26,25,24,23,22 except 2=252(LC 1), 20=252(LC 1) FORCES. (lb) Max.Comp./Max`Ten.=All forces 250-(Ib)or less except when shown. TOP CHORD' 9-10=102/301;;10-11=-122/357, 11-12=122/357,-12-13=-102/30]. ,` 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^16ft; Cat.[I;Exp,C;Eric(.,GCpi=0.18;MWFRS,(Onvelope) and C-C Exterior(2)_zone;cantilever-left and4ight exposed;end vertical•left expd�,ed;C-C foe members and forces&MWFRS for reactions shown;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 Bvnx;F•sasa;5xtr�"thrisrr rw'k;ItLT DGiSeTi iTt;�c:3CiFC.iRNSd{CNC?CTSu^iTD.Y('t5!Fi^itrC59F2fCE,"raTk+a Yxfi k<.i��ta[4rs ntsattein n iks':r�s C�Fp[sraiY;?pCjaA�k�T,7taittz,LEGhrsu 5tteik6l:asti Dells ase�sRtaatkti3R,tttr Ieteirercshgl�essleNknetlnaa[I>itse6i lysis sGesipTaeejLe,i;:ic7rEc7cs16es Jrcce7i9U rgseksmze;tur3dGprcfessiea�eg*aero,;vyees_;dttvR:7zsi�d;lasa3:7vssN�laFae2�T 6u€;,rs€uRU.Tx>?stp es. ncke.aDmr2:Gm,sats¢ ' Anthony T.Toriibo 111,P.E. ttl rad6htmrberxrra 8rysgyres;ws3andgt Caes,at C-.eefsaubar' •stvMt; 3aar,u6a;:rsd OnItC•fis it(rdoe I di43'l:mdRN.Tatrgrvrild[Es TSCvlvyfidit;edHei Job Truss Truss TypeQM/ Ply y67046 A02 Common 20 1 A0146398 Job Reference(optional) Al 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. Mon Jan 09 12:27:18 2017 Page ID:xWMHeLyIDJ1 MH?QFEcNHfPzyQ5k-sLAywaMwYbC6_7S?RdEp8DHsA?gXEajPTjprEFzx5L 2-0-08-4-6 17-0-0 25-7-10 34-0-0 36-0-0 2-0-0 84-6 8-7-10 8-7--10 8-4-6 2-0-0 4.00 12 5x6= Dead Load Defl.=1/2 it 6 1.5x4 i 3x6 3x6 4x6�5 7 4 8 1.5x4 II 3 to 2 9 to t%t 1 Ri 101� O VV ib 1413 22 23 1211 O 5x6= 3x6= 3x4= 3x6= 3x6= 3x4= 4x6= 4-0-0 4-4rO 12-6-7 21-5-8 34-M 4-0-0 0-0-0 8-2-7 8-11-1 12-6-8 Plate Offsets(X,Y)— [4:0-3-0,0-1-121,[9:0-3-0,Edgej,[15:0-3-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.31 12-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.81 12-21 >438 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.07 9 n/a n/a BCDL 10-0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) 0.1512-13 >999 240 Weight:156 Ib FT=0% LUMBER- TOP CHORD 2x4 SP M 30 NOTES- BOT CHORD 2x4 SP M 30 1)Unbalanced roof live loads have been considered WEBS 2x4 SP No.3*Except* W1:2x6 SP No:2 for this design. BRACING- 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) TOP CHORD Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16%- Structural wood sheathing directly applied or 4-5-3 oc Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) purlins. and C-C Exterior(2)zone;cantilever left and right -BOT CHORD exposed;end vertical left exposed;C-C for members Rigid ceiling directly applied or 5-7-4 oc bracing. and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 MiTek recommends that Stabilizers and required 3)Plates checked for a plus or minus 0 degree cross bracing be installed during truss erection,in rotation about its center. accordance with Stabilizer Installation guide. 4)This truss-has been designed for a 10.0-psf bottom chord live load nonconcurrent with any other live REACTIONS. (Ib/size) loads. 15 = 1553/0-8-0 (min.0-1-13) 5)*This truss has been designed for a live load of 9 = 1184/0-8-0 (min.0-1-8) 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 15 = 117(LC 12) bottom chord and any other members,with BCDL= Max Uplift 10.0P sf. 15 = -862(LC 8) 6)Provide mechanical connection(by others)of truss 9 = -554(LC 9) to bearing plate capable of withstanding 100 Ib uplift at Max Grav joint(s)except(jt--lb)15=862,9=554. 15 = 1553(LC 1) 9 = 1184(LC 1) LOAD CASE(S) FORCES. (lb) Standard Max.Comp./Max.Ten.-All forces 250(lb)or less-except when shown. TOP CHORD 2-3=-1630/804,34=-1540/823, 4-5=-1400/1034,5-6=1323/1054, 6-7=-1761/1466,7-8=1841/1445, 8-9=-2337/1977 BOT CHORD 2-15=-732/1685,14-15=488/1014, 13-14=-488/1014,13-22=-680/1256, 22-23=-680/1256,12-23=-680/1256, 11-12=-1668!2165,9-11=-1668/2165 WEBS 4-13=-177/340,6-13=-24/251, 6-12=-450/687,8-12=-608/851, 4-15=-2136/2462,3-15=-152/257 W..q-nn,tlWn'ejI w1w fit•A-Ie1Dil ffFS(iFttiC}mail IRZAE001IIA950iEr99(r7l 651P5trfYfhi ImtYe:filletinrtmn etsvdnodna sttltisTresut gCnt!(IDDitA@eAektall.l¢ t 9,PErdnesm5h? AsertctU tss[nv tfinlnkefQqult d'JTttittahVtrn'tr SlfD9t US!i lfftleTCDnle tt6L FstTrns O!si{tEC.1�?!{IR.,Sj?�tCJEEpFnrylRSt11HIFYTDDttritSnllNW!�➢i¢tr IEe E10!ttYitetlltpnMFrnfjtt!ik:6lffi!R<[!i�'id PS tA�?TrttSfejilltT tt ltt}DDetlJ,tl9ttT?I1.1!!1[t�atlAsT!int,htdq ndmns,snnieur Anthony T.Tornio 111,P.E. e�ts[tlWnrssf.,UIdtiitr ItAtt9w4i9falta Onn,C_Oneisvfi'vOtd o7acntl,Endi¢g Moff,Ib.luldoe1KAt18ni6t Dni!¢tvqule.41.11.Regpndd@tIDD tai ntfieUrsttl tk crass,iadri�titmito}sk:g!,h:Mltote nttrt�staOle�ent<auS:gtf x80083 t4451 St.Lucie Blvd. e ,;ei�tiha<nMnaarnarffntemrirmrtnt,mdt!i.ls!rntsDe�6T®tnarDrea�,83Ge9yet,erinss5pen[ajuntdrglli®g All njmtdtmstoatHxiMIN. Fort Pierre,FL 34946 Copyright 02014 Ad Roollrasses-Anthony L Tambo lll,P.E.Reprodudien of this dorameat,in any form,is pohibhed%ithool the tnitita permission from Al Roolfresses-AnlhooyMunba III,P.E. Job Truss Truss Type Qty Ply 67046 A02A COMMON 1 1 A0146399 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 312016 MiTek Industries,Inc. Mon Jan 09 12:27:19 2017 Page I D:xW MHeLyI DJ 1 MH?QFEcN HfP-zrQ5k-KXkK8wMYJvKzbH 1 B?KI2hRpyGPygz3iYiNZOmizx5l -2-0-0 8-4-6 17-0-0 25-7-10 34-0-0 36-0-0 2-0-0 8-4-6 8-7-10 8-7-10 8-4-6 2-0-0 4.00 12 5x6= Dead Load Defl.=9/16 is 6 1.5x4 3x6 4x6 5x6%5 7 4 8 1.5x4 II 3 n 2 9 en c�1 101;; 15 1413 22 23 1211 Li 5x6= 3x6= 3x4= 3x6= 3x6= 3x4= 5x6 WB= 4-0-0 44r0 12-6-7 21-5-8 34-0-0 40-0 0-4-0 8-2-7 8-11-1 12-6-8 Plate Dftets iXY)— [4:0-3-0,0-2-4],f7:0-3-0,Edgel,[9:0-2-2-;Edge],[15:0-3-0,0-3-0] LOADING(psf) SPACING- 2-4-0 CSI. -DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.36 12-21 >990 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.95 12-21 >375 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.1812-13 >999 240 Weight:157 Ib FT=0% LUMBER- TOP CHORD 2x4 SP M 30 NOTES- BOT CHORD 2x4 SP M 30 1)Unbalanced roof live loads have been considered WEBS 2x4 SP No.3*Except* for this design. W1:2x6 SP No.2 2)Wind:ASCE 7-10;Vult=160mph(a-second gust) OTHERS 2x4 SP No.3 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16ft; BRACING- Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) TOP CHORD and C-C Exterior(2)zone;cantilever left and right 2-0-0 oc purlins(3-8-11 max.) exposed;end vertical left exposed;C-C for members (Switched from sheeted:Spacing>2-0-0). and forces&MWFRS for reactions shown;Lumber BOT CHORD DOL=1.60 plate grip DOL=1.60 Rigid ceiling directly applied or 5-1-13 oc bracing. 3)-Plates checked for a plus or minus 0 degree WEBS rotation about its center. 1 Row at midpt 4-15 4)This truss has been designed for a 10.0 psf bottom REACTIONS. (Ib/size) chord live load nonconcurrent with any other live 15 = 1812/0-8-0 (min.0-2-2) loads. 9 = 1381/0-8-0 (min.0-1-10) 5) This truss has been designed for a live load of Max Horz 20.Opsf on the bottom chord in all areas where a 15 = 136(LC 12) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Uplift bottom chord and any other members,with BCDL= 15 = -1005(LC 8) 10.0psf. 9 = -646(LC 9) 6)Provide mechanical connection(by others)of truss Max Grav to bearing plate capable of withstanding 100 Ib uplift at 15 = 1812(LC 1) joint(s)except(jt—Ib)15=1005,9=646. 9 = 1381(LC 1) 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or FORCES. (lb) bottom chord. Max.Comp./Max.Ten.-All-forces 250(lb)or less except when shown. LOAD CASE(S) TOP CHORD Standard 2-3=-1902/938,3-4=-1797/961, 4-5=-1634/1206,5-6=-1544/1230, 6-7=-2055/1711,7-8=-2148/1686, 8-9=-2727/2306 BOT CHORD 2-15=-854/1966,14-15=-570/1183, 13-14=-570/1183,13-22=-793/1466, 22-23=-793/1466,12-23=-793/1466, 11-12=-1946/2526,9-11=-1946/2526 WEBS 4-13=207/397,6-13=28/293, 6-12=-525/801,8-12=709/993, 4-15=-2492/2872,3-15=-177/299 Scrug-dfase DfAltge,Tglteter fae21lDDr13DSCSj iFltff}6(q(Idr 1[tHi E(DR!dGCAS(ris(DNE t!'t3�dOhDfii�fMfMi'rrm rrdd dein ryeoAers ad tradartis a Ills imscssg7ko�eq'yIDC}erAfte delhq 1.Ier�f:LPE reln?ue5.,'..4Z?ae es:.Ce4sseelsrvise sfdee ae pe ND,m!r NJTeinuederpvssldl s,used In,le Ina"I!"ll. ll.Is.Tnss Detip deauero,.,s}ndq rryi—I lie tedn urlDDrryusuh m ssse,Masedrtt pdmslndngumeq"'isk.ilIlh te,im1potDxsigleT—depinedu Ile TDD Or,eelee 1.4.).Ih dn4a esgarp s,I.dq wi iees;seDeeddr Anthony T.TOrnbo Ill,P.E. ail sedhis lresszenkDlist is Be Dvem,shDraeisoa3arl.edq-ea6els;feiry Deugen,hsM utlertdlleltt,pe6(ada,hsdh1egodeudl>1d.Inegpe4da,Ina n(of halesedrilm'isldsh ¢dtnoF;sieVleh ei lel:sl�ge.nshMse —fessatid 80083 ' DztntyCri,^e.sad(auesGr.Slestms9edkCeICD olike Palatial jeidnesda,heal U.ratedsd:y�a�!inyr(SI}qs!tlskdrylPlad510,.'eff—AMgruid;dncc fPI1�8es!h!ns(uv355esedd&:mdl!alnssDesiuss,ims:<.gesyvendtrms!dmnnram,csess 4451 St.Lucie Blvd. o*rreiu idxrl tga(eefcl gnel agn tsvMglg eD gsstm inaiuL TlsTnn tsv}ei>;hem:s FCideAd.5agr21gur;uTn;s Sgdes hihnrdery isisd"age All up3'isaltems u:es t i-NIIIl. Fort Pierce,FL 34946 (apyrighls012016AdFoollrusses-AnihonyLTomb III,P.E.P.eprodudianofthis dommeuf,inany(aim,isprohibiledsmhoupheeriflenpermission lease A-1 Roof Tresses-WorlyT.TomboIli,P.E. ri Job Truss Truss Type Qty Ply A0146400 67046 A03GE GABLE 1 1 a Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 3120-16 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Mon Jan 09 12:27:20 2017 Page ID:xWMHeLyIDJl MH?QFEcNHfPzyQ5k ojliLGNA4DTpDRcNZ2GHEeM6YoMTiXvix11y18zx5t r2-0-Q 4-4-0 , 9-8-15 , 15-0-15 , 24-1-11 , 32-0-3 3,3-7-14 2-0-0 4-4-0 5 4 15 5-3-15 9-0-12 7-10-8 7-1 4.00 12 2x4 11 Dead Load Defl.=5/16 it 9 10 4x6� 4x4--ST4 S T 7 ci 3x4 6 S 1 3x6 6 S S 8 4x6 6 1 2 4 1 6 5 y'V2 S to 2 W �1 17 16 15 38 14 13 39 12 11 3x6= 5x6= 4x6 3x4= 5x6=3x4= 5x6= 3x4= 4-0-0 4 Y1 0 15-0-15 24-1-11 32-0-3 33-7-14 4-0�-0 0-x-0 10-8-15 9-0-12 7-10-8 -7-11 Plate Offsets(X Y)— [4:0-3-0,0-1-121,[7:0-3-0 Edgel r8:0-2-0,0-2-81,-[9:0-5-8,0-2-81,[11:0-3-0,0-3-01,[14:0-3-0,0-3-01,[17:0-3-0,0-3-01 LOADING(psf) SPACING- 2-4-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.2515-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.6415-17 >547 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(fL) 0.06 11 n/a- n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.1413-15 >999 240 Weight:305 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* T3:2x4 SP M 30 WEBS BOT CHORD 2x4 SP M 30 3-17=-350/560,4-17=-2317/2408, WEBS 2x4 SP No.3*Except* 4-15=-209/348,6-15=0/317, W2:2x6 SP No.2 6-13=-723/660,8-13=-238/677, OTHERS 2x4 SP No.3 8-12=-1208/1183,9-12=-692/1069, BRACING- 9-11=-1280/1116 TOP CHORD 2-M oc purlins(3-9-5 max.), except end verticals NOTES- (Switched from sheeted:Spacing>2-0-0). 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) BOT CHORD Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16ft; Rigid ceiling directly applied or 5-9-5 oc bracing. Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WEBS - and C-C Exterior(2)zone;cantilever left and right 1 Row at midpt exposed;end vertical left exposed;C-C for members 10-11,4-17,6-13,8-12,9-12,9-11 and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS. (Ib/size) 2) Truss designed for wind loads in the plane of the 11 = 1212/0-3-14 (min.0-1-8) truss only. For studs exposed to wind(normal to the 17 = 1810/0-8-0 (min.0-2-2) face),see Standard Industry Gable End Details as Max Horz applicable,or consult qualified building designer as 17 = 682(LC 8) per ANSI/TPI 1. Max Uplift 3)Provide adequate drainage to prevent water 1 11 = -602(LC 8) ponding. 17 = -964(LC 8) 4)All plates are 1.5x4 MT20 unless otherwise Max Grav indicated. 11 = 1212(LC 1) 5)Plates checked for a plus or minus 0 degree 17 = 1810(LC 1) rotation about its center. 6)Gable studs spaced at 2-0-0 oc. FORCES. (lb) 7)This truss has been designed for a 10.0 psf bottom Max.Comp./Max.Ten.-All forces 250(lb)or less except chord live load nonconcurrent with any other live when shown. loads. TOP CHORD 8)*This truss has been designed for a live load of 2-3=-1793/736,3-4=-1606/732, 20.Opsf on the bottom chord in all areas where a 4-5=-1746/978,5-6=-1650/990, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 6-7=-1154/621,7-8=-1006/636, bottom chord and any other members,with BCDL= 8-9=-264/61 10.0psf. BOT CHORD 9)Provide mechanical connection(by others)of truss 2-17=-650/1844,16-17=-1455/1445, to bearing plate capable of withstanding 100 Ib uplift at 15-16=-1455/1445,15-38=-1558/1619, joint(s)except Qt--1b)11=602,17=964. 14-38=1558/1619,13-14=-1558/1619, 10)Graphical purlin representation does not depict the 13-39=-981/1014,12-39=-981/1014 size or the orientation of the purlin along the top and/or WEBS bottom chord. 3-17=-350/560,4-17=-2317/2408, 4-15=-209/348,6-15=0/317, 6-13=-723/660,8-13=-238/677, LOAD CASE(S) 8-12=-1208/1183,9-12=-692/1069, Standard 8atie{-Muse Hntq:Jjtetitrtit'1180Dr7�sS3('SFI(E1kEFA�StIE1tfSE(DkT.IM9sO1SrpN(r7rci';fatt0�5(3{�flll'IFFn.Teit(CFFi{F ramelusmltFa3atDs at Ns(rvssDerpkrvigQhOJ¢dtlek�kesi r.lesalE;PE ltlan:eShM*aE!tt xe.UFlnsuEuvise file2�lle IDD,edr MITA..=r=sh0xts-I ltrasTrDA h,61.1r,1Desip Evia p.t,SYFdttr,+Ft{ktel txseFlnmIDDrNrsFte®mr, ;etfDepftssuttl eeg 2etie{FegFts3 etl�4 i!s;p df sc�:inss htteelnR<IDD ulr,suFFmt.ike exi{Ftsas{rutt,ttti¢q neiititts,stinFa�ry_ Anthony T.Tombolll,P.E. wl rted5isltnsh;mkDeu{Is BF FssprtaddYd6t Ov!tr,GlDneisnfiatuW t3tCatiFldlerz{Deigee,4lh!otlF:I tl nel(46eR(nl oeltmilaldug ute rdl%-I.itegyrtFc"s(IFt 70D mi tFsield.teFlsu iaRs,alv!¢ytistda}ttrnt,cDFMirztedlnor;shDkdtrtsra+sn3Yd #80083 Ztrcerm'type{raA(aaaWr.lltcdFssetrAhD!ICDmlpermntealri[¢IitnttGeEoiltus(!sspomaSelFlrlda¢eet{16jr41iFfaa7iflai5r(ineiehrx:Nl gFteN daa.RINfflbesthe IlFSreakitetditnolft1.1eDolpEt,IMS UScp'.{iEIWlrrsdaFJaet,wen 4451 St.Lucie Blvd. t"�:;siseitDFtdrpa(Ftl:txlarFed tr:t harilit{LrrD{Vies inael 113 TFanD2v}a 67uFuisli0t5:aDLa]Cn4}et,trTmsSjsfea hintFF ttmpi9fd"mi.UI mp'.tBtedsaos uem Itla¢I u❑EI. Fort Pierce,FL 34946 (oPr<9ht02016A-1 foolTrosses-Anthan T.Tombo111,PERe roduclian ofthis dommer.1,in any form,is plabMededfhnnThe nlinen P=tmissionfrom A-1Roaffresses-Archon Mambo III,P.E. Job Truss Truss Type Qty Ply 67046 A04 Monopitch 5 1 - A0146401 Job Reference(optional) $L I 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. Mon Jan 09 12:27:20 2017 Page ID:xWMHeLyIDJ1 MH?QFEcNHfPzyQ5k-oiliLGNA4DTpDRcNZ2GHEeM9FoL1 ibpixl lyl8zx5t. 1-2-0-01, 9-4-8 17-7-8 -24=11-8 2-0-0 ' 9-4-8 8-3-0 -"7-4-0 4.00 FIT 7 Dead Load Deft.=7/16 it I 3x4 4x4 6 5 4x4 4 W5 1.5x4 II 4 3 to 2 dI 1 CS 11 10 9 15 16 8 3x4= 5x6= 3x4= 5x6= 3x4= 4-0-0 44x0 14-6-0 24-11-8 4-0-0 0�-0 10-2-0 10-5-8 Plate Offsets(X,Y)— [2:0-1-2,0-0-01,[4:0-1-8,0-2-0),[5:0-2-0,Edgel,[8:0-3-0,0=2-121,[11:0-3-0 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 0.82 Vert(LL) -0.34 8-10 >718- 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC -0.76 Vert(TL) -0.76 8-10 >325 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.05 8-10- >999 240 Weight:135 Ib FT=-O% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2*Except* 1)Wind:ASCE 7-10;Vult=160mph(3-second-gust) B1:2x4 SP M 30 Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=16ft; WEBS 2x4 SP No.3*Except* Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WI:2x6 SP Not and C-C Exterior(2)zone;cantilever left and right BRACING- TOP CHORD exposed;end vertical left exposed;C-C for members Structural wood sheathing directly applied or 4-2-10 cc and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 purlins, except end verticals. BOT CHORD 2)Plates checked for a plus or minus 0 degree rotation about its center. Rigid ceiling directly applied or 6-0-0 oc bracing. 