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4451 ST. LUCIE BLVD RECEIVED FORT PIERCE, FL 34946 MAR 17 2017 PH: 772-409-1010® PERPA TTING St. Lucie County, FL FX: 772-409-1015 ?} www.A1 Truss.com . .................. .......... LL. Al L � l[ I7 Cf TRUSS ENGl-'NEERl. N' G BUILDER: RENAR PROJECT: MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: MCCANTS RES / MODEL:CAYMAN 1763 / ELEV:B2 JOB#: 67900 MASTER#: XRMSCMB2 OPTIONS: NONE r ............ Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 z...... .. iA�1 ;ROOF, ';These truss designs rely on lumber'values established by others. , Zzz TRU55E5 FLOR.. CORPORATION ,. RE:Job XRMSCMB2 A-1 Roof Trusses ............... 4451 St Lucie Blvd Site Information: Fort Pierce,FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1763 Address: Subdivision: City: County: St Lucie State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.0 Wind Code:ASCE 7-10 Wind Speed: 160 MPH Roof Load:37.0 psf. Floor Load: 0.0 psf This package includes 22 individual,dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet,I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date No. Seal# Truss Name Date 1 A0065696 A01 3/9/17 13 A0065708 B04 319/17 25 STDL03 STD.DETAIL 3/9117 2 A0065697 A02 3/9/17 14 A0065709 C01G 3/9/17 26 STDL04 STD.DETAIL 3/9/17 3 A0065698 A03 3/9/17 15 A0065710 CO2 319/17 27 STDL05 STD.DETAIL 3/9/17 4 A0065699 A04 3/9/17 16 IA0065711 CO3 3/9/17 1 28 1 STDL06 STD.DETAIL 3/9/17 5 A0065700 A05 3/9/17 17 A0065712 C04GE 3/9/17 29 STDL07 STD.DETAIL 3/9/17 6 A0065701 A06 3/9/17 18 A0065713 C05 3/9/17 30 STDL08 STD.DETAIL 3/9/17 7 A0065702 A07 3/9117 19 A0065714 CA 3/9/17 31 STDL09 STD.DETAIL 3/9/17 8 A0065703 A08 3/9/17 20 A0065716 HJ2 319/17 32 STDL10 STD.DETAIL 3/9117 9 A0065704 A09GE 3/9/17 21 IA0065717 J2 3/9/17 33 STDL11 STD.DETAIL 319/17 • 10 A0065705 B01GE 319/17 22 A0065718 T01GE 3/9/17 34 STDL12 STD.DETAIL 3/9/17 11 A0065706 B02 3/9/17 23 STDL01 STD DETAIL 3/9/17 35 STDL13 STD.DETAIL 3/9117 12 IA0065707 I B03GE 3/9117 24 STDL02 STD.DETAIL 3/9/17 36 STDL14 STD.DETAIL 3/9/17 The truss drawing(s)referenced have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters"provided byA-1_Roof_Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE:The seal on these drawings indicate acceptance of professionalrs�tifpOGt��t�� `_, engineering responsibility solely for the truss components shown. �\* b4 } 70 The suitability and use of components for any particular building is the responsibility of they e1�1+'+ I� building designer,perANSIrrPI-1 Sec.2. q°y ;' The Truss,Design Drawing(s)(TDO[s])referenced have been prepared based on the r +p o { construction documents(also referred to at times as'Structural Engineering Documents provided by the Building Designer indicating the nature and character of the work. y r The design criteria therein have been transferred to Anthony Tombo III PE by[Al Roof xp x€ x , • Trusses or specific location]: These TDDs(also referred to at times as'Structural n On o9¢aly,lynedby,A a bf Tombo.111 It 1PUA Engineering Documents)are specialty structural component designs and may be p Y ON:FUS,¢C FI , 1 Fo1 projects deferred or phased submittals. As a Truss Design Engineer(i.e.,Special Piece,o Who N i 1 `+ ;` Englneerin9.m MthonyT tl► s ✓< Engineer),the seal here and on the