3)This truss has been designed for a 10.0 psf bottom WEBS chord live load nonconcurrent with any other live 1 Row at midpt 7-8,6-8,4-11 loads. MiTek recommends that Stabilizers and required 4)*This truss has been designed for a live load of cross bracing be installed during truss erection,in 20.Opsf on the bottom chord in all areas where a accordance with Stabilizer Installation guide. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL= REACTIONS. (Ib/size) 10.0psf. 8 = 700/0-3-8 (min.0-1-8) 5)Provide mechanical connection(by others)of truss 11 = 1247/0-8-0 (min.0-1-8) to bearing plate capable of withstanding 100 Ib uplift at Max Horz joint(s)except at--lb)8=378,11=721. 11 = 464(LC 8) Max Uplift 8 = -378(LC 12) LOAD CASE(S) 11 = -721(LC 8) Standard Max Grav 8 = 700(LC 1) 11 = 1247(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1645/706,3-4=-1517/718, 4-5=-792/273,5-6=-732/285 BOT CHORD 2-11=-634/1691,10-11=-724/796, 9-10=-587/575,9-15=-587/575, 15-16=-587/575,8-16=-587/575 WEBS 6-10=0/440,6-8=-726/750, 4-11=-1541/1827,3-11=-230/377 5rpi!E rlme Ikenpsyy rz!i:rti!'kl Y;IBr1r445sSj iE[tff)6FAErsS 1ErtlS E(OtS1009S(95T091�i�Y1a0f.�fYiM1'tm.Yrdtlesigyvoa!Rrsm{rsplpm:s u fusi«psGss�(lpvipy IIUOi prAfteAekery LTeaipl].PE t:f«nz55M1finea;e 9elnse6ueise stud n Ike NU,a!( e,Trt«a2nnr!ptsiilk3en!{IntteICUWLtdI ornb u!LnsUsipEeirx!!1s,s�:oelryE�i!ee(pz!aln!erTOD«pes!mmme�m;etm!pk:natleEgrxritr«srctukhqurt!iesgtar�sap!i«st&7R{nk<TDUrJr.u7«IPId.iRelasgapsnprmrs,Iepa�nMni!ts,sameary Anthony T.TombvIlI,P.E. aplpSp pkllisTtpsfEY rellpBLFs Y!BFr?S)IFSQIIIFy iECl!Jl«tl,Cl Oi`I!I{p;Qjp14!{p}�#91 k3rus e!JTH,h(««Elli}t11111T1.B!IT'i fl{B!IiNTP{LVA]«{t[[{T%I-PRQ)«!IItS�t le�Rl lif kVlT iSl fl Yit rfDS5,6'IpI49kAE!:8}Sltti!,IfSMlillt!6{kltpLf tYSSt:(fSTp931�1rt( rsu:anR;efp cA(a]W.L7rN syMeRrlt-0mlpeprfiesm{pi{el�eseFG!reil{ur(rsFarlShcrEa¢ !r;EUfrtNiketylflalSt(dttt«Ittw:dkrg«!iil�lnaRtrLSxste«Euveti!suddi.dl::TmsOetlee«,Tm!e:.�yp«ucal«sublpm«�ess 4451 Lucie vd. p�>^ai«{il,!ed lya(uLvlaprrJ ryn ip Kn6t}Ef s0 rn6es und«s,is!T«ss lktip ipTiprzrhliCl�aLL3uy rn9p!!,tr T«StSTste3 EprRerrilP.2 i&Isar.rll mp.pi«s2(«s n!os lilaslh❑rl. (-Ort PIE(C2, 34946 Copyright 02016URoof Trusses-AuthonyT.Tombolll,1`1 Reproduction ofthis doacmerf,in eny form,is probibited withoul The willen permission from A-)Roof Trusses-AntbonyLTomb III,P.E. s; Job Truss Truss Type Qty Ply 67046 A05 MONOPITCH 21 1 A0146402 Job Reference(optional) Al Roof-Trusses,Fort Pierce,FL 34946,design@aitruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31-2016 MiTek Industries,Inc. Mon Jan 09 12:27:21 2017 Page- ID:xWMHeLy1DJ1 MH?QFEcNHfPzyQ5k-Gws4ZcOorWbgraAZ7lnWmsvLsCeJR38r9h2Vgazx5u ,-2-0-12, 6-6-12 , 13-6-12 , 20-10-12 , 2-0-12 6-6-12 7-0-0 7 4 1 4.00 12 6 Dead Load Defl.=1/2 fr I 3x4 3x4 5 3x4 4 3 W6 3x4 7::� 5 2 1 11 10 9 8 12 13 7 3x6 11 4x4= 3x4= 5x6= 3x4= 6-6-12 10-5-6 20-10-12 6-6-12 3-10-10 10-5-6 Plate Offsets(X,Y)— [2:0-1-12,0-1-8),[7:0-3-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.33 7-9 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -G.83 7-9 >297 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) 0.05 9-10 >999 240 Weight:125 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- CHORD 2x4 SP No.2 WE 1)Wind:ASCE 7-10;Vult=l60mph(3-second gust) WEBS 2x4 SP No.3 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16ft; BRACING- TOP CHORD Cat.-II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)Structural wood sheathing directly applied or 54-6 oc and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members purlins, except end verticals. BOT CHORD and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Rigid ceiling directly applied or 2-2-0 oc bracing. 2)Plates checked for a plus or minus 0 degree WEBS rotation about its center. 1 Row at midpt 6-7,5-7 3)This truss has been designed for a 10.0 psf bottom MiTek recommends that Stabilizers and required chord.live load nonconcurrent with any other live cross bracing be-installed during truss erection,in loads. accordance with Stabilizer Installation guide. 4)*This truss has been designed for a live load of 20.Opsfon the bottom chord in all areas where a REACTIONS. (Ib/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 7 = 756/0-3-8 (min.0-1-8) bottom chord and any other members,with BCDL= 11 = 891/0-7-4 (min.0-1-8) 10.Opsf. Max Horz 5)Provide mechanical connection(by others)of truss 11 = 368(LC 8) to bearing plate capable of withstanding 100 Ib uplift at Max Uplift joint(s)except(jt--lb)7=404,11=399. 7 = 404(LC 12) 11 = -399(LC 8) Max Grav LOAD CASE(S) 7 = 756(LC 1) Standard 11 = 891(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1080/686,34=-908/528, 4-5=-802/539,2-11=-821/809 BOT CHORD 10-11=-677/317,9-10=-1105/972, 8-9=-690/629,8-12=-690/629, 12-13=-690/629,7-13=-690/629 WEBS 3-9=-233/426,5-9=-216/492, 5-7=-793/883,2-10=-506/922 iectiz;na!!RasaQp r:d:r6:•li menesstss-ullEe}sTrsrsunusa coa*inrssmsmy{rra;aeuo�:��ulnrm�.r!:ac:!,iPrQ!�e!rr�tnatr:r!r6.:r�:re!r�n�.�ppr6}�ane E!wrp r.Te�,.n:efr!ha,;esy!:,ar•!n�>.n!�!ss:+s!!�:!mnan�te mo,c:�T en!tssszanp!exs sOkx!ua6e as at!rstit fssLntazuPTrm p<.;s(zti�Eerseepszdss!s(taDcerrsrmmmepre rEeph i!nlzry edhyrzrc!<.aavtmrainprtxsxy:TrK:teNmerea!toad�.e>s!rr-t.ttetu�rauapa!rs,tcxugndans,srrttnap Anthony T.Tambo III,P.E. me rse eltShcress!e;mtn76rrks6s rzsyer,A03pdti!Oner,fke 0eseisa&iealiWe73ta Be rsl%ar0!siRa.u�usieAei ne llC,tS!6Ca19!Isniti:i£ago!!¢tl?tL rte q}nsdsf&ttaa mi!spNeiln!zl netsxss,rs4lrtgtmtny h:egl:Is�slletirt rsAtn�sis:b:znsrsun:lyd 380083 ' Bx6z'tagazs:fsrse!(m]nrx.CiscasssMelhMelCPWkhrrs7rcesmtr!telnes!theM'N(Qx(as•95!hJplafar¢e5ce;!(Srj(Stlis'aflTSflatStCAne,zlereuedtapeorsaltrtlna.IPkLSxsh!iezlrou3itiAa¢deAirdM.eSmsaesi5ssr,Cmssaeig!Srivzn¢dlsrstmfzrluer,rness 4451 it.Lude Blvd. o3zrsiuteluelkpnreMM uprsed epnhcriasr l(s0 rsreetiess7szl raz Iron Et0p E.1man NOT 6-9.dAqU0XurTmss Spska hruezr slap loth}111 mu!aOse3!aos rczmlAazlhlfN. Fort Pierce,FL 34946 foppight02016A-0 loaf Tosses-AnthonyT.TamboIII,P.T.Reproklica of this dommarl,in any form,is probibhed without The winen permission from AA Rooffusses-AnilaayT.TomboIII,P.E. Job Truss Truss Type Qty Ply 67046 A06 MONOPITCH 1 1 AO146403 Job Reference(optional) h Al Roof Trusses,Fort Pierce,FL 34946,design@aitruss.cwm Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 20113 MiTek Industries,Inc. Mon Jan 09 12:27:21 2017 Page ID:xWMHeLyIDJ1 MH?QFEcNHfPzyQ5k-Gws4ZcOorWbgraAZ7lnWmsvKCCjXR_ir9h2Vgazx5u 2-0-12, 6-10-5 13-6-12 , 20-10-12 2-0-12' 6-10-5 6-8-6 7-4-1 4.00 12 6 Dead Load Defl.=112 it I 3x4 3x4 5 3x4% 4 3 5 W6 3x6 2 , 1 0 W 8 m 9 5x6- I� 4x4= 7 104x4 II 2.00 12 5x6= 6-10-5 10-7-4 20-10-12 6-10-5 3-8-15 10-3-8 Plate Offsets(X,Y)— [7:0-3-0,0-3-01,[10:0-2-3,0-0-41 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.36 7-8 >686 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.91 7-8 >270 240 BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) 0.12 8-9 >999 240 Weight:121 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2*Except* 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) B2:2x4 SP M 30 Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=16ft; WEBS 2x4 SP No.3 Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) BRACING- TOP CHORD gable end zone and C-C Exterior(2)zone;cantilever Structural wood sheathing directly applied or 4-5-7 oc left and right exposed;end vertical left exposed;C-Cfor members and forces&MWFRS for reactions BOOT CHORD purlins,Texcept end verticals. shown;Lumber DOL=1.60 plate grip DOL=1.60 Rigid ceiling directly applied oro-8-3 oc bracing. 2)Plates checked for a plus or minus 0 degree rotation about its center. WEBS 3)This truss has been designed for a 10.0 psf-bottom 1 Row at midpt 6-7,5-7 chord live load nonconcurrent with any other live MiTek recommends that Stabilizers and required loads. cross bracing be installed during truss erection,in 4)*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. (Ib/size) bottom chord and any other members. 7 = 756/0-3-8 (min.0-1-8) 5)Bearing atjoint(s)7,10 considers parallel to grain 10 = 891/0-7-4 (min.0-1-8) value using ANSI/TPI 1 angle to grain formula. Max Horz Building designer should verify capacity of bearing 10 = 522(LC 8) surface. Max Uplift 6)Provide mechanical connection(by others)of truss 7 = -664(LC 12) to bearing plate capable of withstanding 100 Ib uplift at 10 = -638(LC 8) joint(s)except at--lb)7=664,10=638. Max Grav 7 = 756(LC 1) 10 = 891(L-C 1) LOADCASE(S) Standard FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1492/1143,3-4=1306/970, 4-5=-1203/986,2-10=-834/904 BOT CHORD 9-10=-721/349,8-9=1552/1383, 7-8=-885/800 WEBS 3-8=-210/359,5-8=-602/728, 5-7=-979/1113,2-9=877/1272 uPr¢;-rIlLf RfrEt;Il;1lEI!Y Ye±id rDEi IrGsf;s{'sFI1FE k fi1gfL:!1TTNSa(DNiiR@sSN5109(t;trl'J 6�DR::ifI7➢fl'Ism Te:dT desip;uEedersad rEadtmEs Ee lvs irv:Idt;:.Q Gravis;pOD}u£6elftke�Llexsr O,PE I,Innte S6!d`r.:'rkc±e.GelasE!luvise shiE!n 11a TM adl YJTEYmrlRtlai;�GEI1SsII lex!1ln lkeTCDu6±nDl.rsETress D±cp faeire:r(i.e.,Sydalg[epeeerxt e±nlea rer IDDte;r±tlm aeme;fa;EdtEerre!elllaf±lefyi2¢enc;m[cwYld.filEe ies!p.Jt�Io;V±Tns2£e;INdaa ike TDD n¢,!a9ea 1211.ik de±i;r a:sm;hiEl;lfruq neidus'!'m uq Anthony T.Tombo III,P.E. .dsudul—fsr aYUH.1Intlet±spmrtl£tdliEDn!r,G± Win;DOMI, 11,Jlfn!r-161lanWftguiE±d1?td.CegFnd doe IUD.1 uyli'desed11,Tlals,�fgFn+dlmy corn±,um7u�n Wtnaq M Wb'11s;ensdiln d 80083 litra�d cE: stdlxnNn.L7 edrssId in RE rM.10,pOmQs.1 Patn1ndlle r.l;N;rfRT98aI Sd'I;IatA&mn�p:IllkfSej1fl06OSr(16t,eInn:ed In rE[nal�'J➢P..�If±SRI�e,F�eaL3C,5ei nl dSYi(A IC21nII DE±Inf1,T22i GEijl5Jf3eG a�TKaS ie3�athrer;[CESS r3±niu hheitr7aGEtvi.gEel apnia vnN;trrg;frDesirn'r.1.na T±oss[lop 51merh EUT*bjtgkopm"Tnss spfn h;uerf dot lulde;.IOmxa[rnsterns nem19h:1 ialFTl. 4451 St.W[ie Blvd. Copyright 0 2016 Ad Aoof Trusses-Anthony I.Tomlin III,P.I.P,epmdudion of this doroment,in any form,is piohihbed without the%often permission from A-1 Roof licsses-Anthony I.Tomb 111,P.E. Fort Pierce,FL 34946 ,.I Job Truss Truss Type Qty Ply 67046 A08GE GABLE 1 1 A0146404 Job Reference(optional) Al Roof Trusses,Fort Pierre,FL 34946,design@aitruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Mon Jan 09 12:27:22 2017 Page ID:xWMHeLyIDll MH?QFEcNHfPzyQ5k-k6QSmyPQc(jXSklmgTJIJ3RTsczKAUQ?OLn2N1zx5i r2-0-17, 5-5-6 13-0-9 20-7-4 27-11-3 2-0-12 5-5-0 7-7-3 7-6-11. 7-3-15 8 Dead Load Defl.=1/2 ii I I 4.00 12 3x4 3x4 7 ST1 6 3x4 4x4 5 S 17 NNS 9 3x4 4 2 3 3 NS 4x4� 562 o 11 06 12 5x6= 133x411 3x4: 10 31 9 2.00 12 5x6= 3x4= 5 , 10-7-4 20-7-4 27-11-3 Z5 5-1-14 10-M 7-3-15 Plate Offsets(X,Y)— 12:0-1-4,0-1-121,[4:0-2-O,Edgel,[9:0-1-8,0-1-81,[10:0-3-0,U-3-01,[13:0-2-3,0-0-121 LOADING(psf) SPACING- 2-4-0 CSI. DEFL. in (loc) Ildefl L!d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0:35 10-11 >700 360 MT-20 244/190 TCDL 7.0 Lumber DQL 1.25 BC_ 0.96 Vert(TL) -0.8910-11 >275 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) -0.07 10 n/a n!a BCDL 10.0 Cade FBC2014/TPI2007 Matrix-MS Wind(LL) 0.10 11-12 >999 240 Weight:-237 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2*Except* 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) 62:2x4 SP M 30 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16ft; WEBS 2x4 SP No.3 Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) OTHERS 2x4 SP No.3 gable end zone and C-C Exterior(2)zone;cantilever BRACING- left and right exposed;.end vertical left exposed;C-C TOP CHORD for members and forces&MWFRS for reactions 2-0-0 oc purlins heel :-Spa exc>2-0-d verticals shown;Lumber DOL=1.60 plate grip DOL=1.60 (Switched from sheeted:Spacing>2-0-0)_ BOT CHORD 2) Truss designed forwind-loads in the plane of the Rigid ceiling directly applied or 4-10-1 oc bracing. truss only. For studs exposed to wind(normal to theface),see Standard Industry Gable End Details as WEBS applicable,or consult qualified building-designer-as 1 Row at m-10 per ANSI/TPI 1. S-9,5-10,7-10,7-9 3)All plates are 1.5x4 MT20 unless otherwise REACTIONS. (lb/size) indicated.4)Plates checked for a plus or minus 0 degree 13 = 924/0-7-4 (min.0-1-8) rotation about its center. 10 = 1604/0-8-0 (min.0-1-14) 5)Gable studs spaced at 2-0-0 oc. Max Horz 6)This truss has been designed for a 10.0 psf bottom MaxUplift= 805(LC 8) chord live load nonconcurrent with any other live Mloads. 13 = C 8) 7)*This truss has been designed for a live load of MaxGrav -1390(1390(LC 12) 20.Opsf on the bottom chord in all areas where a Mrectangle 3-6-0 tall by 2-0-0 wide will fit between the 13 = 4 1) bottom chord and any other members,with BCDL= 10 = 1604(LC 1) IO.Opsf. FORCES. (lb) 8)Bearing at joint(s)13 considers parallel to grain Max.Comp./Max.Ten.-All forces 250(lb)or less except value using ANSI/TPI 1 angle to grain formula. when shown. Building designer should verify capacity of bearing TOP CHORD surface. 2-3=-1381!778,3-4=-1134/460, 9)Provide mechanical connection(by others)of truss 4-5=-1058/472,5-6=-856/269, to bearing plate capable of withstanding 100 Ib uplift at 6-7=-835/309,8-9=-179/264, joint(s)except(jt=lb)13=569,10=1390. 2-13=-863/762 10)Graphical purlin representation does not depict the BOT CHORD size or the orientation of the puriin along the top and/or 12-13=948/399,11-12=-1463/1352, bottom chord. 10-11=-732/693,10-31=-205/439, 9-31=205/439 LOAD CASE(S) WEBS Standard 3-12=247/252,3-11=305/703, 5-11=-480/736,5-10=-1101/1207, 7-10=-834/1448,7-9=-708/331, 2-12=-664/1260 Se:iag..fau st..Egfdy(edeahe'kl A�DPTtDSSES('i(lt(d'}.6(ks15(l(W38(ONDI0A9S[95599(tUfEi'I d[�Q�TfPEY1MP h,m.Yr.'dr Eesiyoracritlers ml rtalaeks ulvsTmsCt ys LhaeierQ06}adltx4ltEsy LTes51I7,P.E[flnsea56>xlDe!ms me!)tlesstUeEsise shlff al lte iPD,ae!r GTfhfR£tN/rY'tt 4TSn t)tT!rrifl(ETDDNtI tID>;iSITiiSf D:firt(t f!?rpt,}P?�tn!(EPFtlla rtf itilBr IEETDPff)(effth tnffif,M9:etr�l rlf�tlSiiLlItF�IQMFrftIPRShIWJh(�tdtilpadCz fmyS:Tnsshy(Gti ea tlt iDO d7,edeET11L RednyEfsurtItm,tst&gsrtibs',"'idly Anthony T.Tornbo III,P.E. lfEl iiOr,m Ims h,ley[dial ie A-SglitdddyANdvlt4 i:4e OtitISIA]IE,Itd E3:1lN�E ri3irtP OiSlftll,pip£IC}t{I}eIr(.b!R(aEthElEdta Idrg ude sd TRd.tlegpeEdAkETDOaifsr tiEB.sE tShe rEsss,ia4ngtsd!ag,srome,h;lElidit Etdtrto<g s�Bk�eEtsjaur5slys( .y 80083 zter�a�s t�(enVN.in"MA"leatieaarn.Imms*fdpud;ntrmrea�g(EsyEmSdAr nEtg(s}gwaeylnmrsuofrduosfdtErEttdpWrim.mad€rfrrEntem+etftddafs�rdrnsaEgEu,Tr03Cglag3f,6�TRS�a ifltR:fR 4451 St.WeieBlvd. c5f:eise dtP*tllya(edvlag,Erdagal is■,ingtylD ysmet iefsistl lieTress(tslga Ee;hter65DT�e bdLy[Isigyt(Insf Syssea Egiieu alzl iuldS}All mp".11dwnsirls drImA is Mi. Fort Pierce,FL 34M Capyri06102016AdRooffrusses-AotbonyLTombo III,P.I.Reprodustionofthisdomment,inonyfarm,isptobibifedxritbounhexritienpermissionfromAlRooffiesses-AnibonyLTomba111,1`1 Job Truss Truss Type Qty Ply It 67046 A09 ROOF SPECIAL 10 1 A0146405 Job Reference(optional) il 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. Mon Jan 09 12:27:22 2017 Page ID:xWMHeLyIDJ1MH?QFEcNHfPzyQ5k-k6QSmyPQcgiXSklmgTJIJ3RXAc vAOz?OLn2N1zx5L 2-0-12 5-7-11 12-7 4 20-7-4 23-11-9 29-34 31-3-4 2-0-12 5-7-11 6-11-9 8-0-0 3�-5 5-3-11 2-0-0 4x6= Dead Load Defl.=1/2 IT 4.00 F12 4 1.5x4 II 3x4 4x4 3 5 W6 5 6 3x6 2 1 W2 10 7 � ao 11 5x6= g Ic's 3x4= 9 12 2x4 I I5x6= 4x4= 2.00 12 5-7-11 10-7 4 20-7-4 21-3 4 29-3-4 5-7-11 4-11-9 10-0-0 8- 8-M Plate Offsets(X,Y)— [4:0-2-4,0-2-41,[5:0-2-0,Edge1,19:0-3-0,0-2-121,[12:0-2-3,0-1-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.35 9-10 >700 360 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.93 Vert(TL) -0.88 9-10 >279 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) -0.10 9-10 >999 240 Weight:143 Ib FT=0% LUMBER- TOP CHORD 2x4 SP M 30*Except* NOTES- Ti:2x4 SP No.2 1)Unbalanced roof live loads have been considered BOT CHORD 2x4 SP Not*Except* B3:2x4 SP M 30 for this design. No.3*Except* 2)Wind:ASCE 7-10;Vult=l60mph(3-second gust) WEBS 2x4 x W7:2x6 o. NEx Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf-,h=16ft; BRACING- Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) TOP CHORD gable end zone and C-C Exterior(2)zone;cantilever Structural wood sheathing directly applied or 3-9-7 oc left and right exposed;end vertical left exposed;C-C purlins, except end verticals. for members and forces&MWFRS for reactions -BOT CHORD shown;Lumber DOL=1.60 plate grip DOL=1.60 Rigid ceiling directly applied or 2-2-0 oc bracing. 3)Plates checked for a plus or minus 0 degree WEBS rotation about its center. 1 Row at midpt 4-9 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live MiTekrecommends 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 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. (Ib/size) bottom chord and any other members. 12 = 687/0-7-4 (min.0-1-8) 6)Bearing atjoint(s)12 considers parallel to grain 9 = 1700/0-8-0 (min.0-2-0) value using ANSI/TPI 1 angle to grain formula. Max Horz Building designer should verify capacity of bearing 12 = -198(LC 17) surface. Max Uplift 7)Provide mechanical connection(by others)of truss 2 = -638(C LC 9) to bearing plate capable of withstanding 100 Ib uplift at 9 joint(s)except(jt=1b)12=613,9=1638. Max Grav 12 = 740(LC 23) 9 = 1700(LC 1) LOAD CASE(S) Standard FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1078/744,3-4=-783/491, 4-5=-2382/1354,5-6=-2384/1227, 6-7=-2581/1331,2-12=-686/636 BOT CHORD 11-12=-70/256,10-11=-705/1006, 9-10=196/793,7-9=-1188/2626 WEBS 3-10=-355/766,4-10=-223/583, 4-9=-1849/2334,6-9=-500(748, 2-11=-629/976 a�fis-nrardurdr!lTrddE,.ae•,:-Imonasfstsrlrufuansf lousaT�wtorasTnfro�frPra;a�nm��ufPrlr!a rr!aver:I�ru�eEr:mareIsar.sut;;!TR,rP6.;glero>mrpor}�a�f:aE1r�T.TrE�n,v.L mE!�ase::f�eEa:e nElasufEr9aemtrin lfE mP,�p - rretaRxanrlmesfonb< el in leTCPhSerrP9.IsrTnssPssire& a u.fpaq&pEeubusednseriPPr€r-ssmaffeunte{IRtrfl�SILII¢Ep4¢ja♦ie!tildrhsFeees:golBeuiHiasseefikeduOrTOO nilr,duTOT LihduirEas,¢rnst,lrrq ,10i'ly Anthony T.TomboIII,P.E. W-1 Its Imfar rgkALsr is fl—j'asnilardsu omr,to 0rmia";nrsaePar or 6,W&IOnjus,Meadeddnr Off,fit V.10,Wsei W16s;,is WITH.negy"rdat TOO ralrrrfirl9rrIISsTns,cald.5Irr&}'rnp'isradPR REWag No h tutsf61➢Sild #80083 ' net;eyDWR,rad(4A.W.Alto.'deLa3,TED WIt,Former trognleiandrreralrue(esf.450-.IfWarz.irr�raOWIiskilriNrelfr(Aearrlrsm:edhrgunetglidactf1Fle5esffieiEsfran?.i5es¢dd.*"tsdluL•rstUrufrsr,f!sscasyESf�errdfre;slr,>Uarnrsdas ' 4451 St.Lucie Blvd. r"�eni!e id¢Hlpu(rdkvtoprri Iprr u euorr 6r rBSrlett¢rdel.i1:Toss fasip 6goreh r019s683a3[eslgldr.«Tess fpde�6raett dofed'Ahr.fllop'tSzMuvs erres Lia:l v N41. (oppighfa1016A4loolTrusses-Anthony T.TomhoIll,P.E.Reptorludiors of this doccaterl,in any form,is piohihiTed withoullhe wriflen permission from A-]RoofTresses-AntlonyLTomb 111,P.E. Fort Pierce,FL 34946 Job Truss Truss Type Qty Ply A0146406 67046 A09A ROOF SPECIAL 1 1 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 312016 MiTek Industries,Inc. Mon Jan 09 12:27:23 2017 Page ID:xWMHeLyIDJIMH?QFEcNHfPzyQ5k-CI—r IP2N8rO4uKyEAq_rH_fkOLYvsiBd?XcvTzx5L , -2-0-12 , 5-7-11 12-7-4 20-7-4 , _29_-3-4 , 31-3-4 , 2-0-12 5-- 11 6-11-9 8-0-0 8-8-0 2-0-0 ' 5x8— Dead Load Deft.=1/2 it 4.00 12 4 3x4 46 zt 3 5 2x4 11 5 W6 6 4x4 T{ 2 10 W2 10 7 to m 11 5x6= 8 3x4= 9 12 2 6x6=� 3x6 x4 I I = 2.00F1_2 5-7-1110-7 20-7-4 2,1-3 4 29-3-4 _ 5-7-11 411-9 10-0-0 8- 8-0-0 Plate Offsets(X Y)— [2:0-1-4,0-2-01,[5:0-3-0 Edge] [6:0-3-7,0-1-41,[9:0-3-0 Edge1,[12:0-2-3,0-1-4] LOADING(psf) SPACING- 2-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.35 9-1D >707 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:84 Vert(TL) -0-87 940 >281 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) 0.53 9-15 >194 90 Weight:143 Ib FT=0% LUMBER- TOP CHORD 2x4 SP M 31*Except* 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) T1:2x4 SP No.2 Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=16ft; BOT CHORD 2x4 SP M 30*Except* Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) B1:2x4 SP No.2 and C-C Exterior(2)zone;cantilever left and right WEBS 2x4 SP No.3*Except* exposed;end vertical left exposed;C-C for members W7:2x6 SP No.2 and forces&MWFRS for reactions shown;Lumber BRACING- DOL=1.60 plate grip DOL=1.60 TOP CHORD 3)Plates checked for a plus-or minus 0 degree 2-M oc purlins(3-10-10 max.), except end verticals rotation about its center. (Switched from sheeted:Spacing>2-0-0). 4)This truss has been designed for a 10.0 psf bottom BOT CHORD chord live load nonconcurrent with any other live Rigid ceiling directly applied or 5-11-4 oc bracing. loads. WEBS 5)*This truss has been designed for a live load of 2 Rows at 1/3 pts 4-9 20.Opsf on the bottom chord in all areas where a REACTIONS. (Ib/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the = 802/0-7-4 (min.0-1-8) bottom chord and any other members. 12 9 = 1983/0-8-0 (min. -1-8) 6)Bearing atjoint(s)12 considers parallel to grain Max Horz value using ANSI/TPI 1 angle to grain formula. M = 139(LC 17) Building designer should verify capacity of bearing Max Uplift surface. M = -461(LC 8) 7)Provide mechanical connection(by others)of truss 9 = -1 461(L C to bearing plate capable of withstanding 100 Ib uplift at Max Grav joint(s)except(jt=1b)12=461,9=1357. M = 864(LC 23) 8)Graphical puriin representation does not depict the 9 = 1983(LC 1) size or the orientation of the purlin along the top and/or bottom chord. FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except LOAD CASE(S) when shown. Standard TOP CHORD 2-3=-1258/522,3-4=-913/340, 4-5=-2762/1575,5-6=-2765/1428, 6-7=-2996/1549,2-12=-801/664 BOT CHORD 10-11=-471/1174,9-10=-113/922, 7-9=-1382/3048 WEBS 3-10=416/893,4-10=-114/678, 4-9=-2152/2708,6-9=-587/878, 2-11=-426/1139 NOTES- 1)Unbalanced roof live loads have been considered for this design. �'�lul-tlmse NttutJy(eti!rhe'7-I Rot' HGS%rs[iurf cariminsui DanciscusioNI'maltorsoiSldfA7EN1'im YELL too,j (ttntsawaauhs Itfin T.,O!.:ga6RwjgV.).dtlzA IhgT.1.5.0:P.E.IJuwtet6let2?regt DehsttJEttvisls61tdt11Ee ID6,uefr AJTlttrt[MtfT'Ltittti{Atit!t(!rtlltCD131l IIAt.t31T(tSSD!SIII Etj ra!Ip.t,SP!1tA7Flpet<tphl Stll It rtfTDD(rye!Sten lDttllpSY.PtIhl SfO<tSSIINIlESIIRLIIFIRetit!ItIlllftil rd tfSllv'Stltx saylT,Sse paduttetoD lt¢,latel i?I•t.Tkeeetgt lsaoPtu,s,nt&qudeuts,earttaDt Anthony T.Tombo Ill,P.E. ltttlSl ltltlSTfetSSei ItlGleuS ES ttF Ili)tEflteDP ittl OYlt1,l(:OM41tSteAi(I:tt B34ENd1Gli¢SOtlfteU',WtM.Uu(ltt tl lSllf(.fillC tlt ht luel teDeug tlLl lr�IPt'I.IttQptld t(httDOmt Glp AtIt KE fl hl Lllfl, titDEL1tIT Shfttl,I[SMOdlttf[ttttfll�SSO'J EGhetlSl945b:Tj t{ #80083 ' a:rlle:El Deti^yet ue(osanax.Use.AM to Its leoWIII pOues"I pittliustthe GiltuS Gu{aaeelS*1j Wlaatatt;lCSI)Pttiffs(re4IF1.1Sl(tne 10"etae hrllFFlllttit3leP. 4481St.Lucie Blvd. th=rtsl tth3teA(nrttnalaput7(ItilY,riAq teEO P!(Gte(t[]ie!I.I{i TRSS Dt4p F1TWflfIS AOTC3G3SaI DlAgt!I.t(TzifSTsha Eiitttu4W17ttlleat,tII®PDt:lIe1R(uS IfeBS tiult itlFLl. Fort Pierce,FL 34946 Copyright ts02016A-1InolTrusses-An(6anyT.TumhoIII,P.E.Reproduction ofthis ifimemert,in any form,is ptobibited without The written permission[ram AA Roof Trusses-Anthony L Iamb III,P.E. Job Truss Truss Type Qty Ply 67046 A10GE GABLE 1 1 A0146407 Job Reference(optional) n 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. Mon Jan 09 12:27:23 2017 Page ID:xWMHeLyIDJi MH?QFEcNHfPzyQ5k-CI_r_IP2N8rO4uKyEAq_rH_iKOJ_vuY8d?XcvTzx5L -2-0-12, 7-10-7 12-7-4 20-6 6 29-3-4 31-3-4 , 2-0-12 7-10-7 4-8-13 7-11-2 8-8-14 2-0-0 4x6= 4.00 12 4 3 7 7 3x4 5 3x6 6 4x4ST2:- 9' 8T9 2 STI ' 576 4I IW T8 STIO �... 1��4 �V3,; 578 W2— -- I I €, e I;, 6 19 18 17 16 1544 14 4513 12 11 10 9 3x4= 3x6 i If 4x8= 3x4= 3x6 Ii 3x4= 7-10-7 17-2-5 29-3-4 7-10-7 9-3-15 12-0-15 Plate Offsets(X,Y)— [2:0-1-0,0-1-12),[4:0-2-0,0-0-4),[7:0-1-2,Edge),[28:0-1-9,0-0-121 LOADING(psf) SPACING- -2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.01 7-8 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC _1.00 Vert(TL) 0.00 7-8 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-NIS Weight:200 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* NOTES- T3:2x4 SP M 30 1)Unbalanced roof live loads have been considered BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3*Except* for this design. SP No.2 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) W6:2x6 OTHERS 2x4 SP SP Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16ft; BRACING- Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) TOP CHORD gable end-zone and C-C Exterior(2)zone;cantilever Structural wood sheathing directly applied or 4-1-15 cc left and right exposed;end vertical left exposed;C-C purlins, except end verticals. for members and forces&MWFRS for reactions BOT CHORD shown;Lumber DOL=1.60 plate grip DOL=1.60 Rigid ceiling directly applied or 1-4-12 oc bracing. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the MiTek recommends that Stabilizers and required face),see Standard Industry Gable End Details as cross bracing be installed during truss erection,in applicable,or consult qualified building designer as accordance with Stabilizer Installation quide. per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise REACTIONS.All bearings 21-3-4. indicated. (lb)-Max Horz 5)Plates checked for a plus or minus 0 degree 19=-199(LC 17) rotation about its center. Max Uplift 6)Gable studs spaced at 2-0-0 cc. All uplift 100 Ib or less at joint(s) 7)This truss has been designed for a 10.0 psf bottom 11,18,10 except 19=-429(LC 8), chord live load nonconcurrent with any other live 16=-467(LC 12),9=-1781(LC 9) loads. Max Grav 8)*This truss has been designed for a live load of All reactions 250 Ib or less at joint(s) 20.Opsf on the bottom chord in all areas where a 11,14,15,17,18,13,10 except rectangle 3-6-0 tall by 2-0-0 wide will fit between the 19=381(LC 23),16=500(LC 1),9=1458(LC bottom chord and any other members,with BCDL= 1) 10.Opsf. 9)Provide mechanical connection(by others)of truss FORCES. (lb) to bearing plate capable of withstanding 100 Ib uplift at Max.Comp./Max.Ten.-All forces 250(lb)or less except joint(s)11,18,10 except Qt=lb)19=429,16=467, when shown. 9=1781. TOP CHORD 10)Non Standard bearing condition. Review required. 4-5=-602/471,5-6=-615/340, 6-7=-2316/1250,2-19=-311/475 BOT CHORD LOAD CASE(S) 15-16=-97/463,15-44=-97/463, Standard' 14-44=-97/463,14-45=-97/463, 13-45=-97/463,12-13=-97/463, 11-12=-97/463,10-11=1111/2370, 9-10=-1111/2370,7-9=-1111/2370 WEBS 3-16=-369/515,4-11=-545/853, 6-11=1665/886,2-16=175/417, 6-9=1263/2181 tOat;.r'llm-m''p0tw tFd'14 EOOTTr16S6rMLA',U11,191 TIN TOOhtf!065£T'S[JSl EU!EI'{:fC59dif0.'='1z'kThE¢.Tu4Mipfmllts ofnintes to t6s`:m!4tsiptno;;JDocd N14MT.Ttsh r,F.Ert6eMWO hfut tit.gc1mirist A604110,mt xaEt� wat!ismtt�Ea� tr,ms:,�a korE et}i�roraetr(iE,sramitm smei}�tm�r�}:rt! �o� pro ,lam t�yn}ras4nr3dKirtdxsrt:rtlsarmatn raacr,na rru.r�st!i�t} f mi, ���rtz, mem, Anthony T.TomboHf,P.E. al iN dw%71-ssfaw Ci.EtT:;if.41E}6LG (tdt.f g�l2ei3m 04tes mtt96t'Idqua"N Wl h"V f,iflJi/tLt1dot IlGat IIEW NImlbetjlit!ulMI.lit 3pt41nf 4i'y£6�({iiY�'Qk({liftfi�dTiNk�dE�!'Tktl��'j,5E3}Ey'3,(E'P.IE41t ulknij S{b�$!}S;IES�KSLtrj2 X80083 45e rei6cr Otsigwml;eahctn. tl:"!se}sAu�tlr]�Iit r}¢Cins vt7{dE.'utsdRElWecsitz}�!ti5nfrt!bfnsx toik'S,�rs:+ai S!�II tl1 SrI�QtttlF(Etttf f+fr!LHtl ril:Ett.rPrl Lel?t'3i!t3:3L:IS-^EiMfFli fYrLT!ii!P£!i6}�iRi£G}krJ6r�!NQI i!mSE1S3ES9C�££.9'£if 4451 St.Lucie Blvd. tlidw;!:d�..n>i ip 6rht1 agtef eg¢tk xsEgrrG Ettfas mreb:f.fit rim Dsipt E,;icea is 60Ttae[tsar Dsiyan,r irtssirha Emti*.tt£dr;DdfddE.kf s£retYnitnsts ne ts!•hte!itTfi 1, fort Plerfe,F1 34946 (cpyrighr�7016A•IRootTr�sses-AuihooyT.iom6o0h1'•1.4epmdutliaoof isdemmeo6ieooylmm,isprohihifedwAhounhewritteopermissi6fiamA.)Poolrmsses-AerhosylTumholll,p.E. Job - Truss Truss Type Qty Ply 67046 B01 GE GABLE GABLE L GABLE 1 1 A0146408 Job Reference o liana/ 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. Mor.Ian 09 12:27:26 2017 Page ID:xWMHeLyIDJ1 MH?QFEcNHfPzyQ5k-dtfzcKSxg2DzxM3XVJNhTvcAdDME6GLIaJzIGWozx5L r2-0-fl 8-10-8 16-5-0-- 24-3-6 32- 0 0-3 -37-10- , 43-7-14 2-0 00 8-10-5 7-6-8 7-10-6 7-8-13 5-9-14 5-9-14 4.00 12 5x6= 3x8= 2x4 11 Dead Load Defl.=5/16 it 8 9 10 ST17 4x6% 4x4 T 8 ST715 S 0 3x4:r- 6 5 r I ST10 S 9 S1 S 4 4 4x6 S -¢' 3x I S s 1 !b 6 T4 -" S 2 3x4 II S i 6 11 VII& yv i! 3481 .....I, " ! � 1�' s a s 8 I ��s 7 S2 STI ST2 �� 1, ! ^�aT13 6 , Sf9 T-:11 �\ S 0 C3 S 68 S.. S €I 8."25 2 �;; 133 it ! T 1971 1872 73 74 27 26 25 24 23 22 20 17 16 15 14 13 12 11 3x6 2170 3x4= 5x6= 3x8= 3x6 11 5x6= = 3x6= 5x6= 11 8-12 , 17-0-8 22-7-1 32-0-3 , 35 8-0.47-10-P 43-7-14 11-8-12 5-3-12 5-6-9 9-5-1 3-7-13 2-2-0 5-9-14 Plate Offsets(X Y)- [4:0-2-8 Edge] [6:0-3-0 Edgel [7:0-1-12,0-2-81,[11:0-3-0,0-2-121,[17:0-3-0,0-3-0],[23:0-3-0,0-3-01,[23:0-1-12,0-0-21 LOADING.(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.2716-18 >829 360 MT20 244/190 TCDL 7.0- Lumber DOL 1.25 BC 0.84 -Vert(TL) -0.5616-18 >396 240 BCLL 0.0 * Rep Stress Incr YES WB 0.66 Horz(TL) -0.05 11 n1a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-MS Wind(LL) 0.11 16-18 >999 240 Weight:457 Ib FT=0% LUMBER- TOP CHORD 2x4 SP M 30*Except* 10)Provide mechanical connection(by others)of truss T4,T2:2x4 SP No.2 BOT CHORD to bearing plate capable of withstanding 100 Its uplift at BOT CHORD 2x4 SP No.2 2-27=-451/175,26-27=-451/175, joint(s)25,26,19,15 except Qt=lb)11=464,2=286, WEBS 2x4 SP No.3 25-26=-451/175,24-25=-451/175, 14=958,23=1743,27=169,2=286. OTHERS 2x4 SP No.3 23-24=-451/175,22-23=-920/694, BRACING- 21-22=-920/694,21-70=-9201694, TOP CHORD 20-70=-920/694,19-20=-920/694, LOAD CASE(S) Structural wood sheathing directly applied or 5-0-9 oc 19-71=-920/694,18-71=-920/694, Standard purlins, except end verticals. 18-72=1087/929,17-72=-1087/929, BOT CHORD 17-73=-1087/929,16-73=-1087/929 Rigid ceiling directly applied or 5-7-5 oc bracing. WEBS WEBS 3-23=-592/890,5-23=-1449/1699, 1 Row at micipt 5-18=-164/382,7-16=-5741726, 10-11,5-23,7-18,7-16,8-16,9-16,9-14,9-11 8-16=-203/381,9-16=-908/879, MiTek recommends that Stabilizers and required 9-14=-936/1085,9-11=-241/316 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 17-4-0 except at--length) for this design. 11=7-11-14,14=7-11-14,12=7-11-14,13=7-11-14, 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 19=0-3-8,15=0-3-8,15=0-3-8. Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16ft; (lb)-Max Horz Cat.II;Exp C;Part.Encl.,GCpi=0.55;MWFRS 2=1061(LC 8) (envelope)gable end zone and C-CExterior(2) Max Uplift zone;C-C for members and forces 8a MWFRS for All uplift 100 Ib or less at joint(s) reactions shown;Lumber DOL=1.60 plate grip 25,26,19,15 except 11=-464(LC 8), DOL=1.60 2=-286(LC 8),14=-958(LC 8),23=-1743(LC 3) Truss designed for wind loads in the plane of the 8),27=-169(LC 12) truss only. For studs exposed to wind(normal to the Max Grav face),see Standard Industry Gable End Details as All reactions 250 Its or less at joint(s) applicable,or consult qualified building designer as 12,13,20,22,24,25,26,27,19,15, per ANSI/TPI 1. 15 except 11=320(LC 1),2=331(LC 1), 4)Provide adequate drainage to prevent water 14=933(LC 22),23=1347(LC 1),2=331(LC ponding. 1) 5)All plates are 1.5x4 MT20 unless otherwise indicated. FORCES. (lb) 6)Plates checked for a plus or minus 0 degree Max.Comp./Max.Ten.-All forces 250(lb)or less except rotation about its center. when shown. 7)Gable studs spaced at 2-0-0 or. TOP CHORD 8)This truss has been designed for a 10.0 psf bottom 2-3=-506/307,34=-886/574, chord live load nonconcurrent with any other live 4-5=-884/607,5-6=-867/680, loads. 6-7=-768/691,7-8=-544/505, 9)*This truss has been designed for a live load of 8-9=-528/577 20.Opsf on the bottom chord in all areas where a BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2-27=-4511175,26-27=-451/175, bottom chord and any other members,with BCDL= 25-26=-451/175,24-25=-451/175, 10.Opsf. Petexg-Fireu�twax'Ttaeiez@t'k!!GG(Rtli3t(>'SEE:�SFvf!#EiJ.RS6C0e6'E)kSCTSTOSI:,"CCTp'jillS9�EG(.-Uat'ttsa fiats dei�par»[itts vedt�dtebs e¢igis(n:s twigaC:nu;GGjtal�daGTr,.gaf,P.E#:heta Sx:aidrL¢e;R Jeh;se3salu:tettdas tkeTO,tt¢ '. wTtem,;masssmgersam rehd:.ah#.ssnL:sGetf�(opausne.ip�wnE 4n rJRaaT('Gtrr•xa dnsgasste a� *g,grt:_artrcttnrpd o fnssdpa nCsE3Csd=,.dur4l.isti ss esgm kr 3 rue mac, Anthony T.TomboIII,P.E. adese dC>ds'sntfaents:. st Ci ass;ae :hdOeCnx.ut Ceutssei'serteireedu Uf tFdg3t&�.,b4+ae:ezdrsa i[(tiet(CadCxla�gnl;r;;atsa#I(bl.l'segmilaCe CQmdu(fiA#re ETtSa ltn4(at3fin9ug,sfa ,u.'�tartaoi( siaAitLetFs;nsdiL7r #$(}083 ' ueTail3egEssga:realuetrWar.tlicsi!snteN"ve4erCeel,fiagrtfassaet 2t5c<sd@etcleagCwnslSdryhSn;<c`.ae,!lts;f{s:€iY##T[FIcf56(five:dneua#!upaedgddace.Ttgi#:fites5tu asiSiLesm33Giasd tTnstCev£a>v(ms"vv cga::rc#vrt;t#:s.Eecev,w;acs.' 4451St,Lucie Blvd. eteaaiu d'�xiHeLmaie(rtxd e;as'.4":gIre pralbnheL Ell taus Dnn Erh.[shf9Tta:rrit#e;0esiga!ygTaus t;ilta(egf:reetaDd!fwg.4l tx;Cafin#tresaeet lrtac#it lfl�l. Fort Pleice,FL 34946 fopytioWS2016AdRootltusses-AathonyTTomhoIII,P"E•Reproduction ofthis doramntinanyfum,isptahibledviffiounbewristenpetmissimfsossAIlooffosses-Anthony I.TomhoIII,P-f. Job Truss Truss Type Qty Ply 1. 67046 B02 Monopitch 21 1 A0146409 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:&.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Jan 09 12:27:26 2017 Page ID:xWMHeLyIDJ1 MH?QFEcNHfpzyQ5k-dtfzcKSxg2DzxM3XvJNhTvc7PDNu6llaJzlGWozx5L -2-0-0 7-10-3 16-11-8 2-0=0 7-10-3 9-1-5 4.00 12 5 Dead Load Defl.=1/4 it 3x4 3x4 4 3 to 2 R1 0 R2 0 7 8 6 3x4= 1.5x4 11 3x4= 5x6= 7-10-3 16-11-8 7-10-3- 9-1-5 Plate Offsets(X,Y)— [5:0-0-13,0-1-8],[6:0-3-0;0-2-12) 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 0.97 Vert(LL) -0.19 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80. Vert(TL) -0.48 6-8 >420 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 -Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.08 8-11 >999 240 Weight:80 Ib 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. WEBS 2x4 SP No.3 3)This truss has been designed for a 10.0 psf bottom BRACING- TOP CHORD chord live load nonconcurrent with any other live loads. Structural wood sheathing directly applied, except end to*This truss has been designed for a live load of verticals. 20.Opsf on the bottom chord in all areas where a BOT CHORD rectangle 3-6-0-tall by 2-0-0 wide will fit between the Rigid ceiling directly applied or 5-6-9 oc bracing. bottom chord and any other members. WEBS 5)Provide mechanical connection(by others)of truss 1 Row at midpt 3-6 to bearing plate capable of withstanding-100 Ib uplift-at MiTek recommends that Stabilizers and required joint(s)except(jt--lb)2=364,6=304. cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (Ib/size) Standard 2 = 752/0-8-0 (min.0-1-8) 6 = 603/0-3-8 (min.0-1-8) Max Horz 2 = 331(LC 8) Max Uplift 2 = -364(LC 8) 6 = -304(LC 12) Max Grav 2 = 752(LC 1) 6 = 603(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1214/754,5-6=204/307 BOT CHORD 2-8=-1056/1105,7-8=-1056/1105, 6-7=-1056/1105 WEBS 3-8=0/367,3-6=-1116/1066 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf,h=16ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3atucFlrctltnuStlTterie�rer'kl BD[r13DST3{"SF(LFl}EEdslltl(lalSE(Ok?dfl4rs4iiT94(rrfd?47pn�(g(:(ifDrlm,.red(lesi5tt¢aratters�dE<a3nehsulSisTEms CE.p�vvig�[djsrA@x INs�T.Tosa fi,P.E[tin¢:eSixl§'¢Ewe.U�tssWftteise thltfnlEE IDD,ut7 ', wtetEr¢sarrres in5emetlaneTeDnfE,tDi tstmssDE rt(t t:(e.speatn fijtw;n:¢i¢¢rTDD¢pasEenmmerne rCerrdetsi¢tleeyaz i¢:i¢diryfirRehfi¢slRtsad:T:rsshT ri¢lelDDcil¢It,TII.Redes;:suupti¢s,ist(�E¢tditss,nnli Anthony T.Tombo III,P.E. e:lt¢dlSisTr:ssfxmkdi,Er,sdE¢sr¢s:kddtdt 9vru,Be!lvou's:Awi4egwsr6e k;iirtr DtunEr,tlde¢d¢tsltle0(.Yr.6(¢dtleiEm6e33rquitrdT?(I.Resrptsd EflleTCD¢irErfieil.tt el He rrsss,ml to;trd sy s9rm,insMW¢¢Atrtmy sN96E9:rzsryuS:dyd 780083 ' dxradgDEifr.,tsf(on¢br.LI¢tEsselediaReRDrdOepxfiat¢1;,telirzsttfiekdluD[esFsaE.iSd:IrIEnQtlia�(LElltt!lis:sllJlflsdSt(AneEtler¢;edhrptenrlgrJ¢sc R:ld:5cssiht,ezlcen3ititirs¢ddAisdMs[¢uDtslttn,TEwtDEC§IS�IFtE,PJI1eitLJ¢IiII'Atl,�<ss S oh:Etiisetrhtd6to(esmnlogrEtsttn IrreMisi 6t tDirrfiet ixrdt=.d Tba finisD Op 511wh NOT 6E Se3dist DeApr.trTms Stsleakia.,d 4451 St.Lucie Blvd. wy W916r.611¢z^.e'itedfiE¢sm¢LIaEi ItllH. Fort 1Piet.LFL 3lvd. Copyright 01016A-I Roollrusses-Anlbony 1.Tombo lli,P,E.Reprodurti n of this dommem,in any form,is prob biled withootthe nlitlen permission from Al Rool Tresses-AmtEony L Tombo 111,P.E. Job Truss Truss Type Qty Ply .67046 B04 Piggyback Base Structural Gable 0241VION I I Gb le I Gable AID146410 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. Mon Jan 09 12:27:27 2017 Page ID:xWMHeLyIDJi MH?QFEcNHfPzyQ5k-53DLpfrLQMLgZVelTOuw0791EdhprfLkYdVp2Ezx5t r2-11 Q fi-0-0 11-7-12 , 16-11-8 , 24-5-13 , 32-0-3 , 36-0.8 , 39-4-0, 45-3-13 52-8-0 2 0-0 6-0-0 5-3-12 5-3 12 7-6-5 7 6-5 4-0-5 3_3_8 5-11-13 74-3 4.00 12 5x8 11 3x4 11 3x8= 5x6= Dead Load Defl.=9/16 it 2x4\\ 9 10 11 12 3x6 4x6 8 T W 5 13 7 4x6 9 3x6 3x6% fi 6 13 0 T W1 0 3x6 4 5 B 19 4 2 2 5 b tv1 o rs T W4 0 5x8= !r 1 2 RF1 F370 c3 10= 6 23 22 21 12x14% 5x 4.00 12 17 16 27 15 28 14 4x6= 3x6 11 6x8= 3x4 11 3x4 11 5x6= 6x8= 3x6 11 39-4-0 6-0-0 6-4-0 151-07-12 11-8 6-60 32-0-3 36 -8 39-0-0 5J-13 f 56 56-3 2 7 -0 -0-0 , 5 5-12 1 -0 , 0-0-0 Plate Offsets(X,Y)— [8:0-2-0,0-0-01,[16:0-3-0,0-3-0),[18:0-3-8,Edgel,[19:0-2-4,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.3219-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.8519-20 >467 240 BCLL 0.0 ' Rep Stress Incr YES— WB 0.94 Horz(TL) 0.13 16 n/a- n/a BCDL 10.0 Code FBC20147TP12007 Matrix-MS Wind(LL) 0.1919-20 >999 240 Weight:359 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* T3,T5:2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2*Except* 2-23=-709/557,22-23=-709/557, B3,B5:2x4 SP No.3 6-20=-282/507,19-20=-1628/1530, WEBS 2x4 SP No.3*Except* 18-19=-407/406,16-27=-1 186/1249, W12:2x4 SP No.2 15-27=-1186/1249 BRACING- WEBS TOP CHORD 3-23=-1480/1652,3-22=-1529/1555, Structural wood sheathing directly applied or 4-8-6 oc 5-22=-776/961,20-22=-873/803, purlins, except end verticals. 5-20=-694/679,6-19=-398/363, BOT CHORD 8-19=-580/879,9-19=-1417/1456, Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 9-18=-1262/1413,16-18=-1 361/1508, 1 Row at midpt 10-18 11-18=-778/811,11-16=-2324/2460, WEBS 11-15=-1461/1436,12-15=-554/753; 1 Row at midpt 13-15=-764/839 6-19,9-19,9-18,11-18,12-15,13-15 2 Rows at 1/3 pts NOTES- 11-16,11-15 1)Unbalanced roof live loads have been considered MiTek recommends that Stabilizers and required for this design. cross bracing be installed during truss erection,in 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) accordance with Stabilizer Installation guide. Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16ft; Cat.ll;Exp C;Part.Encl.,GCpi=0.55;MWFRS REACTIONS.All bearings 0-8-0 except(jt=length) (envelope)and C-C Exterior(2)zone;C-C for members 14=0-3-8. and forces 8f MWFRS for reactions shown;Lumber (lb)-Max Horz DOL=1.60 plate grip DOL=1.60 2=671(LC 8) 3)Provide adequate drainage to prevent water Max Uplift ponding. All uplift 100 Ib or less at joint(s) 4)Plates checked for a plus or minus 0 degree 2 except 23=-1061(LC 8),14=-555(LC 23), rotation about its center. 16=-2139(LC 8) 5)This truss has been designed for a 10.0 psf bottom Max Grav chord live load nonconcurrent with any other live All reactions 250 Ib or less at joint(s) loads. 2 except 23=1424(LC 23),14=409(LC 12), 6)*This truss has been designed for a live load of 16=2845(LC 22) 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 FORCES. (lb) bottom chord and any other members,with BCDL= Max.Comp./Max.Ten.-All forces 250(lb)or less except 10.01"sf. when shown. 7)Provide mechanical connection(by others)of truss TOP CHORD to bearing plate capable of withstanding 100 Ib uplift at 2-3=-1354/1110,3-4=-669/349, joint(s)2 except at--lb)23=1061,14=555,16=2139. 4-5=-618/361,5-6=1290/1217, 6-7=-1016/1067,7-8=-986/1078, 8-9=-793/811,9-10=-739/786, LOAD CASE(S) 10-11=742/792,11-12=-307/455, Standard 12-13=-456/493,13-14=-452/621 BOT CHORD 2-23=-709/557,22-23=-709/557, 6zdet-nfnf AEff.�Jlr:d:rtt!'CI tDDf7Lrlki('i80t ASFtl7Su[BlSacokiia[4snlsm!11'tori'}aOPleatETfF7f11rvEm.Yf!A(af=in(ov,:ensaln.aan!wu:r!utf Cf;goLtEcir!(IU^}vAfteAf�:+gi.loais l7,Pl iflu?sz$hfftlf!rer._Drlfssfrtf,visefi�d Ee lEf iUD,ra'E - L'rlfkfEvreft�Yzf4ili he ufltu dfltfihi:ffDC ktf Toss D:s4e Eeatrll.e,lU,fEE{nee,y EesNnffeTDD:gansnfeme,Kaffdne irhtsifnl eepeeulEfngu!dDditfrnf efs!¢fc�lTssefd:tmsteliGeinue lDDf>t(,fdlfma.Tke tfsgfeunftbr„hdigndauEs,se><4D,q Anthony T.Tombo III,P.E. fdrSf l}llisinst!ufgtflL�l!RE utNi:dDDfdhfOnn,Df Oeseiso«9friENe3stx8f k3tut Detiux,4:k uE1e>lfl tle Qf.tY:6r Efiflltefc k3dyulefdl81.1te gpoeld2E TODniff(Odl fsfeml ions,i.ki�gtfsiLal,Pnmf,n!Mloin Rdtff�ivHEe Wefn(wsb9lpc( ?80083 ' DRtR!d93CtS�.'ClW(utfUx.Cl utfssudnDf ADD nt III paho99Etolthosdde[nI&Iforf-A 5001 faarfia;fW�klist�tf111.1 SM of 1.1"oute to,podpulm.111-t1k'sit,"j.da.'riovoib�efd h Ns Dui@n,Tmr fig]�3)IFlf16'A1.0.xod—,edea 4451 St.Lud.Blvd. o”..�,ife(difdhpafutretlafnrfn,nio vfifigtrfDlENftlnstrl.Isf rnn DeAle rfffaluti tiCT�:4dC:ip L2tlyn,afnts Sjs,ea htifuf d ml 10da1.All mkhDEell—s fe or Mod n 1111. Fort Pierce,FL 34946 Co h1(D2516A-1 Roof Trusses-Anthon l.Tom6oIII,P.E.Re roktionofthisdofemeainan form,is prohibited ermission[TomA-1 Roof Tresses-Anthony T.lomhoIII,P.E. Pln5 T P T P P- l Job Truss Truss Type Qty Ply 67046 B05 Piggyback Base Structural Gable COMMON I 1 1 A0146411 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,desigR@illtruss.com Run:8.020 s Aug-31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Irrc. Mon Jan 09 12:27:28 2017 Page ID:xWMHeLyIDJ1 MH?QFEcNHfPzyQ5k-ZGnkl?TBBgThAfDwljP9YKhTx10oa5OtmHENZgzx5 F2 64-0 11-7-12 i 16-11$ i 24-5-13 32-0-3 i 36-0-8 40-8-3 45-3-13 52$-0 t2-0 5-3-12 5-3-12 7$-5 7-6-5 4-0-5 4-7-11 4 7-11 7_4-3 4.00 12 5x8 II 3x4 11 3x8= 5x6= Dead Load DeB.=9/16 if 2x4\\ 9 10 11 12 3x6 5 4x6 8 T 13 7 I 4x6; 9 W, 6 6 13 1 0 3x6� 3x6 5 T \\ 85 iI ; j W14 _ o jo 3x6� 4 20 q ;`�\ ' Wl2 ';i i2 d its b @V1 W 13 5x8= T 2 90 1W1 o 2 12x14% 4.00 12 5x10- 1 24 23 22 18 16 15 14 4x6= 3x6 If 6x8= 3x4 11 3x4 11 175x6= 28 6x8= 29 3x6 I I 6�-0 11-7-12 16-11-8 26-6-0 32-0-3 36-0-8 ! 39-3-84A-8 3 45-3-13 52$-0 6 4 0 5 3-12 5-3-12 9 6-8 5$-3 4-0-5 3-3-01-4-1.1 4-7-11 7 4 3 Plate Offsets(X,Y)— [8:0-2-0,0-0-0],[16:0-3-0,0-3-0),[19:0-3-8,Edgej,[20:0-24,0-2-8) 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 0.96 Vert(LL) -0.3220-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.8720-21 >452 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.14 17 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.2220-21 >999 240 Weight:361 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* T3,T5:2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2*Except* 2-24=-794/658,23-24=-794/658, LOAD CASE(S) B3,B5:2x4 SP No.3 6-21=-340/568,20-21=-174771644, Standard WEBS 2x4 SP No.3 10-19=-245/349,16-28=-122611296, BRACING- 15-28=-1226/1296 TOP CHORD WEBS Structural wood sheathing directly applied or 4-6-3 oc 3-24=-1569/1745,3-23=-1664/1682, purlins, except-end verticals. 5-23=-834/1022,21-23=-899/828, BOT CHORD 5-21=-788/767,8-20=-580/879, Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 9-20=-1544/1576,9-19=-1249/1394, 1 Row at midpt 10-19 16-19=-1276/1416,11-19=-1103/1085, WEBS 11-16=-1636/1758,11-15=-4271449, 1 Row at midpt 12-15=-708/899,13-15=-1595/1713 3-23,6-20,9-20,9-19,11-19,11-16,11-15,12-15,13-15 2 Rows at 1/3 pts 13-14 NOTES- MiTek recommends that Stabilizers and required 1)Unbalanced roof live loads have been considered cross bracing be installed during truss erection,in for this design. accordance with Stabilizer Installation guide. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasa=124mph;TCDL=4.2psf;BCDL=5.Opsf,h=16ft; REACTIONS.All bearings 13-8-0 except Qt=length) Cat.11;Exp C;Part.Encl.,GCpi=0.55;MWFRS 2=0-8-0,24=0-8-0,17=0-3-8. (envelope)and C-C Exterior(2)zone;C-C for members (lb)-Max Horz and forces&MWFRS for reactions shown;Lumber 2=671(LC 8) DOL=1.60 plate grip DOL=1.60 Max Uplift 3)Provide adequate drainage to prevent water All uplift 100 Ib or less at joint(s)2, ponding. 17 except 24=-1125(LC 8),16=-1499(LC 4)Plates checked for a plus or minus 0 degree 8),15=-1084(LC 8),14=-1198(LC 23) rotation about its center. Max Grav 5)This truss has been designed for a 10.0 psf bottom All reactions 250 Ib or less at joint(s) chord live load nonconcurrent with any other live 2,17 except 24=1505(LC 23),16=1881(LC loads. 22),15=1463(LC 1),14=919(LC 8) 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a FORCES. (lb) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max.Comp./Max.Ten.-All forces 250(lb)or less except bottom chord and any other members,with BCDL= when shown. 10.0psf. TOP CHORD 7)Provide mechanical connection(by others)of truss 2-3=-1459/1209,3-4=-692/375, to bearing plate capable of withstanding 100 Ib uplift at 4-5=-640/388,5-6=-1403/1335, joint(s)2,17 except(jt--lb)24=1125,16=1499, 6-7=-128871353,7$=-1258/1364, 15=1084,14=1198. 8-9=-1065/1097,9-10=-550/607, 8)This truss has large uplift reaction(s)from gravity 10-11=-548/611,11-12=-889/935, load case(s).Proper connection is required to secure 12-13=-1066/1056,13-14=-1298/1306 truss against upward moveriTent at the bearings. BOT CHORD Building designer must provide for uplift reactions 2-24=-794/658,23-24=-794/658, indicated. 6-21=340/568,20-21=-174771644, Etnrapf?nsez;ty9'ynrit,tks'A'tCGi 1lhi4FfIS3€�^#EEtEEStEEtA'ii6tQ4GTJt5lif�k'EPtE!'{1.fIi19A7E&' T!xa.h;Apk:i�fdlrtfEtsa:d,af aatuutlil;nn[tsp[:serEE?6Pjm��s!€:Ru7T.t>3'aIS:LELfEanSasl3efssLase.ldrssL�:reittAchdEe tEelJR,ttly , Wflt rsx!ldirpL ssWkuedfalu @)Inhtehl lsah Caip yp se!'te iplia7rFgi tE SEdrssgT:6l.