TDD represents an acceptance of professional• Tom bo,Tnmbo,nl, �w� t+y� 1:+++ ��-0►`" engineering responsibility for the design of the single Truss depicted on the TDD onh The email-MdwnyTombo�whengig� raa+ ' 1*=.. Building Designer is responsible for and shall coordinate and review the TDDs for 414 compatibility with their written engineering requirements. Please review all TDDs and all Anthony Tombo 111 related notes. ,' g _z .,`.3 B?BC A2 2100 frQ�[ QD 41<12 87 Q , Page 1 of 1 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A4 ROOF These truss designs rely on lumber values established by others. TRUSSES A:FCORIDA CORPORATION RE:Job XRMSCMB2 No. Seal# Truss-Name Date 37 STDL15 STD.DETAIL 3/9/17 38 STDL16 STD.DETAIL 3/9/17 ' a Page 2 of 1 Job Truss Truss Type Qty Ply XRMSCMB2 A01 Roof Special 3 1 A0065696 Job Reference o tional ' Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:10 2017 Page 1 I D:ld_OOXyyT61 B i_TXo ljwHHzefvK-N HTTQwPz4TCm h4pcwpPhaH N mk5U Kox5R llyAe?zch27 1 4 Q 7-3-8 11-10-10 19-0-0 25 0 4 32-1-9 38-0-0 a9 4 p 4 7-3-8 4 7-1 7-1-0 6-0 4 7-1-5 5-10-7 -4- . 5x10 MT20H8= 6.00 12 Dead Load Dell.=112 in 6 US i 46 G T 5x6 5 7 4 3x4 5 6 i 3 W 1.5x4 T 13 W7 8 18 W2 14 5x8: r 3x4: <+ co 2 3 0 9- c'r N y 3.00 12 11 9 r 'a 17 16 12 = 3x6= 4x6= 2x4 11 2x4 11 5x10= 3x6 11-10-10 , 15-6-0 , 19-1-6 ," 27-10-2 38-0-0 7-3-8 4-7-1 3-7 6 3-7-6 8 8-12. 10-1-14 Plate Offsets(X,Y)— [7:0-3-0,0-3-0),[9:0-2-12,0-1-8),[11:0-3-4,0-3-0),[12:0-2-0,0-1-01;[13:0-5-4,Edge),[15:0-5-0,Edge);[17:0-2-12,0-2-0) LOADING(psf) SPACING- 2-0-0 CSI: DEFL. in (loc) I/deli L/d PLATES, GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.33 13-14 >999 360 MT20' 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.83 1.1-12 >551 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.47 9 n/a - n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:222 lb FT=0%" LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2*Except* WEBS B2,B4:2x4 SP No.3 3-17=-1375/818,15-17=-1375/2714, WEBS 2x4 SP No.3"Except" 3-15=-661/1555,4-14=-850/694, W7:2x4 SP No.2 11-13=-1384/2883,7-13=0/449, BRACING- 7-11=-1069/567,8-11=-407/459, TOP CHORD 6-14=-529f731 Structural wood sheathing directly applied or 2-2-0 oc purlins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 2-2-0 oc bracing. for this design. WEBS 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 1 Row at midpt 11-13,7-11 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; MiTek recommends that Stabilizers and required Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left cross bracing be installed during truss erection,in 9 p accordance with Stabilizer Installation ouide. exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All.plates are MT20 plates unless otherwise REACTIONS. (lb/size) indicated. 2 148410-7-10 (min.0-1-15) 4)Plates checked for a plus or minus 0 degree 9 = 147910-7-10 (min.0-1-14) rotation about its center. Max Horz 5)This truss has been designed for a 10.0 psf bottom 2 = -33(LC 5) chord live load nonconcurrent with any other live Max Uplift loads. 2 = -1017(LC 4) 6)`This truss has been designed for a live load of 9 = -1006(LC 5) 20.Opsf on the bottom chord in all areas where a Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 1616 LC 10 bottom chord and any other members. 