�°e!erFs®ae{tre,adCet delaLu te,a.'tliLyrts{ul: iphrEtdsi�Ef32u ILErtu d±skhdtaLseEQnsF„rttu Rol,il:d=sl,-1 sttes}'¢s,&r.?ap rdlfeet,tt7 Lq Anthony ,Tomba Ill,P.E. rtd RidlTjS TlESLdstxp bra!aT.IEi IESTFt ilpolT2 CrCY,lSl Uitt,2l iiltOi'L.ddjE{IUIfl1L{ �Sk'3M.rb Pl:i2'£LdC{t il(rljt lTE¢342tltbila;tp;tE301TE}I.T]Eia(REdA'If!E:hlid efrtEidE5ldr32T1t15.T.TtlB]Sa�GI$.lty,Cy�,a•T7h]iR tiJbpS'SRltf'i!llS�AS4;tL'J4 y fico r aEs,+ rad:ec+cltr.ma>!Ls,d,nvstradLE E,3!lSELI Lt'atstS4st '60083 n r! te3a5rEtuzdidn4,:Sexry{airymedsutn,nfruugSd{ a.T?{EaS,aE:e � aefrcldT,tat,rev.TnllwzpEoyass■sfssfsEcacdau' 44515t.LucieBlvd. Zt tC!lr.;!id�Jips6lkrlepsed(plsh xr'u;110F.O.isnheL?!!Irsss Dlvp!G¢xe,rni9i oe t.kop @sl{tel;r i,Lss Sdslea EE,.t2�d Elplaldi3.!f ts}�bi:nifmEs tre is tLt,.d it;{ft, Cepytfght 0 2018 Ad Roof T,asses-Anthony LTomb,114 PI Reprodudon of thisderamear2 is onyfuam,it prohibited withouEthe wri@en permission from A l loof fusses-Anthaey L Tombo 111,P1 Fort Pietce,FL 34946 Job Truss Truss Type Qty Ply 67046 B06 PIGGYBACK BASE 3 1 Job A0146412 Reference(optional) tional Al Roof Trusses,Fort Pierce,FL 34946,design@al truss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Jan 09 12:27:29 2017 Page ID:xWMHeLy1DJ1MH?QFEcNHfPzyQ5k-1SL6ELUpyzbYopo6bRxO5YEf RNQJYsl?x-w57zx5 10-1 16-11-8 20-8-0 1"31126-6-0 29-3-132-0-3 36-0-8 42-0-0 45-3-13 52-8-0 -0- 6�0 6-1 8-0-14 3-5-8 3-0-0 2-9-1 2-9-1 4-0-5 5-t i-8 3-3-13 7 4-3 5x10 MT20HS-- Dead Load Defl.=1/2 it 4.00 12 3x4 11 5x8 I/ 5x10� 3x6- 11 12 13 14 15 3x10 2x4 II W11 3x4 II 5x10 MT20HS-_ 3x6 10 5 16 9 T 3x411 7 8 W1 15 W1 W Ci 3x6%a�� 2 4207x14 MT20HS% 11 g4 243 25 7x8=23T226 3x6% 2x4 II 22 W171 2 2x4 I I 4x6 62 6 31 30 29 28 4.00 12 5x10= 20 19 35 18 36 37 17 4x12= 5x10 MT20HS WB= 3x4 11 3x4 11 3x8- 5x6 WB= 5x6= 5x8= 4x12= 6 4 0 16-11-8 20 8-0 ,23-6-0 26-6-0 29-3-1,32-0-3 36-0-8 42-0-0 45-3-13, 52-8-0 6-4-0 10-7-8 3-8-11 2-10-0 3-0-0 2-9-1 2-9-1 4-0-5 5-11-8 3-3-13 7-4-3 Plate Offsets(X,Y)- [2:0-0-3,Edge],[7:0-5-0,Edge],-[8:0-3-14,0-1-8],[11:0-5-0,0-2-0],[12:0-7-0,0-2-8],[17:0-3-0,0-3-0],[21:0-3-8,Edge],-[22:0-2-12,0-1-8],[24:0-2-4,0-3-8], [27:0-3-4 Edgel [29:0-6-010-2-41,[31:0-4-0,0-3-01 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 0.94 Vert(LL) 1.26 24 >440 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1,06 17-19 >523 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) -0.67- 17 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MS Weight:395 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* 6)This truss has been designed fora 10.0 psi bottom T3:2x4 SP M 31,T2,T1:2x4 SR M 30 TOP CHORD BOT CHORD 2x4 SP M 30*Except* 2-3=-7609/3081,3-4=-6781787, chord live load nonconcurrent with any other live loads. B3,B5:2x4 SP No.3 4-5=-597/799,5-6=2620/5609, 7)*This truss has been designed for a live load of WEBS 2x4 SP No.3*Except* 6-7=-2629/5778,_7-8=-2588/5786, 20.Opsf on the bottom chord in all areas where a W1:2x6 SP No.2 8-9=4144/9489,9-10=-4532/10329, rectangle 3-6-0 tall by 2-0-0 wide will fit between the W20,W16;W3,W19,W13,W6,W9:2x4 SP No210-11=-4514/10384,11-12=-23751541 0, bottom chord and an other members,with BCDL= W2:2x4 SP M 30 12-13=-1825/4106,13-14=-1823/4097, 10.Opsf. y OTHERS 2x4 SP No.3 14-15=-1183/2603,16-17=-195/292 8)Provide mechanical connection(by others)of truss BRACING- BOT CHORD to bearing plate capable of withstanding 100 Ib uplift at TOP CHORD 2-31=-2868/6216,30-31=-2868/6216, joint(s)except QtAb)2=658,31=3755,17=1744. Structural wood sheathing directly applied or 2-2-0 oc 29-30=-2868/6216,6=27=-274/426, purlins, except end verticals. 26-27=-8404/3552,25-26=8289/3568, BOT CHORD 24-25=-9421/4124,23-24=-6992/3151, LOAD CASE(S) Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 22-23=-7121/3157,21-22=-5451/2387, Standard 1 Row at midpt 13-21 13-21=-307/372,19-35=-1739/879, WEBS 35-36=-1739/879,18-36=-1739/879, 1 Row at midpt 18-37=-1739/879,17-37=-1739/879 5-27,12-21,19-21,16-17,3-29,14-19,11-22 WEBS 2 Rows at 1/3 pts 3-31=-2911/6296,27-29=-1514/598, 15-17,11-24,14-21,15-19,12-22 5-27=4729/1971,12-21=-101 112632, MiTek recommends that Stabilizers and required 19-21=-2662/1242,15-17=1541/3051, cross bracing be installed during truss erection,in 11-23=-378/116,11-24=-5827/2488, accordance with Stabilizer Installation guide. 3-29=-8401/3733,14-19=-1215/2485, 14-21=-2689/1153,5-29=-1544/3456, REACTIONS. (Ib/size) 15-19=-2272/1090,12-22=-3874/1489, 2 = -658/0-8-0-(min.0-1-8) 11-22=-1847/4400,8-27=-1488/3620, 31 = 3088/0-8-0 (min.0-3-10) 9-25=617/1146,8-25=-1677/743, 17 = 1568/0-8-0 (min.0-1-14) 9-24=-947/486,8-26=-332/105 Max Horz 2 = 990(LC 8) NOTES- Max Uplift 1)Unbalanced roof live loads have been considered for this design. 31 = -3755(LC 8) 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 17 = -1744(LC 8) Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=16ft; Max Grav Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 2 = 1095(LC 8) gable end zone and C-C Exterior(2)zone;porch right 31 = 3088(LC 1) exposed;C-C for members and forces&MWFRS for 17 = 1568(LC 1) reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 FORCES. (lb) 3)Provide adequate drainage to prevent water Max.Comp./Max.Ten.-All forces 250(lb)or less except Ponding. when shown. 4)All plates are MT20 plates unless otherwise TOP CHORD indicated. 2-3=-7609/3081,34=678/787, 5)Plates checked for a plus or minus 0 degree rotation about its center. iaEmts-rhntdnt�a;EEE:.@::-Itaeriresssrsrt!u'}6lnnsttuusacor�netsmsmulsrr�ls�vslddrntriLTfnF;Lt!ISI;UPCIN345d SEPdm!S311UETNSLf49 P91pr�6LJtA@t AI ES)L�PiII�;PErA IIPSSIESOtP.LAt[ESS4..1! W'd"AfTDO,.4 slTe3aettttll;CeiiStlikes!dh,@ettorshnr�.dstrn!tnSSIrt FFtlet'J1t;SSt�titJ FES�tKaLRittl tltE/TDDttsft!Et@®Wtjtit:Etrl�rfOklSittti tFslRtlks rt!}Stsauurta@tdtspars*A:t.sS&Pdedn@t TOO Wy.,&ma.treetstia...puls,tPtiugntiaurs,stuE!udr Anthony T.Tombo I1I,P.E. �ntdlfitlross mkAimt is @t rs;IlsdJddd @vtu, @futisax'1P:htdri-.-tia@tltiL!st GripEr,q@P adnl tl@tlt(.flt6[od@tbakal6rq udttrA7?I1. .180083 @teaasgaes�ttdcwntdx.LhassstldleAtmodStLtTV I MotsAe, I.OM,s aod d*,s d A,T.s NO;,%It.s:ss;'E.sttfmtf s afnut,men 4451St.Lucie Blvd. CS:.roiuia.Efd 6pafPtlmta;rtt7>in la�dliq lrld tsE5es lnPlfed.Tdt rrrss Lksip 6pPenit liCdS:rtEig6eslystexrTmtSls@mh(uetr tt mr Nelda}.111 uP&kd_'"'m Mad NTT Fort Pierce,FL 34946 (opyrigh1102016A-1 Roof Trusses-AntbonyL Tomb III,P.E.Reproduaionolthisdommeuyinanyform,isprobibiledsrilhoulIkeb7i@en permission from AdRootbusses-Anlhooy1.TomboIII,P.E. Job Truss Truss Type Qty Ply 67046 B07GE Piggyback Base Supported Gable 1 1 A0146413 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 31 2016 MiTek Industries,Inc. Mon Jan 09 12:27:30 2017 Page I D:xW MHeLyI DJ i M H?QFEcNHfPzyQ5k-VevUShVRjHj PQzN I88SdelnyYgv_2DoAEajUezzx5l- r2-0 Q 32-0-3 45-3=13 2-0-0 32-0-3 13-3-10 4.00 12 3x6= 3x4 11 17 18 19 20 21 22 23 24 25 26 3x616 13 14 15 T 11 12 10 Ci 6x6 c= 9 2• _ i i; € 1 6 ! ? 7 SIi i149j_15 1I 6 S° 6 is I 6 SoI 6 s 6 1S11S' 2 St05 &T2 8 1 16 T-1 ST4 S75T 3 2J�, I1klri iis CS m1 _ 4x6"= 49 48 47 46 45 44 43 42 4140 39 38 37 36 35 34 33 32 31 30 29 28 27 3x6= 6x6= 3x4 11 45-3-13 45-3-13 Plate Offsets(X,Y)- j19:0-3-0,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL)_. 0.02 1 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) 0.01 1 n/r 80 BCLL 0.0 Rep Stress Incr YES -WB 0.13 Horz(TL) 0.00 28 n/a n/a BCDb 10.0 Code FBC2014iTP12007 Matrix-S Weight:373 1[7 FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 TOP CHORD WEBS 2x4 SP No.3 2-3=-846/306,3-4=-778/270, --OTHERS 2x4 SP No.3 4-5=-720/254,5-6=-663/233, BRACING- 6-7=-609/215,7-8=-557/197, TOP CHORD 8-9=-500/177,9-10=-444/158, Structural wood sheathing directly applied or 6-0-0 oc 10-11=-388/138,11-12=-332/115, purlins, except end verticals. 12-13=-328/119,13-14=-277/100 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- WEBS 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) 1 Row at midpt Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16ft; 26-27,25-28,24-29,23-30,22-31,21-32,20-33,18-34, Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 17-35,16-36,15-37 gable end zone and C-C Exterior(2)zone;cantilever MiTek recommends that Stabilizers and required left and right exposed;end vertical left exposed;C-C cross bracing be installed during truss erection,in for members and forces&MWFRS for reactions accordance with Stabilizer Installation guide. shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the REACTIONS.All bearings 44-0-0. truss only. For studs exposed to wind(normal to the (lb)-Max Horz face),see Standard Industry Gable End Details as 2=833(LC 8) applicable,or consult qualified building designer as Max Uplift per ANSI/TPI 1. All uplift 100 Ib or less at joint(s)2, 3)Provide adequate drainage-to prevent water 29 except 28=-285(LC 9),30=-125(LC 9), ponding. 31=-105(LC 8),32=-108(LC 9), 4)All plates are 2x4 MT20 unless otherwise indicated. 33=-108(LC 8),34=-121(LC 8),35=-126(LC 5)Plates checked for a plus or minus 0 degree 12),36=-123(LC 8),37=-123(LC 12), rotation about its center. 38=-123(LC 8),39=-123(LC 8),40=-123(LC 6)Gable studs spaced at 2-0-0 oc. 12),41=-123(LC 8),43=-122(LC 12), 7)This truss has been designed for a 10.0 psf bottom 44=-126(LC 8),45=-124(LC 12), chord live load nonconcurrent with any other live 46=-118(LC 8),47=-125(LC 12), loads. 48=-142(LC 8),49=-140(LC 12) 8)*This truss has been designed for a live load of Max Grav 20.Opsf on the bottom chord in all areas where a All reactions 250 Ib or less at joint(s) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 29,30,31,32,33,34,35,36,37,38, bottom chord and any other members. 39,40,41,43,44,45,46,47,48, 9)Provide mechanical connection(by others)of truss 49 except 2=256(LC 1),28=263(LC 1) to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,29 except Qt=1b)28=285,30=125,31=105, FORCES. (lb) 32=108,33=108,34=121,35=126,36=123,37=123, Max.Comp./Max.Ten.-All forces 250(lb)or less except 38=123,39=123,40=123,41=123,43=122,44=126, when shown. 45=124'46=1.18,47=125,48=142,49=140. TOP CHORD 10)Non Standard bearing condition. Review required. 2-3=-846/306,3-4=-778/270, 4-5=-720/254,5-6=-663/233, 6-7=609/215,7-8=-557/197, LOAD CASE(S) 8-9=-500/177,9-10=-444/158, Standard 9tti"sg•FtaS}.^,mi..°7nEcPlie'k!4itbFfltlS4Ef1'iftil,SEsfES[?FE.VS6i�e4t9kif[SIDSI;'ra"!EY?i(Y,!)pfEpi�§i'ka.Txds6esiieptrthlsnitrd:ltnlP(Si5 int5 Nsipt[nnPp4p{al5e}cSsalLiv�ll�,T.Ei:htlaufi:t4iti;!}style!}sse''��^�ite h�tdta daTQ,;.ly A'iltift�dt3riN5 i3QiPl5lir[[3?f�llil ltUi.St9ritltr!'I,BrSjYH Il.St44Yf Etj?F41'}@'.f#(!!P}f1iPfYa.R?f�fflP.l•'L"3t}•�P.1 p4455E}�FOj;IIEIV�fP.ffP;';.df(Qfh.:ti?Si�iif^u?fDyfilFit d{�!}�s1yJt01!,n¢JTYW,IY'�°.f(Y IiStFr_RL�f�3t��lltl,SF175i�tar 0 ,�O;ony T.Tombo lll,P.E. sail;}��fTt,tt"atle-Nn1t.,jujPr� ficay.Glc.'esWsn,-.jl,--dv11,G af�P; nt aaeuu rot 11,ktItUdoeludW1,4:tc,}1141,i:!?smP,d tur ai�Y6,i1%f'fnilru:l lT}SL Pia S np nx��t�al���laj=ot_7d „.80083 ' kt rt�itaD rtl Oi:tSPJ*4U.il}l1PSSti!ltia 5?r:aidi tPf lafriliu}if?4E!}3�itz}altl fith�:[ZL'Pp(��Ef'{irm.LSNiiE RI}eifiS.i.R}nFilltttiiZil:HdSniII{P.riff id9t3 A};ltj1S5W Et ESi iAPSdP�TKSta!!'sm v TSitf Li Pi: PNpi?_ym4cni.,• Pif 4451 d. 3Cart 46_4ir!GtsraIfnigMi!umgEpertt1K5h,ib&INTmksytErteniWT1le,*jNIFU,P:bISS131twEr:i?redtnf141br.111S1ASIitti:PPt ..uijilii,In1, ortPSt. ,FL 3494 Fort Ptetce,FL 34446 CepyoghfV7U!bA-lieaftrusses-Anthony T.Tnm6o111,P.P.1aprndetlianallCisdemmentPinonyialm,isprotki6ifedslif6aultEewrittenpermssinnhoaAdQea/Losses-Amhoeyi.iomboi!I,P.F. 1Job Truss Truss Type Qty Ply .67046 C01 Piggyback Base 2 1 A0146414 Job Reference(optional) Al-Roof Trusses,Fort Pierce,FL 34946,design@aitruss.com Run:8.020 s Aug 31 2016 Print:8.020_s Aug 312016 MiTek Industries,Inc. Mon Jan 09 12:27:31 2017 Page ID:xWMHeLyIDJ1 MH?QFEcNHfPzyQ5k-zrTsfl W4UbrG17xUiszsAzJ1 LE4TnaRJTETIA?zx5t 7�-3 12-0-15 16-8-0 , 20-7-13 , 281-0 _�_ 36-0-0 7 4-3 4-5-13 47-1 3-11-13 7-10-9 7-5-10 4.00 12 5x6= 3x4= 3x4= 5x6= Dead Load Defl.=3/16 ii 2 3 4 5 3x6 4x6� 3 6 3x4 1 7 4 4x6 W 4 \\5 8 0 \2E0 W6 0 0 8 to 13:1 BI 16 17 15 18 14 19 13 20 12 11 21 10 22 9 3x6 11 3x8= 4x6= 5x6= 3x8= 3x6= 3x4= 3x6 11 7 4-3 16-8-0 20-7-13 , 28-6-6 36-0-0 7-4-3 9-3-13 3-11-13 7-10-9 7-5-10 Plate Offsets(X Y)— [13:0-3-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.2513-15 >793 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 "BC 0.77 Vert(TL) -0.45.13-15 >445 240 BCLL 0.0 * Rep Stress Incr YES WB 0.49 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.3013-15 >651 240 Weight:283 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP Not BOT CHORD WEBS 2x4 SP No.3 -16-17=-63/260,15-17=-63/260, BRACING- 13-20=-95/256,12-20=-95/256, TOP CHORD 11-12=-254/441,11-21=-254/441, Structural wood sheathing directly applied or 6-0-0 oc 10-21=-254/441 purlins, except end verticals. WEBS BOT CHORD 2-15=-258/284,3-15=-397/261, Rigid ceiling directly applied or 10-0-0 oc bracing, 3=13=-4811714,4-13=-810!737, Except: 4-12=-506/625,5-12=-239/306, 6-0-0 oc bracing:12-13. 7-12=-384/476,7-10=-144/262, WEBS 1-15=-564/369,8-10=-301/535 1 Row at micipt 2-15,3-15,3-13,4-13,4-12,5-12,7-12,1-16,1-15 NOTES- MiTek recommends that Stabilizers and required 1)Unbalanced roof live loads have been considered cross bracing be installed during truss erection,in for this design. accordance with Stabilizer Installation guide. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=16ft; REACTIONS. (Ib/size) Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 16 = 572/0-3-8 (min.0-1-8) gable end zone and C-C Exterior(2)zone;porch left 13 = 1395/0-8-0 (min.0-1-12) exposed;C-C for members and forces&MWFRS for 9 = 676/0-8-0 (min.0-1-8) reactions shown;Lumber DOL=1.60 plate grip Max Horz DOL=1.60 16 = -267(LC 13) 3)Provide adequate drainage to prevent water Max Uplift ponding. 16 = -685(LC 8) 4)Plates checked for a plus or minus 0 degree 13 = -1282(LC 9) rotation about its center. 9 = -425(LC 13) 5)This truss has been designed-for a 10.0 psf bottom Max Grav chord live load nonconcurrent with any other live 16 643(LC loads. 13 = 500(LC22) 6)*This truss has been designed for a live load of 9 = 713(LC 26) 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 FORCES. (lb) bottom chord and any other members,with BCDL= Max.Comp./Max.Ten.-All forces 250(lb)or less except 10.Opsf. when shown. 7)Provide mechanical connection(by others)of truss TOP CHORD to bearing plate capable of withstanding 100 Ib uplift at 1-2=-321/526,2-3=-255/584, joint(s)except QtAb)16=685,13=1282,9=425. 4-5=-229/318,5-6=-210/254, 6-7=-268/235,7-8=-506/362, 1-16=-529/834,8-9=-622/502 LOAD CASE(S) BOT CHORD Standard 16-17=63/260,15-17=-63/260, 13-20=-95/256,12-20=-95/256, 11-12=-254/441,11-21=-254/441, 10-21=-254/441 WM4-thaeMF ItrsS`S('it[kowl]EMS&(09411CASN5fatirwallmo&1MpliP irm.Voll tesip ruamdusmttrdrut-sus Wsimsurp Ih uk tr 6'aTe}smrOtr pins4JlknAtut0tahitutas ITrns Napfraaarp.t.Spam![VW,rst snitt it!IDMI'oun®mtp.dlkinifto VupuMEfregrssdAaahate hsg,ciez s�t3lal,rsthpiatiu M1[IU,T ttlp,trlut?Il.ltt tes�r useopusa,Itteugmtairrs,snMd.ry Anthony T.Tombo III,.P.E. ml sttitlislms's;mkOtltsh8engtesJil,ttttruOnu,B!orvri;oalltsheaegaua8t4ileitr0esmu,uAeorsntdl3eli(.flelKnt6tltallalGcgoleuaT%I.tlegprtm'dRtTCUntupHi sttlrteT,xs'W4.jb nRoysb:ne.tuhUditeotAltmr�sv96a5:nsra+s8sapcf #80083 Ztm roayiYf tQAIb3 W.uratsAMItatICBM htind.1.1plidardfi,1,IlrStr('P.