9 = 1609(LC 9)) 7)Provide mechanical connection(by others),of truss to bearing plate capable of withstanding 100 lb uplift at FORCES. (lb) joint(s)except Qt=lb)2=1017,9=1006. Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD LOAD CASE(S) 2-3=-2716/1538,.3-4=-4437/2443, Standard 4-5=-3777/2039,5-6=-3700/2063, 6-7=-3427/1813,7-8=-2512/1490, 8-9=-2813/1688 BOT CHORD 2-17=-1 185/2331,4-15=-167/356, 14-15=-1940/4032,13-14=-1061/2921, 6-13=-966/2217,9-11=-I 364/2452 WEBS 3-17=-1375/818,15-17=-1375/2714, 3-15=-661/1555,4-14=-850/694, 11-13=-1384/2883,7-13=0/449, 7-11=-1 069/567,8-11=-407/459, wenng-nne 6-011.4.bo'A I ITN 11n!BjN'A RNEWllbs6Do:HussfATOYj ir1Y3'1SOIK,fi't[Lwlt;kThn 6:dtia1p pr!insu{rnlsa4!ntd!innLeeipgaeieg!ItM)aidn!Idasri.ruh C:11101na Sinftdue n!_M.DImius!de1z:C!IEg,!dt WTskr Attin!ssklSkue1kohTWC I"dt/sTmsosv fit sminWTbrgnwtsmscgPatoftprrsh:siudelgnsrogregwstBilbr21fsiptib,0Tlnf!}ddanalPB It,eldwlf.t=nsge !k aturmresm!tfint wies!dec:LnsixmT1114lg rte espn , , AnthonyT.TomboIII,P.E- ajq dm ,Fa Bears4adgW,,At WIgDpa,10 ;I!ddS.fB nnW.1 WfigW.1114. 480083 Iiet ldorB!ngvmt 6r"12w.kBMnsltld'n�10C11i3xpaYusNpedaadi'cleid'i6gaesl Sftlllduutia?(S1ile1k4rlrlRnlS6(Ansdnerelh:rnsdrulse.iftle!fulstllsesrnszui[inmrAlindp:I 1..D ,n,iins 0e.t's,*.leneeilsus4ndrArtn.Nns 4451 St.Lucie Blvd. 12:,osidatl:nmt�eag112.cgftatraswdr,tinern a atlt�I:k_rfllmuquege;nunssr 3ernrdlggaug.tnnrreell!ra:muamd�TttL Fort Pierce,FL 34946 (opoghtD2016AdloofTiesin-Aothonyl.Tombe III,P.E,Rsptaduniar.oft6isdommeot.inanyform,isprobiTitelwithoutthewivenpermissiaa from A-1Aaoffrusses-Aothonyi.hooboill,P.F. r Job Truss Truss Type City Ply ' XRMSCMB2 A02 Scissor 3 1 A0065697 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:10 2017 Page 1 ID:ld OOXyyT61Bi_TXoljwHHzefvK-NHTTQwPz4TCmh4pcwpPhaHNmr5WioxZRllyAe?zch27 7-2-1 12-11-12 19-0-0 25-0r1 30-9-15 38-0-0 a9-4-p 1-4-0 7-2-1 S-9-115-9-11 7-2-1 -4 6.00 12 5x6= Dead Load Deft.=718 in 5 5x6 i T 5x6 4 6 4 1.5x4 1.Sx4 3 2 3 7 T 12 1 SX8= 1 N c� 2 B 14 13 11 10 1 8 v �1 5x6 WB= 3x8 MT20 W29 Iv 3x4 3.00 12 3x4 zz: 1.5x4 II 1.5x4 11 1.5x4 I I 3x8- 3x8= 1.5x4 11 1.5x4 If _ 3x8 11 30-9-15 9-10A 19-0-0 27-1.6 2 1-2 31 -6 381 s-10 a 9-1-12 8-1-6 0 2 6 ao a 6.10-10-0 Plate Offsets(X,Y)— [2:0-0-5,Edgel,[4:0-3-0,0-3-0),[6:0-3-0,0-3-0),[8:0-0-5,Edgel,[8:0-4-0,0-5-12) [8:0-1-13 1-3-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.69 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.35 12-14 >339 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.79 8 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-MSH Weight:199 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* Ti:2x4 SP M 30 WEBS BOT CHORD 2x4 SP M 30 5-12=-1278/2638,6-12=-963/786, WEBS 2x4 SP No.3*Except* 6-10=-262/633,7-10=-373/445, W6,W5:2x4 SP No.2 4-12=-960(781,4-14=-257/625, OTHERS 2x4 SP No.3 3-14=-374/465 WEDGE Right:2x4 SP No.3 NOTES- BRACING- 1)Unbalanced roof live loads have been considered TOP CHORD for this"design. Structural wood sheathing directly applied or 2-2-0 oc 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) purlins. Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; BOT CHORD Cat.11;Exp B;End.,GCpi=0.18;C-C Exterior(2); Rigid ceiling directly applied or 4-7-10 oc bracing. cantilever left and right exposed;end vertical left Except: exposed;Lumber DOL=1.60 plate grip DOL=1.60 4-8-0 oc bracing:8-10 3)All plates are MT20 plates unless otherwise MiTek recommends that Stabilizers and required indicated. cross bracing be installed during truss erection,in 4)Plate(s)at joint(s)4,5,6,10,7,14,3,2,8,8,8,15, accordance with Stabilizer Installation guide. 16,17 and 18 checked for a plus or minus 0 degree rotation about its center. REACTIONS. (lb/size) 5)Plate(s)at joint(s)13 and 12 checked for a plus or 2 = 1482/0-7-10 (min.0-1-13) minus 3 degree rotation about its center. 8 = 1482/0-7-10 (min.0-1-13) 6)Plate(s)at joint(s)11 checked for a plus or minus 5 Max Horz degree rotation about its center. 2 = -33(LC 5) 7)This truss has been designed for a 10.0 psf bottom Max Uplift chord live load nonconcurrent with any other live 2 = -1012(LC 4) loads. 8 = -1012(LC 5) 8)*This truss has been designed for a live load of Max Grav 20.Opsf on the bottom chord in all areas where a 2 = 1613(LC 10) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 8 = 1613(LC 9) bottom chord and any other members. 9)Bearing at joint(s)2,8 considers parallel to grain FORCES. (lb) value using ANSI/TPI 1 angle to grain formula. Max.Comp./Max.Ten.-All forces 250(lb)or less except Building designer should verify capacity of bearing when shown. surface. TOP CHORD 10)Provide mechanical connection(by others)of truss 2-3=-5090/2810,3-4=-4722/2537, to bearing plate capable of withstanding 100 lb uplift at 4-5=-3390/1785,5-6=-3390/1785, joint(s)except(jt=lb)2=1012,8=1012. 6-7=-4742/2562,7-8=5087/2828 BOT CHORD 2-14=-2402/4601,13-14=-1831/3860, LOAD CASE(S) 12-13=-1827/3896,11-12=-1829/3901, Standard 10-11=-I 84213865,8-10=-2418/4622 WEBS 5-12=-1278/2638,6-12=-9631786, 6-10=-262/633,7-10=373/445, HCEiet-FlneBened!¢re.krtre'AdlOgS 0613K0:its[E31fI;1U5641AD10CS(iSSON{'IOiX)1[rA:9t[DeYfiTfim reN(hcippa:,zknnlrnl x4EnME innCgiAEDEExieAQLwI oa18e1Etinrl.iezle Li;r:.iE�ISSN!SAM YS H[IEff&�Utlfe Sfh/nRe rCO,tlI( '. 1lETaia amrpltles E4llkE eldrteiDCple edi lleeTnssOesg Fer¢;,-sii.,Sie.Et7Gy11:rmnmilD3 rynsafsmEvSEdOE�de;sineln;iv:sm3Egp,�kdtr6rth/ni�Efine supeiEnsleieL'dnC�IDDnlr,ednlFFl.Iksgaa>sm/.`FeylttiaiEeEtGieEE,sata3tn) nl.0 ftsLnsrxenNKgisne EnpauvR dIN 0—,a,anEtE rAiE�rEde E,A:1.1" .";ho-ow EfhE O:,BE Rt ff*�lSilliq,d> 1TFI4 IFe eO ndd6eID0nl uj fieHeudEkirs.u-0eEnr�tt'IeA.slxeAe,i sliltfranikmis4dlledertsAnsndifjs! Anthony T.80083 III,P.E. ' fit I?3f9D:sigerP159enn.AaeElessetenuMiMndozpstimnd ietEsdtleltiE+r6EpeslScShl>feign"rmR0grd6!FelltiKnlSlOeEidruslhrrzYdrEi!¢e.IfFli�ixs@EnsAnsyltinmlEtfi<sdq:lEor.D:x"e,inssDninE�*seErnil.2ssVsdEdnn,akn - �80083 MoxnsieraesireleEn�e cdo naEmonl a9 roes Ind.IH fra;sgenn�Dais E711ks it Den 4451 Pierce, ,IFL 3494 � 1 �1 sar,nUns ltnea NsannegMJltrg N¢Aadudlas nErtefieE1k041. toff Pief[e,FL 3494ii (opyrigbr 0 2016 A-I hof ftusses-Aatbny Liombo III,P.E.Kepsadut ioo of this domm q io any fosm,is prohibited wubounhe mi"m permis:iaa from V rooIIrosses-AoiheayL Tonho III;P.E. Job Truss Truss Type City Ply A0065698 XRMSCMB2 A03 Scissor 10 1 Job Reference(optional) Al Roof Trusses,Fort.Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:11 2017 Page 1 ID:Id_OOXyyT61Bi TXoljwHHzefvK-rTOrdGQbrmKdJDOoUXxw6VwxhVsxXOobXPijARzch26 �1 p 7-2-1 12-11-12 19-01 25-0-0 30-9-15 38-0=0 39 4-p 1 4-0 _2_ 6_; 5-9-11 6-0 4 6-0-4 5-9-11 6.00 12 5x6= Dead Load Dell.