-Asr!,J TR(Att EplpClf�SJTPIMISp(1OtWermedkritrud;iilLre.INA t�esMC,tptBE fiSrrdWSar.N's 00p,Tarsm1PE.#rtrra1Zss.mulaer,&tn 4451 St.Lucie Blvd. b�niu tmr4lta(tmmaT!rra ryvt it wneq apmpuersindrl.i:arn;s[ns;p'vpoen is Herta d:srp rx:t�rr,er in;s SpnenFq�rmeEmr ltivap.an myee�irdarus noes t:r�:auTrtE. Fort Pierce,FL 34946 CopyrigM0ZU16A-1loo[Trusses-AnthonyLTomho111,P.E.Reprodueionnithhdo[ement,inany form,isprehNledmithoul The wittenpermission iromA-lRouffrusses-WhoeyT.Tomho116P.E. Job Truss Truss Type Qty Ply 67046 CO2 Piggyback Base 1 1 A0146415 Job Reference (optional) 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. Mon Jan 09 12:27:312017 Page ID:xWMHeLyIDJI MH?QFEcNHfPzyQ5k-zrTsfl W4UbrGl7xUiszsAzJOZE9ZnZvJTET1.4?zx5t 74-3 14-0-0 20-7-13 28 6 6 36-0-0 7�-3 6-7-13 6-7-13 7-10-9 7-5-10 4.00 FIT 5x8= 1.5x4 11 5x8= 2 34 Dead Load Defl.=1/8 it 3x6 4x6- 3 5 3x4 1 6 4x6 d i W! I 7 io l W2 Vu3 W5 j i 16 17 15 14113 11 3x6= 9 8 3x6 11 3x4= 3x6= 12 5x6= 10 19 3x4= 20 2x4 I I 3x8= 7�3 14-0-0 16 -0 20-7-13 28-6-6 36-0-0 7-4-3 6-7-13 240 4-3-13 7-10-9 7-5-10 Plate Offsets(X,Y)— [1:0-3-0,0-1-81,[2:0-5-8,0-2-81,[4:0-5-8,0-2-81,[11:0-3-0,0-2-121 LOADING(psf) SPACING— 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip-DOL 1.25 TC 0.88 Vert(LL) -0.09 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25- BC 0.51 Vert(TL) -0.2015-16 >966 240 BCLL 0.0 * Rep Stress Incr YES WB 0.52 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) -0.0615-16 >999 240 Weight:269 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3*Except* 2-15=-211/420,3-13=-403/461, W4,W1:2x4 SP No.2 4-13=-544/611,4-11=-873/856, BRACING- 6-11=-146/284,6-9=394/495, TOP CHORD 1-15=-433/527 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 6-.0-0 oc bracing. for this design. WEBS 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 1 Row at midpt Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16ft; 2-15,2-13,3-13,4-13,4-11,6-11,1-16,1-15 Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) MiTek recommends that Stabilizers and required and C-C Exterior(2)zone;cantilever left and right cross bracing be installed during truss erection,in exposed;end vertical left exposed;C-C for members accordance with Stabilizer Installation guide. and forces 8t MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS.All bearings 19-8-0 except at--length) 3)Provide adequate drainage to prevent water 16=0-3-8,12=0-3-8. ponding. (lb)-Max Horz 4)Plates checked for a plus or minus 0 degree 16=-367(LC 10) rotation about its center. Max Uplift 5)This truss has been designed for a 10.0 psf bottom All uplift 100 Ib or less at joint(s)8, chord live load nonconcurrent with any other live 12 except 16=-340(LC 8),11=-501(LC 9), loads. 9=-211(LC 9) 6)*This truss has been designed for a live load of Max Grav 20.Opsf on the bottom chord in all areas where a All-reactions 250 Ib or less at joint(s) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 12 except 16=810(LC 25),11=1097(LC 2), bottom chord and any other members,with BCDL= 9=580(LC 26),8=287(LC 26) 10.Opsf. 7)Provide mechanical connection(by others)of truss FORCES. (lb) to bearing plate capable of withstanding 100 Ib uplift at Max.Comp./Max.Ten.-All forces 250(lb)or less except joint(s)8,12 except et=1b)16=340,11=501,9=211. when shown. TOP CHORD 1-2=-459/520,2-3=-376/518, LOAD CASE(S) 3-11=-376/518,1-16=-670/648 Standard BOT CHORD 16-17=-211/323,15-17=-211/323, 15-18=-171/395,14-18=-171/395, 13-14=-171/395,12-13=119/255, 11-12=-119/255 WEBS 2-15=-211/420,3-13=-403/461, 4-13=544/611,4-11=-873/856, 6-11=-146/284,6-9=-394/495, 1-15=-433/527 Yo�Ritu�sea�yrniwa tlt'kltD6tttDSlEiriE(ilo=t55SCtEE4fCC6KD!f)rt5i[ST95!"CD1Et'}1it30NiEQrY TrE�s.4�dt tzattdtsn:dersted}�it#autNSTmstmtp[sainp bpj�l5t�r.�ajLrsaM kS,LEL+hreepSixtaeitea;e,gdttse4Y.a}tt ridtdta l(ti96silt Wttkttaaskryt�ttsldile esttht 9t tbltaeGt.dteTnsnDesi9Fapterp ipt:�Trrgriy 6e sed teae}T9D}tgnt�t®xvytasadP.ep}t4sektd tr.Ea'esi�te leer-'dtferL"etsi;ad3tsN;i:Tstu Agi�fitnM irD u1!,et6v R41.Tas dadatsnztut,!edapmr2ivet,soa3dryt nd tstdifisie}�that u:&;tutetstet nd�tsa�,..eaaetdst,,r�td ante( .a ,aat;t a alaen(;(uu(�uttaa t�;tt�ltFFL i.c trtfda(c�teotdurfinit,tdea}ss,mdt i ,nxert,.rxi: tab i aE: r}t: tr: . Anthony T.80083 II-,F.E. th NiVs Desrito zolrnSMu.ltlm;is set taezf•tu7v£Rt '80083 r prztistsntlnaataettr>�(azt><tasdma(:��uu5lri..els.nletlsr(�utteM}tstlfxre:srdrdtve,i+41d3n:s3eet5�si4Lt;EEtllCitfd^31TsiDaQ}.,ES3SSlMu'tf6}�:N9:trzosts:a:nettc:mzu 4451 St.Lucie Blvd. e6n�ist l3cNrtt Gdnttpztd tpecb.r:Sop Ert taU?s 6refiek tle Tits D»iga Fghtais5)tt3e rxid�l Dtstyan,a':nssitsh®(�i:ze.a!entaYdfa7,0.7 nri�?azd smiaealethel it ift 1, Fort Pietce,FL 34946 � CcPltigbt�lUlbAlRodLnsses-Aut6onyT.Temboll(,P.f.Aepreduttienedl!isdcromta6ieenyfata,it pteEibiitdxil6w(ibexrittenpzemitsine6ovAiFna!Losses-aetbeeyLTnmSotll,p.F. Job Truss Truss Type Qty Ply A0146416 67046 CO3 Piggyback Base 18 1 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 312016 MiTek Industries,Inc. Mon Jan 09 12:27:32 2017 Page ID:xWMHeLyIDJ1 MH?QFEcNHfPzyQ5k-S10EsNWiFuz6fHWhGZU5jAsA7ePQWwHThuCaiSzx51 7 4 3 11-3-14 1618 20-7-13 . 28-2-3 36-0-0 7:4,3 3-11-11 5-3-10 4-0=5 7-6-5 7-9-13 4.00 12 5x8= 3x4= 2x4 11 5x8= 2 3 4 5 Dead Load Defl.=1/2 if W9 3x6 4x6 T 3 6 1.5x4 1 7 W5 10 4 4x6 4 W1 8 0 6 W2 0 113A 10 4 00 � � r N 5X10= Zo< c; 11 ,6 0 6 0 1.5X4 11 9 19 15 5x8= 4.00 12 18 17 16 14 13 3x6 zzr 3x6 I I 3x4= 3x6= 2x4 11 3x8= 7 4 311-3-14 , 16-7-8 , 20-7-13 , 26- 9-1 2-0 , 36-0-0 7_4-3 3-11-11 5-3-10 4-0-5 5-6- 3 0-0 Plate Offsets(X,Y)— [1:0-3-0,0-1-81,[2:0-5-8,0-2-8),[5:0-5-8,0-2-8],[9:0-3-13,0-1-01,[10:0-3-12,0-2-81,f12:0-2-8,0-2-81,[17:0-3-0;0-1-81 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 0.95 Vert(LL) -0.36 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 —BC 0.85 Vert(TL) -0.94 9-10 >454 240 BCLL 0.0 * Rep Stress Incr YES- WB 0.96 Horz(TL) 0.36 18 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) 0.2410-11 >999 240 Weight:286 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* T3,T4:2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2*Except* 17-19=-209/321,16-19=-209/321, B3:2x4 SP No.3 15-16=-509/730,14-15=-509/730, WEBS 2x4 SP No.3*Except* 4-12=-276/303,11-12=-1201/1684, W1 1:2x4 SP No.2,W1:2x4 SP M 30 10-11=-1206/1691 BRACING- WEBS TOP CHORD 2-16=-683/782,3-14=-933/775, Structural wood sheathing directly applied or 3-84 oc 12-14=-718/1001,3-12=-589/781, pur ins, except end verticals. 5-12=-547/411,5-10=-1063/1334, BOT CHORD 7-10=-468/705,8-10=-2296/2759, Rigid ceiling directly applied or 5-3-15 oc bracing. 1-16=-924/1090,2-14=-588/711 Except: 1 Row at midpt 4-12 NOTES- WEBS 1)Unbalanced roof live loads have been considered 1 Row at midpt for this design. 8-18,2-16,3-14,3-12,5-12,5-10,8-10,1-17,1-16,2-14 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) MiTek recommends that Stabilizers and required Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16ft; cross bracing be installed during truss erection,in at.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) accordance with Stabilizer Installation guide. and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members REACTIONS. (Ib/size) and forces 8:MWFRS for reactions shown;Lumber 17 = 1321/0-3-8 (min.0-1-9) DOL=1.60 plate grip DOL=1.60 18 = 1321/0-3-8 (min.0-1-8) 3)Provide adequate drainage to prevent water Max Horz ponding. 17 = -367(LC 10) 4)Plates checked for a plus or minus 0 degree Max Uplift rotation about its center. 17 = -556(LC 8) 5)This truss has been designed for a 10.0 psf bottom 18 = -552(LC 9) chord live load nonconcurrent with any other live Max Grav loads. 17 = 1321(LC 1) 6)*This truss has been designed for a live load of 18 = 1321(LC 1) 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 FORCES. (lb) bottom chord and any other members,with BCDL= Max.Comp./Max.Ten.-All forces 250(lb)or less except 10.Opsf. when shown. 7)Bearing atjoint(s)18 considers parallel to grain TOP CHORD value using ANSI/TPI 1 angle to grain formula. 1-2=-840/882,2-3=-957/1082, Building designer should verify capacity of bearing 3-4=-1355/1376,4-5=-1356/1375, surface. 5-6=-2667/2332,6-7=-2741/2313, 8)Provide mechanical connection(by others)of truss 7-8=-3022/2542,9-18=-1321/1073, to bearing plate capable of withstanding 100 Ib uplift at 8-9=-1238/1126,1-17=-1253/1130 joint(s)except at--lb)17=556,18=552. BOT CHORD 17-19=-209/321,16-19=-209/321, 15-16=-509/730,14-15=509/730, LOAD CASE(S) 4-12=-276/303,11-12=-1201/1684, Standard Ursa;-8r«tR««;Aymd:fle:-1 WF ICSxS{srllekslutAl llrusa(D anaAsm<.m�frr(a aono! urKi t« e«rya«is,;«:«««:�anes�nrrr�,Ta:;ef:i�hrwl�D6}sAtle A«F s)LT>x t17:PE 1Jn s:eSh>.5e reeeild«sUSnv se 61e2ve Ih IDD,aefy trice'smarm;'s'esslrltSersrdlnetiCDnlrxzd AseG«soeslp[riceap.e.,s,stleh;Fgrt:e!/ra sednes;IDD;gmum same;u:eAdePdessimlec�a�grzsisoilJaJ6rReies!gsdRx fie;l:T'ssshgneiuks tel ed;.n(«PF1.Red!si;s nusgsss,lc ndencs,serkmq Anthony T.Tombo I11,P.E. es9 eudrdslrms 46en[tgts;IsOrr.t;«sJ3d;elh:On«:DeOn«'tearia;h.+Aela6ehDi¢;Decin«,4rGs«cfetlelFh lALrielr(n(flrbMEeilbrgu6«!I?;-S.4¢qu«ds(&a IDO n(u;Nell.0 sl tie?«ss,edtin;}m11s} :e;e,hstdt«in«Qhe�tbHEeersz<aasbiEtsf ;T'80083 A! @araidegres...R®Lw«.Wa«r.set a at TOW Oe pdisesesd pi(rimsdhe reiien;(01-ofSdrl;Id—hr."Ua)fdlisteSl;In.15f(Asu«Sereuedt«;erenl}enn.IP l�4xs�ersyxo m:i6rs¢ddAas�al«u DeAern,cro sC'ga�u««d?m.shs aJ«n,a'ess 4451 St.Lucie Blvd. e'�ntrtm te".rri I;a(utwapa!ofse is trine;ler0 fssDn indel Tieiron hsigs hghe«ts ACiSr FdS�rtsiprr.«Tnn S;shmh;isnr d¢>(hildu;.81 m;Nsardm«s ne es ddirs uT1TI. � Fort Pierce,FL 34946 Copyright D2016A-IRoolTrusses-AnthunyLTomhoIII,KL Reproduction of This dommen,in any form,is prohibited whirzorf the viritten permission from A-1 Roof imsses-Whey 1.TomhDIII,P.1. Job Truss Truss Type Qty Ply 67046 E01GE Common Supported Gable 1 1 A0146417 Job Reference(optional) a Al Roof Trusses,Fort Pierce,FL 34946,design@aitruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Jan 09 12:27:33 2017 Page ID:x1NMHeLylDJ1 MH?QFEcNHfPzyQ5k-wDad4jXK005zHQ5tgH?KFOPTn2x8FaQcwYy8Euzx5 -21-0 9-10-0 19-8-0 21-8-0 2-0-0 9-10-0 9-10-0 '2-0-0 11 4x4= 6 4.00 F12 5 7 4 3 _ I T4 T4" �yi $T ST: I{j" ST2 I T2 1 STI 10 n 2 nI B1 I_i n rr� In 3x4= 18 17 16 15 14 13 12 3x4= 5x6= 19-8-0 19-8-0 Plate Offsets(X,Y)— [2:0-2-0,Edge],[10:0-2-0,Edge],[15:0-3-0,0-3-0] 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 0.44 Vert(LL) -0.02 11 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.03 11 n/r 80 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-S Weight:86 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 5)Plates checked for a plus or minus 0 degree BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 rotation about its center. BRACING- 6)Gable requires continuous bottom chord bearing. TOP CHORD 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom StrutStructural wood sheathing directly applied or 6-0-0 oc S t. chord live load nonconcurrent with any other live purlinsloads. BOTCRigid ceHlORD ing directly applied or 10-0-0 oc bracing. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a MiTek recommends that Stabilizers and required rectangle 3-6-0 tall by 2-0-0 wide will fit between the cross bracing be installed during truss erection,in bottom chord and any other members. accordance with Stabilizer Installation guide. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at REACTIONS.All bearings 19-8-0. joint(s)16,17,14,13 except(jt=1b)2=225,18=105, (lb)-Max Horz 12=104,10=236. 2=-73(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) LOAD CASE(S) 16,17,14,13 except 2=-225(LC 8), Standard 18=-105(LC 12),12=-104(LC 13), 10=-236(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 15,16,17,18,14,13,12 except 2=267(LC 1),10=267(LC 1) 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:ASCE 740;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=16ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;cantilever left and right exposed;end vertical,left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1:60 3) Truss designed fWr kind 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. 4)All plates are 1.5x4 MT20 unless otherwise indicated. t4ao:ts Rtts!^a;e Yn+iref«'k4 XQFTWS5Cfr7U; M0A MAS aONUT?kYiGiTD.Y:,"6II!i1}1(C59 tEp: rTi le.t!;4(e:'ipwlatns cilia ritts$1 Ris;rnsrzip[nrbl RP} !`ut ddrn UisshMJ111-6:tSWlem oi,WissN«nnt slMithl'Ae¢ NAeksutatdxryDhss4tl It nW.ST01th,61.Lslhs R ltaEsr9t«de igt c'ryEt{:�ziteelzehe ari'sQ rc}2+ttsaa;t_rttlxt+dL41tu4t<ira w,*n'tngiryta fihrt�daslpd�t lis tl«ud.Tid>F:et»i.6 uF,.¢125941.1xd:us lst :�aaet!'�rs ii«t,sr13r74C Anthony T.Tombo Ili,P.E. t&!1SltfAl!'.tt!l1NIid EL:LJ�;i(4I!!i«i.Jll 11 lf!C[L',6S C�Itr3 i+r«(':� _d«R/r.:-dtt JtS 4A!!{E«?t{14t 11().l itCni CltwS'tn-. ;dat^.!i$l.ixa>7«+dc@sF.Detd eJfidlssl ttbti+u;bl�fs79a�lia{,S ,e't7tcn«ekas(sastl it5sll4Y,ssbt rd #80083 Ae IuISsiResga«m!laksi«.AliDfls setlquSli:�«iFal+ltitss ndt:idEdt;dCl ttvtertq(lsmetl ssT atmos`enli;jls5:`rci>ih'FllydSttl!««h«rud".s irtlluia<1.13i1 dfaesfH«usv5il•_lsedd�'t!a#h!T«nR:?imr.,i«ls itsp isgi!«alltnl A'aalextea`!« 4451 St.Lucie Blvd. tl4tr:!d?<a-3iT!(a�rx!rym!llsck.rtiplle'ptitsP«I«!.'it loss hittst Egim NO,sit Why Dr ip":o,fronsptts Ni'm eln+id lit;.k t>lRilttdfrm ce is lPub!htEi�3, Fort'Pierce,F L 34446 CoPP `-i^1RIbA-fYDufbossts-Anshan LTcmbo111,P.F.Re redndionofthisdomment,inen farms rohh.dedxithounbekriten ermfisinnIF=A-I looffeassts-AnAllay LTombo111,PF Job Truss Truss Type Qty Ply A0146418 67046 E02 Common 1 1 Job Reference(optional) 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. Mon Jan 09 12:27:33 2017 Page ID:xWMHeLyIDJ1 MH?QFEcNHfPzyQ5k-wDad4jXK005zHQ5tgH?KFOPM42kWFXxcwYy8Euzx5 2-0-0 6-3-6 9-10-0 13 4-10 19-8-0 21-8-0 2-0-0 6-3-6 3-6 10 3 6-10 6-3-6 2-0-0 4x4— Dead Load Defl.=3/16 it 4 4.00 12 1.5x4 1.5x4 i 3 5 1 to 2 6 Ln' T 7 It? 01 • r r r o r r 8 r r 3x6= 5x8= 3x6= 9-10-0 - 19-8-0 9-10-0 9-10-0 Plate Offsets(X Y)— [8:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 -Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.44 8-14 >537 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25- BC 0.93 Vert(TL) -0.32 8-11 >729 240- BCLL 0.0 —Rep Stress Incr YES WB 0.29 Horz(-TL) -0.05 6 n/a n/a BCDL 10.0- Code-FBC2014/TP12007 Matrix-MS Weight:83 Ib 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. BRACING- 4)This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live loads Structural wood sheathing directly applied or 4-7-11 oc . purlins. 5)*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. 