=7/8 in 5 5x6 i T 5x6 4 6 1.Sx4 W3 3 1.5x4G 3 2 SB2 7 12 1 W 5x8= 1 B 14 13 11 10 1 v 1 2 5x6 W6: 5x6 WB; 8 o 3x4 G 3.00 12 3x4 Z r 3x8= 3x8= 9-10-4 19-0-0 28-1-12 38-0-0 9-10-0 9-1-12 9-1-12 9-10-4 Plate Offsets(X,Y)— [2:0-0-5,Edge1,[4:0-3-0,0-3-01,[6:0-3-0,0=3-01,[8:0-0-5,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.57 12-14 >806 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.38 12-14 >332 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.83 8 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-MSH Weight:178 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2`Except' NOTES- T1:2x4 SP M 30 BOT CHORD 2x4 SP M 30 1)Unbalanced roof live loads have been considered WEBS 2x4 SP No.3 for this design. OTHERS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=160mph(3-second g(ust) BRACING- Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; TOP CHORD Cat.[I;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Structural wood sheathing directly applied or 2-2-0 oc cantilever left and right exposed;end vertical,left purlins, exposed;Lumber DOL=1.60 plate grip DOL=1.60 BOT CHORD 3)Plate(s)at joint(s)4,5,6,10,7,14,3,2 and 8 Rigid ceiling directly applied or 4-7-7 oc bracing. checked for a plus or minus 0 degree rotation about its center. MiTek recommends that Stabilizers and required 4)Plate(s)at joint(s)13,11 and 12 checked for a plus cross bracing be installed during truss erection,in or minus 3 degree rotation about its center. accordance with Stabilizer Installation guide. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS. (lb/size) loads. 2 = 1482/0-7-10 (min.0-1-13) 6)`This truss has been designed for a live load of 8 = 1482/0-7-10 (min.0-1-13) 20.Opsf on the bottom chord in all areas where'a • Max Horz rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = -33(LC 5) bottom chord and any other members. Max Uplift 7)Bearing at joint(s)2,8 considers parallel to grain 2 = -1012(LC 4) value using ANSI/TPI 1 angle to grain formula. 8 = -1012(LC 5) Building designer should verify capacity of bearing Max Grav surface. 2 = 1613(LC 10) 8)Provide mechanical connection(by others)of truss 8 = 1613(LC 9) to bearing plate capable of withstanding 100 lb uplift at FORCES. (lb) joints)except Qt=lb)2=1012,8=1012. Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. LOAD CASE(S) TOP CHORD Standard 2-3=-5089/2809,3-4=-4722/2536, 4-5=-3391/1786,5-6=-3390/1786, 6-7=-4728/2551,7-8=-5098/2830 BOT CHORD 2-14=-2401/4601,13-14=-1832/3861, 12-13=-1827/3896,11-12=-1832/3899, 10-11=-1 837/3863,8-1 0=-2423/461 0 WEBS 5-12=-1279/2639,6-12=-959f779, 6-10=-254/625,7-10=-373/464, 4-12=-96Of780,4-14=-256/625, 3-14=-374/465 6.iih-Flesn@uuttljnitr fie'f{t0;i/105S3�1n j.5Ee3Ai f71116411mn�lSCJft�Yj W1;Y116C:if;Ee5Y;1?'b:n imtrksip�xshaatrnlee'esnSis rnn ksipthcr��I�,mi141r@nrLrvfs 4,P'_le!anaf'urc{efus rsv¢dnsatmi¢rslel m@efEU,sdr ILTrir msplenssediknstiriRimlkhrdi.Asein:;UngGtasa{,SIe;dT&tie��@:sslnvpR,rgre:umm�:grardAi{sdc:mnlernr.:ruTregsarath6;@elesQdllesigSTn:;/etridnl�l6@nfj,run?flLNiuipnnaIt-O!rsslMrGuadun, :lteerynoldfn AnthonyT.TomboIII,P.E. .1—1 mtkiPsr.n@e.ap.