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 6)Provide mechanical connection(by others)of truss cross bracing be installed during truss erection,in to bearing plate capable of withstanding 100 Ib uplift at accordance with Stabilizer Installation guide. joint(s)except at--lb)2=751,6=591. REACTIONS. (Ib/size) 2 = 838/0-8-0 (min.0-1-8) LOAD CASE(S) 6 = 838/0-8-0 (min.0-1-8) Standard Max Horz 2 = -74(LC 9) Max Uplift 2 = -751(LC 8) 6 = -591(LC 8) Max Grav 2 = 838(LC 1) 6 = 838(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1424/2645,3-4=-1108/2293, 4-5=-1108/2293,5-6=-1424/2645 BOT CHORD 2-8=-2361/1308,6-8=-2370/1308 WEBS 4-8=-1244/511,5-8=-348/534, 3-8=-348/535 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=16ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;porch left exposed;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 6-ki-11attR e,1111,1 tit'i-180AF13GSS+5{iEltECj;6EtlELSI IEWSE(Ok?IIIC9SOlA94(tuR-Jed'Jm0i5.ECfRllll'hm-ie.3rl:siSt Fawtiusmdtto3mi:s uftlt intt Ct4ga cttvielpeP}adtlekik!td Lloa>aIM,P.E itlsn:eSh>,ttk!me tre 9datNEt:vitt s6trdot lCe IDD,enip @dICdpyrelatu0trjx^ess5xlt4esseddnYe¢R-0Rlt ntiL L'tTmt P.uteFrdee:r{I.e.;S?tutt!Ftraety liestd tt ttrIDPtryrstmmmegtatetGernhtsimletpeeerie9 mrxsiiddjWBaittipsdPs s:apaLtsslePl4ednpt i6DWr.ttlt:TPM.Ndmp uuartistc ltmgnrinitts;sltk ldY Anthony T.Tombo III,P.E. dtutip6lrKsdx teJltiit¢g is dt t=.sdttsAdd[tf6!Oaty,pl OrtuitAt:L•Kt}+tlx9tddeiq Cttin+r,uda udettdth pr.p!R'i nlBt ludtiJtrtgude ad7Y,d.tlegpttt(t{ptie9ndttp lvidntdpe itm,iaidaykrd!a}titn!,utltllAitt uditnycat.lt W!tegtss3dkJd =80083 t&6zlag,es:y^etN(oANu.d:7ecttss9eniaptfCDWpeptniatmdpHelitntfhtldlru96z i5dt¢IEa¢rtitt;![SljrcAis+rdhlNslSPQtre+elern:eddvjtnN;+Ga¢Ri-I kSCSiAt+t+(N93115t5¢dd#ttdit,Ian Vulpa,fms!'ipSj..TA1SKS!tIDtIt114Tp,dtss 4451 St.Lucie Blvd. cd:nite dthtel6(aGshA a3rttd tPn it wri6tghr6rtNet inairsd.in lnrs[¢sl;o6pte+ris XOTdNAddxy Lesita=.t,lrintss(nea tgtreudmy duuo}ui mpeodxedfunsntes d!tatditnu. Fort Pierce,FL 34946 • ig61�Tg16A-ItddlTmsses-AdthdrtFT.iombdlll,P.E.R!pmluaicnofMisddameel,idddyfo:m,ispm6i67edxithoa116enri8enpermissionfromA-1RaalTressas-AoilavyT.Tdmbd116P.F. Job Truss Truss Type Qty Ply 67046 P1301GE Piggyback 2 1 A0146419 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Jan 09 12:27:34 2017 Page ID:xWMHeLy[DJ1 MH?QFEeNHfPzyQ5k-OQ8?H3YynWDquag3N—V4zobxiRRH2-1 RmgChhnKZXE 6-7-1 13-2-2 6-7-1 6-7-1 4x4 4 4.00 F1-2 1.5x4 11 1.5x4 11 3 5 T1 C� —T1 C� 6 2 Li 7 16j- 6 310 9 8 x4 3x4 1.5x4 11 1.5x4 11 1.5x4 11 11-10-3 13-2-2 A 1-3-15_�k_ ---] 11-1--1 5 10-6-4 _ _ 5 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 7 n/r 90 MT20 244/190 TCDI- 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.00 7 n1r 80 -BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:41 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6) This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.0psf 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 OTHERS 2x4 SP No.3 bottom chord and any other members. BRACING- 7)Provide mechanical connection(by others)of truss TOP CHORD to bearing plate capable of withstanding 100 lb uplift at Structural wood sheathing directly applied or 6-0-0 oc joint(s)9 except at=lb)2=158,6=166,10=198,8=1 98. purlins. 8)See Standard Industry Piggyback Truss Connection BOT CHORD Detail for Connection to base truss as applicable,or Rigid ceiling-directly applied or 10-0-0 oc bracing- consult qualified building designer. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. LOAD CASE(S) Standard REACTIONS.All bearings 10-6-4. (lb)-Max Horz 2= 64(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 9 except 2=-158(LC 8),6=-166(LC 9), 10=-198(LC 12),8=-198(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2,6,9,10,8 FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-10=-170/286,5-8=-170/286 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuItF1 60mph(3-second gust) Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf,h=16ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ilnthortyT.Tombo Ili P.E. #80083 4451 St.Lucie Blvd. Fort Pierce,FL 34446 Zt CoppigN 0 2016 A-1 114 P.E.Repredudion alibis defunant in anirfanais Frabib-led withaulthe weltita permission ham A-1 loaf icsies-Anihocy L hmbo III,P.E. �Job Truss Truss Type Qty Ply 4. A0146420 67046 P1302 Piggyback 27 1 Job Reference(optional) 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. Mon Jan 09 12:27:34-2017 Page ID:xWMHeLyIDJI MH?QFEcNHiPzyQ5k-OQ8?H3YynWDquag3N-WZobxflRE7-1 xmgChhnKzxE 6-7-1 13-2-2 6-7-1 6-7-1 4x4 3 4.00 FIT ' TJ........... 1 tTl C� C� 4 25 F1 So 3x4= 1.6 3x4 5x4 11 1-3-15 11-10-3 1 13-2-2 _15 I 10-6-4 1_ 5 T3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.02 5 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.04 5 n1r 80 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 4 n/a n/a BCD',— 10.0 Code FBC2014[TP12007 Matrix-S Weight:39 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 5)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live OTHERS 2x4 SP No.3 loads. BRACING- 6)*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 6-0-0 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the purlins. bottom chord and any other members. BOT-CHORD 7)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 10-M oc bracing. to bearing plate capable of withstanding 100 lb uplift at -MiTek recommends that Stabilizers and required joint(s)except Gt=lb)2=218,4=227,6=221. cross bracing be installed during truss erection,in 8)See Standard Industry Piggyback Truss Connection accordance with Stabilizer Installation uide. Detail for Connection to base truss as applicable,or REACTIONS. (lb/size) consult qualified building designer. 2 = 219/10-6-4 (min.0-1-8) 4 = 219/10-6-4 (min.0-1-8) LOAD CASE(S) 6 = 437/10-6-4 (min.0-1-8) Standard Max Horz 2 = -64(LC 13) Max Uplift 2 = -218(LC 8) 4 = -227(LC 9) 6 = -221(LC 8) Max Grav 2 = 225(LC 23) 4 = 225(LC 24) 6 = 437(LC 1) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-285/395 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=1 60mph(3-second gust) Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf,h=16ft; Cat,11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. vxlt:j-ring w0#1114,0i 1.1 IS1 ImSPINP toltuf(LI, Sul"SSyI0l11q..*; TOW.,.fit Mi. Anthony T.Tombo IIL P.E. 80083 4451 St.Lucte Blvd. FDrt Pierce,FL 34946 (cpytight V 2016 A-] Uumba III,P1,Rapradadian alibis domareatim nairfain,hpoWiled wdvaf The wriften permissin from A.)foalTiasses-Arlbary I.Torah Ill.P1. i J .ilAlll a J i A-1 ROOF TRUSSES A.FLORIDA CORPORATION Important (Votes / Please Review Prior to Truss Installation: 1) 1) Trusses are to be handled,installed and braced in accordance to the following standards:ANSI/TIP 1-2007; 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 engineered beams 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)The specific engineered truss drawings are subject to other terms,conditions,and details on the truss placement plan and/or individual truss 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 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce,FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com CUSP STRUCTURAL CONNECTORS' A M1TOK'Company Hangers Allowable Load(lbs) DF-L/SP LSL LVL PSL SbF I-JOIST USP 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 LUS24 670 765 825 490 - - - - _ (4)-10d(Header) (1)-10d(Joist) T2 JUS26 1881, 850 975 1060 1115 (4)-10d(Header) FL821.42, (2)-10d(Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 1165 - - - - _ (4)-10d(Header) (2)-I0d(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) THAI422 1835 1835 1835 - - - - - _ (2)-10d x 1-112 or 2-lod x 1-112(Carried Member) (20)-10d or(2)-10d(Face) (4)-10d(Top) T4 THD26 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 1.1/2(Carried Member-Max Nailing) (20)-16d x 1-112(Carrying Member) (20)-16d x 1-112(Carrying Member-Max Nailing) USP STRUCTURAL CONNECTORS A MiTek-Company Hangers Allowable Load(lbs) 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 1175 - - - - _ (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 1-1/2(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(Foce) (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 2790 3160 3410 1550 - - - - _ (14)-16d(Face) (6)-16d(Joist) us STRUCTURAL CONNECTORSO A MITeK'Company Hangers Allowable Load(lbs) 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 - - - _ (12)-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 HGU526-2 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 2155 - - - - (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 HGU528-2 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) G`+ A 5 USP z STRUCTURAL A IVB#TW Company Fastener Comparison Table Connector Schedule Group Label USP Stock No Required Fasteners Reference No Required Fasteners (4)-10d(Header) (4)-lod(Header) - T1 JUS24 LUS24 (2)-lod(Joist) (2)-1Od(Joist) (4)-lod(Header) (4)-1Od(Header) - T2 JUS26 LUS26 (4)-10d(Joist) (4)-lod(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)-10d(Joist-Face Max-Nailing) THA422 (22)-.16d(Face-Face Mount) (6)-lod(Joist-Top Max Nailing) (2)-16d(Face-Top Flange) (4)-lod(Top-Top Max Nailing) (4)-16d(Top-Top Flange) (18)-16d(Face) (11)-lod x 1-112(Carried Member) (12)-lod x 1-1/2(Joist) (20)-lod 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)-lod(Joist) (6)-16d(Joist) (28)-16d(Face) (26)-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)-lOd(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 THD48 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) (36)-16d(Face) (36)-16d(Face) T12 THDH28-2 HGUS28-2 (10)-16d(Joist) (12)-16d(Joist) (36)-16d(Face) (36)-16d(Face) T13 THDH28-3 HGUS28-3 (10)-16d(Joist) (12)-16d(Joist) USP STRUCTURAL. CONNECTORS A MOW Company lj- a . E µ F JUS24 JUS26 MSH422 A Al TH D26 TH D26-2 TH D28 z SSS dM TH D28-2 TH D46 TH DH 26-2 To, _ a + sd r. . THDH26-3 THDH28-2 THDH28-3 } NOVEMBER 2, 2016 TYPICAL HIP/ KING JACK CONNECTION ST-CRNRST CORN�ERSET GENERAL SPECIFICATIONS .. —I z: a - "" MAX LOAD: 55 psf Roof Load, 175 mph, ASCE .z 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. _I A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010o10 Attach King ( )Jack w/ 3 16d Toe Nails @ TC & BC Attach Corner Jack's Attach End Jack's w/-(3) 16d Toe Nails @ TC & w/ (3) 16d Toe Nails @ TIC & (3) 16d Toe Nails @_BC 2 BC (Typ) o -- ti NOTE: WHERE REACTIONS EXCEED LIMITS ALLOWABLE INCREASE BC SIZE TO ACCOMODATE.ADDITIONAL NAILING ttach Corner Jack's ALLOWABLE REACTIONS: / (3) 16d Toe Nails 2X4: (3) 16d Toe Nails_@1.25 =408LBS @ TC & BC (Typ) _ @1.6 = 522LBS 2X6: (4) 16d Toe Nails @1.25 =544LBS @1.6 = 696LBS ALL NAILS TO BE 16d (0.162"X3.5") taEd�e���i SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X6) 4 NAILS P r s .. • qAU NEAR SIDE �y `tr SIDE VIEW (2X4) 3 NAILS NEAR SIDE o rf� Y .aa �laNEAR SIDE NEAR SIDE as.a 1Q �, wNEAR SIDE NEAR SIDE NEARSIDE iB ,,._...,tPmq,P,�sc� RAt?;,, ae fl'j�,SJ'++ti:Ik3t6aCCRSE.!(' `t.'{E€RG1'c'.EGe€S:`�x.fKadsispsasat €e '�za�slnsdtsshtxay;ltadat s-ryFTs; RTLCsn�cet5irlun�txsssekraaxfuMl'� :. Nitimuapss# i �i, e'sh+auaG D?5� »ili° ilz damlT sacmm� ed*agaawi3zst }tstaiadhreErtslF�nittrs , refalttFtats �s?< =3 �s�? T Rnthoty.T,T�jrbttlP3 PE, adssa�i'%r tecr}aa� Est+iF�rsi,desC ,^man'reeatR@t ; Iaasaaaaaac�s&ku�te .,ead3ttx.tat }m;e'.eal�lam®gxenst±ig, ae .ibeFin,�.cnsdieaffi�a� nyar#� ,$A1S:3 ::, dssp8eiyssWicivtr(IitsCzdael; s+lsatisal,y.alsdt�i�q(claidsyk»� a�Sf#uhf?gi^ {ic2r` adbtpaed 'Isaaz. tYlirari .katsas(iSB6cttmntuswrta-s +EstraTastidszt-i" Lues"-5n := dMsnse f�'^�S+,isEalgadfi�A7�'62sc�w�Zl.t}r4cteFv..gtErsii.t5afikiU,e4�tsi,#aEcgsszs;tG y.[��c crf4�¢etiti.' ±a Ela, w Ca i �ETI6ALRaslTiassas Art> T Ta—¢[fl PE%eFs dry+aal�sdeee^cas tansf¢t-,s.�atitedx laast5a arLtaepasssiecG aA-If ctTia November 2, 2016 TYPICAL HIP/KING JACK CONNECTION ST-CRNRST MIAMI-DARE . I. 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. �i A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772-409-1010 Attach End Jack's w/ (1) LSTA12 Twist Strap @ TC-and BC w/ (10) 10d Attach Corner Jacks ad d King Nails Min. Per Strap. Jacks (CJ3 and Greater) NOTE: IN ADDITION TO STRAPPING w/ (1) LSTA12 Twist Strap @ TOENAIL BOTH CHORDS TO CARRYING TC and BC (Typ) w/ (10) 10d MEMBER PER THE FOLLOWING o Nails Min. Per Str p SCHEDULE: F_ 2X4: (3)-16d Toe Nails 2X6: (4) 16d Toe Nails Alta 3h Corner Jack's (CJ 1 a r d NOTE: CONNECTION DESIGNED IN lower I w/ (1) LSTA12 Twist S Li a ACCORDANCE WITH FBC 2321.6-2321.7 C w/ 10) 10d Nails Min. Per trap PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT)TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HVHZ LSTA12 TWIST STRAP W/ MIN. (10) 10d NAILS (SEE MANUFACTURER'S RECOMMENDED CONNECTION JACK/CORNER JACK (TYP.) HIP OR KING JACK (TYP.) ;:: � lFa f�si.e Sorts- t47fIbK6i...tlfi"6tw1Li.R4i34"b.:i"fl ll#i[k C;794:zs avtxtreda'z.m&itsit -s ;t erid� tT�a�1!!,t?�siFtdfle�nrr.E:Itst'uesr sz;4m�i�g1 f�Eii t :?az i t huge�:Ecm A� i{z.s ,ihNk. m ife.M1aar�e,:�ss�Ecq..����,:1mas �y,emu ,tg a dr svti r�spruama� aea m[. an�es.?iai ad�rs rx 5,da h Anthan T To bts Etl P� Ca Hd@tSTt?ii}2 ESf�¢1YttlltYt Ejk*d'II�E}Y. -0fdQ�tf#1'S9,'felCt'.�0iM1.M(ri[ailfAi"`.?i tl�ia t'd:fGL#8fbt�E9k8d�.'3 it:at�[S:E Pf iltl.FStp et3£dG1 f"1 imJ5r3cat(,G^E Tt�3 9cl lg lml�+�.,flxgtiEt,'*o --dffCJLT L' it! 3Lij y • •.. kPiltagiieQjsa�itr.?uz,�.R3F sidtdaFalJsarstsi�ttusc¢g^t::issddr ts#tuf trgmu5�`M`dd�'•�ltifflSk9•.ktdYi?A�ditttmref�evst6t feasdlr?:s�;[A.ls�sndi mPau`�nsc4 fdztafda)rasf('Ev;�i 3rtts'§��n�asy z�Tr�,Na9�myacas '. 3 -. rz:zz _..: � ............................::.. a�si st Lucre��a vet k'a.STtG'drretc7a€xs r�gTr�dtaF..msSdf'.ri svCttis4 T=e1�°7ir,A!siPv:rtt>�>::Ts'-o'(eudt EAiliy.},�t. HF,rstcioii f�laE%0. - Port P ei to sv CJcO[6hifsafTrtssas Aat ac i TaolU PL 6e wtan�acffl sdctes:ai.inaa,la,s,is ra�Thedxtinatt5ewrinzo a:m'sssle3ka4119c4osses fccn T TomSal Ps , FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek USA,Inc. Page 2 of 2 00 ALTERNATE DIAGONAL � 24"GONG TO THE BOTTOM-CHORD 0 00 HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. =M (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek USA, Inc. Roof Sheathing--1 TO BLOCKING WITH(5)-10d COMMONS. V-3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE-TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS 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 \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN AZ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2 ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X3")NAILS SPACED 6"O.C. FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")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 AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM GABLE TRUSS / CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN -IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. NOTE:THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / ;��+p4bAi9��d�,�d • r STANDARD / 'ry�'t�C °��i ate► °+ as GABLE TRUSS !! ` + Ak s zz X313130 2, FEBRUARY 14 2012 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL ST-PIGGY-PLATE (�� ® MiTek USA,Inc. Page 1 of 1 baa 0 00 a - MiTek USA, Inc. This detail is applicable for the following wind conditions: ASCE 7-98, ASCE 7-02,ASCE 7-05,ASCE 7-10 Wind Standards under all enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for uplifts. NOTE: This Detail is valid for one ply trusses spaced 24"o.c.or less. PIGGYBACK TRUSS Refer to actual truss design drawing for additional piggyback truss information. Attach piggyback truss to the base truss with 3"x8"TEE-LOCK Multi-Use connection plates spaced 48"o.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)-6d(1.5"0.099") nails in-each plate to achieve a maximum uplift capacity of 377 lbs. at each 3"x8-TEE-LOCK Multi-Use connection plate. (Minimum of 2 plates)- Attach each purlin to the top chord of the base truss. �j (Purlins and connection by others) r1l J BASE TRUSS Refer to actual truss design drawing for additional base truss information. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS(SPACING NOT TO EXCEED 24"O.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. 0 014. ,3B 8C A2=22 itf)•oi3'i#0{�4Gf12 S3f]F FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY-HI=GH WIND2 MiTek USA,Inc. Page 1 of 1 GENERAL SPECIFICATIONS 0 00 1.NAIL SIZE=3"X0.131"=10d n 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT u 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA,Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. I II -I I_-_II-_�_-_II__ II--_T-- II II II II 11 II II II II II II II 11 II 11 II II II II II I II 11 II II II II 11 I II II II III II 11 II II Ij Ij I II II II II I I II II II II I I II II II 11 11 � II 11 11 II II II II tl II II II II 11 I I II II I I II 1 II II I' I' II '1 II II lt 11 BASE TRUSSES VALLEY TRUSS TYPICAL I VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING ATTACH 2x4 CONTINUOUS NO.2 SYP EXPOSURE C 1/4"X 4.5" WIND DURATION OF LOAD INCREASE:1.60. TO THE ROOF W/TWO USP WS45 ( ) MAX TOP CHORD TOTAL LOAD=50 PSF WOOD SCREWS INTO EACH BASE TRUSS. MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES b X1.5"Max3" J p . d ig- zz Y ♦ t� a� y a°. a _. 4, •`j h� :;\ C .gyp ,• f 3B�BC LC2 2i OO t1O:�0 Ota�C'121 E7�F FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 0� ® MiTek USA,Inc. Page 1 of 1 GENERAL SPECIFICATIONS 0 00 1.NAIL SIZE=3"X 0.131"=10d 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT u DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. ---I, -- ,---„---Zl---„ -- „---ff--- II--- , --�,--- a a II II II II II II ', 'I II �I II � II II II II ; ;I I I, II II ❑ II II II II I, II II II „ II II I I II II II „ III I I II II I I , I i I , BASE TRUSSES VALLEY TRUSS TYPICAL I, VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP_) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6”O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND 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 AW 7. ;° DETAIL Azzz ' (NO SHEATHING) ... . N.T.S. ; p qza � 4'Yiie9te � �� 3BBCAZ21OD Ot}ti{I04C12VbF: :NOVEMBER 26, 201-4 TRUSSED VALLEY SET DETAIL ST-VALLEY ,q (HIGH WIND VELOCITY) NOTE:VALLEY STUD SPACING NOT _. MiTek USA,Inc. Page 1-of-'r TO EXCEED 48"O:C.SPACING —�00 o0 a MiTek USA,Inc. FOR BEVELED BOTTOM CHORD,CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH 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 MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING NON-BEVELED EXPOSURE B or C BOTTOM CHORD WIND DURATION OF LOAD INCREASE : 1.6 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. BOMCHNON-BEVELED BOTTOM CHORD NOTES: istsIIIoff# -SHEATHING APPLIED AFTER ++�+ INSTALLATION OF VALLEY TRUSSES + �i �y.y000♦y„$� -THIS DETAIL IS NOT APPLICABLE FOR ,r ` afrN^ .'y SPF-S SPECIES LUMBER. a : CLIP MUST BE APPLIED � : #3 BIDa y ' TO THIS FACE WHEN PITCH EXCEEDS 6/12. (MAXIMUM 12/12 PITCH) 001 3E3�8GA2',21 9a QD;00 00�C 22 S7,�F:' 'J MAY 24, 2012 Standard Gable End Detail ST-GE190-SP MiTek USA,Inc. Page 1 LJI—J Typical-2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails,6"o.c. Vertical Stud O 00 o�o Vertical Stud (4)-16d Nails 2X6 SP OR SPF No.2 AG DIAGONAL BRACE MiTek USA,Inc. 16d Nails SECTION B-B �� Spaced 6"o.c. DIAGONAL BRACE 4'-0'O.C.MAX (2)-10d Nails into 2x6 2X6 SP OR SPF No.2 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x4 Verticals 12 w/(4)-10d Nails SECTION A-A 2X4 SP OR SPF No.2 A Q Varies to Common Truss * * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH(2)-10d NAILS AT EACH END. ** ATTACH DIAGONAL BRACE TO BLOCKING WITH B B Zj 3x4= (5)-10d NAILS. (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B NOTE: 24"Max Roof Sheathing 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. \` 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. (2)_1^{ ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max. �" BRACING OF ROOF SYSTEM. / (2)-10d NAILS 4."L"BRACES SPECIFIED ARE TO-BE FULL LENGTH, SPF or SP No.3 / OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A /Trusses @ 24" O.C. 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. ala Brace (REFER TO SECTION A-A) g• 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 points 2x6 DIAGONAL BRACE SPACED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If Heeded 48"O.C.ATTACHED TO VERTICAL WITH 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR \_ (4)-16d NAILS, AND ATTACHED TO TYPE TRUSSES. BLOCKING WITH(5)-10d NAILS. 10.10d AND 16d NAILS ARE 0.131"X3.0"AND 0.131"X3.5"COMMON WIRE NAILS RESPECTIVELY. 11.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. 2 DIAGONAL End Wall HORIZONTAL BRACE Minimum Stud Without 2x4 DIAGONAL BRACES AT (SEE SECTION A-A) Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPNo.3/Stud.12"O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2x4 SP No.3/Stud 16"O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2x4 SP No.3/Stud 24"O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2x4 SP No.2 12"O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2x4 SP No.2 16"O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2x4 SP No.2 24"O.C. 3-1-4 3-11-3 6-2-9 9-3-13 Diagonal braces over 6'-3"require a 2x4 T-Brace attached top one edge. Diagonal braces over 12'-6"require 2x4 I-braces $� * ,� attached to both edges. Fasten T and I braces to narrow edge ��► .m••+`i•ra� r9�. of diagonal brace with 10d nails bin o.c.,with 3in minimum N ® end distance. Brace must cover 90%of diagonal length. . + °�, W-I T or I braces must be 2x4 SPF No.2 or SP No.2. s :' r MAX MEAN ROOF HEIGHT=30 FEET o .z EXPOSURE B or C �f 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. ZZ Pi. 3B.BC A22111000,Q0 BU 4C IZ 87[)F' August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 �0 ® MiTek USA,Inc. Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing o is impractical.T-Brace/I-Brace must cover 90%of web length. 0 00 u Note:This detail NOT to be used to convert T-Brace/I-Brace webs to continuous lateral braced webs. MiTek USA,Inc. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss I 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing --A SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB —A 2x8 2x8 T-Brace 2x8 I-Brace k -A T-Brace/I-Brace must be same species_ T-BRACE and grade (or better) as web member. Nails / Section Detail T-Brace Web i " i' 4 Nails �b ®a�9*g4agki �.► ez •1 +0►5 3 Web I-Brace � �4 Nails/ 3B:BC A22�.0(}oOOQ 0Q4C i�87rE?F':, FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK 0= ® _MiTek USA,Inc. Page 1 of 1 =D11 0 0� TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek USA, Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 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. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d NAILS (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"x 3") ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x3") BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO#12 x 3" RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(. DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH(3)-10d NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"x 3") (0.131"x 3") STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2x6 4-0-0 WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, i �q1►. 1} � � DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONGzz ,� •".aau ,� SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d NAILS (0.131"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) vile- . O. � iftlle®� EL` z: ' IJANUARY 29, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL—SP MinekUSA,Inc. Page 1of1 NOTES 1 ToE�� GHAL� ' |� 8sDR|@NATxNAGEor4nEGREE8WnHTHE MEMBER --- AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST 8EDRIVEN THROUGH AND === EXIT xrTHE BACK CORNER oFTHE MEMBER END AnSHOWN - | | �.ToEsNDo|GTAwCE.EDGE08TANC�ANosPAo|NGDFNA/LSaHALLBE6UCH L_�\/L--�__/L_� ASTOAVOID UNUSUAL SPLITTING OFTHE WOOD. MiTekUSA |no� n� xLLOVVAaLsVALUE SHALL BETHE LESSER VALUE QFTHE TWO SPECIES ' FOR MEMBERS DFo|FFsRENTSPECIES. i rOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SP DF HF SPF SPF-S 0 .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ' SIDE VIEW (2x3) 2mmua NEAR SIDE VALUES SHOWN ARE CAPACITY PER roE'w^|L. NEAR SIDE APPLICABLE DURATION oFLOAD INCREASES MAY aE Appueo: EXAMPLE: CD 1odNAILS(.1erdiam.xo�")WITH SPF SPECIES BOTTOM CHORD For load duration increase of1 '15� SIDE VIEW � SIDE VIEW 8(nai|o)X84.5(|b/nai|)X1.15(n04291.5|hMaximum Capacity (2x4) ( ' ) uwA/ua *^mIua NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE` NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARYFROM 45.00, ANGLE MAY VA Y FROM Must 3_. March 4, 2013 UPLIFT TOE-NAIL DETAIL ST-TOENAIL UPLIFT �0 ®_ MiTek USA,Inc. Page 1 of 1 =1:10 0 0o THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING 0 00 UPLIFT FORCES ONLY.BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. MiTek USA,Inc. END VIEW SIDE VIEW 0.00 TOP PLATE OF W LL 1"FOR 3"NAIL NEAR SIDE X1-1/16"FOR 3.25"NAIL NEAR SIDE L 1-3/16"FOR 3.5"NAIL VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES-ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2005(Ib/nail) DIAM. SP DF HF SPF SPF-S .131 59 46 32 30 20 NOTES: z 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES p .135 60 48 33- 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE 162 72 58 39 37 25 NAIL FROM THE MEMBER END AS SHOWN. "' m 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF J NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING z .128 54 42 28 27 19 OF THE WOOD. W O0 131 55 43 29 28 19 3. ALLOWABLE VALUE SHALL BE-BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN N .148 62 48 34 31 21 THE CONNECTION. ¢ co z 0 .120 51 39 27 26 17 O .128 49 38 26 25 17 J o .131 51 39 27 26 17 C13 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3(nails)X 37(Ib/nail)X 1.33(DOL for wind)=148 Ib Maximum Allowable Uplift Reaction Due To Wind ForWind DOL of 1.60: _.—_......................._._....__......_._—_...............---................. 3(nails)X 37(Ib/nail)X 1.60(DOL for wind)=177 Ib Maximum Allowable Uplift Reaction Due To Wind � ��$ g �I�Y If the uplift reaction specified on the Truss Design �► �•'* f' ` � `��' Drawing exceeds 147 lbs(177 lbs)Building Designer is responsible to specifiy a different connection. USE(3)TOE-NAILS ON 2x4 BEARING WALL ;�; a ..`;.� • ::e�+-:: "'USE(4)TOE-NAILS ON 2x6 BEARING WALL d # W i a ♦ 5�V F. Vii' t.... zr .....z. ..;•:2ci ur n7'`]ri.;ln nn�arT nrt A '4'J.sz7 fli FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT ST-2x2 NAILING �A 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 772-409-1010 7-10, 29'-0" Mean Height, Exp. B, C or D. NO �SQ 2� 2x4 SP No. 2 Win) o° A7 d° d° 1 .5x4 2x2 SP No. 3 1 .5 x 4 D Al 4 !Y L73Pk9+T+/� B'sc�az %:aao as ooc z s?©F' April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL ST-FLAT GIR BRAC 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) 12-d MAX 30" (2'-611) UPLIFT CONNECTION (SEE ROOF TRUSS) 2x6 #2 SP (Both Faces) 24" O.C. EXTERIOR FLAT SIMPSON H5 GIRDER Til' y � � 4 s v ": >36BCA2210QQ0{�t}:OOC1287Eizz .•: �regFMatlsagAr e,.tRe�da d,.G S2RifS'4ftIRS6Fl�tS.RMitCCx'QPM.r�ERaN;V+PJ`LldS'Y'.-.uTt+rtx Mrit,l.�,,t mwicdrierert iai�i miies;l�3r.alirG�Muy L—.u, t�e�.eCidtm+r�idkfn m&xi�+`l-c=+dNda7 D;'cet, le ' 4I .mx9r tsrtrs6ait± d'.c�§ar ptd xpl.itti sers�a{-4�,v{�e tr,rr�'rtame.:;�s.d e,eetr eesl unujaa[.diaey rrxscmie�,n u�etvm•'�ur,Ae ce[esp4Gti s`�s'3r lepeaa ±e r9m..e4 ti3i n he�_.sr_juak►.:q mk�`Hr;s+�u:ets! �' .-, a:! as+t.ss[u�erasgs•�r� aC'k"a,7.su maw:•:e,�e�ct,�acsi�gc.r�er;�ise�uku�faia�,h az mlraf�n tw{lajrzesri�ru;r�,e�;a.r��amtiArs:A atau�a�r�as,a.�y;.�:m�>1u.�,;aeu�m:spexsmuy�l: � 'o�ti�P,:E eaA;�Ots-geailWrhe'Ub;htA17�aEr7:9n/6i pn'ksgad¢x:4a.ni4!e'-+tEs,teapuai :_ast,3fiptt�bdk{?NgdfKiaei+hresell,7':_dryix T7g1 Ntrx,4wa're:{e!etra2+.cadtr..zsd"at*itCecuu:4•neOee�QfynKWirassxiareee�g�u : .' ' � c�s,<n lfn.etTaCa:nzy-eie gaam s�eiiJfc-iaea,�F v4t;rs;B�at�v�@t 6eka��'v:.rwlmx5lreesFii.eidwa-fdy.iusa;m5gelw.tenneetid"af!tL :. �oSy St 80q$3...vd.; . • i - - "' A F�Pierce,FL 34�fi tree 6iffS 2018 A;(flaefTmitci An76c ifeslotl(PG Qi'cdr4aa clt et dacank�ena feinE,np eS�linl:'it6 IlLd yr iterpmm sieogh4a A•t Aeai&ssed Adi4aa,T:ic'vboiiC P.E 00TOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS ST-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES MiTek USA,Inc. Page 1-of 1 TOTAL NUMBER OMAXIMUM FFORCE(Ibs)15%LOAD DURATION NAILS EACH SIDE 0 0o OF BREAK* X SP DF SPF HF INCHES 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 MiTek USA,Inc. 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 *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 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN.0-3-0 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 L G BREAK x x 3lllpl 10d NAILS NEAR SIDE +10d NAILS FAR SIDE \N TRUSS CONFIGURATION y' AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY ti 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 6"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 APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. ij4 s �dg 3. THE END DISTANCE,EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID71 UNUSUAL SPLITTING OF THE WOOD. �`� $�.p°f° 0�� 4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. 1`5 a+p, tis' `•� �► 5 r �'�R;Rr n��.';i nri'riri"nn nnztr t�o7n�': March 4, 2013 SCAB APPLIED OVERHANGS ST-REP13A �0 ® S CRITERIA: MiTek USA,,Inc. Page 1 of 1 TRL'SADING: 40-10-0-10 DURATION RAT ON FACTOR: 1.15 SPACING:24"O.C. aTOP CHORD:2x4 OR 2x6 PITCH:4/12-12/12 MiTek USA,Inc. HEEL HEIGHT:STANDARD HEEL UP TO 12"ENERGY HEEL END BEARING CONDITION NOTES: 1.ATTACH 2x_SCAB(MINIMUM NO.2 GRADE SPF, HF, SP, DF)TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA.x 3")SPACED 6"O.C. 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x SCAB (L) (2.0 x L) 24" MAX 24" MIN NOTE:TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses(spans less than 40')spaced 24"o.c.maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN �1boeo�a�Q �$a� FOR PLATE SIZES AND LUMBER GRADES . A4t13 m s 4: �� b•o� i' '�Q oar n�orf nn nn nnnn.ir4-�'o�na=-; REPAIR REQUESTS w"��• When sending in repair requests, 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. TRUSS ACIDIFICAMON; 'ALTIAIC)yEDSEARINGCQNDrnoN: ' L BEAKS: Use n line.to:[iofe MISSING i QAh1AGEt]'Pt ATES: i,fna s1 tco icincl t,short;fiy end tits: Draw it taeva Iceatton.ot bearing ar:.d the exact:locatton of fhebre�k. „ P .Gircle pfaie tbaf;nee is r as�eia Eed as posstb€e a€id,prtivi6e prov,de dtmenstor as n.edeti � cn,,.' � w e.,a: .: ,.' � dtnaens otzs as need d � m 4x6:l i ` x3 I I 3x3 FP--.' '3x3 3x4 1 5x4:I 1. 1 5x4`I E _... _.._ 1 '2 3' 4 i} :6 .7 8• 10: 11�` 12 AXIVP ¢`. 1 ` n ;i s� �v 22 21: 20 19 ! 'I 17 16. 15. 14 ;7 �f 2' ! s TO'© LONG z 1;5x4 it 3x6 1:5x4 11 1.5x4 II !i;3 = 3x6;FP-. 3x4.= 3x3:,- 4X6:=; rsvwv-,s,mss,os,, r, „: .•�r> ..:. r.rr,,.-s>v: .-n r`"".. e,...,, ;y, ,,..nuti=.^n-,., s,.."v>.>'--sry-.... ,. ,.x sx,z'"r�,w,.>„ „x,yxxw.s ...,., .r snrt>a4" sY, MEMBER SPLIT C�er�ote ex��f IoCa�ron of�p11Y,a�;�d BEAKS: l ssd�0 e i note I,leivctle an:apprrax rraatd i riyEtt:: Ahe xad Deaf°cart cif tine. ar k S s L�;'PIEGE Ifthero abrek resu(t[ngin a 3x4flS1Ns MIS PLATES::7 3x6, circ! �a e�tY . t 4; 8 0 3 3, W `: 2 2 ! �.: .