&1gdN a—,lkc—,"A-mused na kli pOngn,n@e ndeddlslr @e ii(nih[InelEilliepMenfifld 100alq fidd @s ned@erns;rtAtop�e'fat.slxetr,inL"mnni Ens;ud terr<{nsiNittd 80063. ' 6,10tglo.'gerci["W..19tok"drd'n10rnl3epn5mnlpiidaesdtieE<Pdey6ciceelSa'e¢IdwaefnlarIld6k1tylr,.i Geenfnn:eelWdPit—Mef'ms@ernrnaUdnW kwdrklos;N:e,TossOerp&ftrnne?n:se�sdenryr�:ss.'. 4451 St.LueleBlvd. r@netsekfine111s:MIXIgrnLynE•dsayni ratin mdod.lnerrr;s0es�n 4t¢tt+ts rarrklrulgoenpn,niinsspua ktmn dnTtu�tt.atatoderiina;mnatrdicTrst. Fort Pierce,FL 34946 (oppight0201644Aoafirusses-Anthony Llamho ill,p.Lteptoduniouof this dotament.in any form,isprohihiledwithoutthewrinenponissionhonoA-Itoof asses-Arahonyi.Iam!:5111p.I. Job Truss Truss Type Qty Ply XRMSCM62 A04 ROOF SPECIAL 4 1 A0065699 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. Thu Mar 09 11:21:12 2017 Page 1 ID:ld OOXyyT61Bi TXoliwHHzefvK-JfaDrcREcASTxNz_2ES9ffT13vBDGtFkm3RHjtzch25 ,1�0 6-9-11 11-1-10 19 0 0 $0-11-1023-3-2 29 6-0 38-0-0 39 4-p 1-4-0 6-9-11 ' 4-3-15 ' 7-10-6 1-11-1d 2-3-8' 6-2-14 8-650 -4 6.00 12 5x8= Dead Load Dell.=9/16 in 5 500 MT20HS/ 4x6 T W 6 3 4 5x6 3x4 7 3 W4 El ti 11 11x10 5 4 n 2 N to 0 1 0 3x4; 8 �q 17 16 15 13 2x4 II 5ti4= 3x8 3x6= 5x6= 2x4 II 4x8 1. 11 3.00112 10x10= 1.5x4 11 21-2-10 23-3-2 s 6-9-11 11-1-10 11r7r10 19-0-0 20-11-1023-0-2 29-6-0 38-0-0 4315 7-4-6 -11-1 1-9-8 6-2-14 0-3-0 0-3-0 Plate Offsets(X,Y)— [4:0-5-0,0-3-01,[5:0-3-4,0-1-4],[6:0-3-0,0-1-12),[7:0-3-0,0-3-0],[8:0-0-10 Edge] [11:0-6-4 0-4-4] [14:0-5-12 0-5-0] [17:0-3-0 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.47 10-11 >977 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -1.0610-11 >432 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.57 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:224 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* T4:2x4 SP M 30 WEBS BOT CHORD 2x4 SP No.2'Except' 3-17=-376/283,14-17=-1037/2224, B2,84:2x4 SP No.3,B5:2x4 SP M 30 4-13=-1114/765,5-13=-497/103, WEBS 2x4 SP No.3*Except* 6-10=-798/926,7-10=-422/502, W6:2x4 SP No.2 11-13=-667/1932,5-11=-1686/3455 OTHERS 2x4 SP No.3`Except' 01:2x4 SP No.2 NOTES- BRACING- 1)Unbalanced roof live loads have been considered TOP CHORD for this design. Structural wood sheathing directly applied. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) BOT CHORD Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf,h=15ft; Rigid ceiling directly applied or 4-9-9 oc bracing. Except: Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 10-0-0 oc bracing:14-16 cantilever left and right exposed;end vertical left WEBS exposed;Lumber DOL=1.60 plate grip DOL=1.60 1 Row at midpt 3)All plates are MT20 plates unless otherwise 4-13,5-13,6-10,5-11 indicated. MiTek recommends that Stabilizers and required 4)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. 5)This truss has been designed for a 10.0 psf bottom ` chord live load nonconcurrent with any other live REACTIONS. (lb/size) loads. 2 = 1502/0-7-10 (min.0-1-15) 6)'This truss has been designed for a live load of 8 = 1474/0-7-10 (min.0-1-13) 20.Opsf on the bottom chord in all areas where a Max Horz rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 33(LC 4) bottom chord and any other members. Max Uplift 7),Bearing a(joint(s)8 considers parallel to grain value 2 = -1014(LC 4) using ANSI/TPI 1 angle to grain formula: Building 8 = -1002(LC 5) designer should verify capacity of bearing surface. Max Grav 8)Provide mechanical connection(by others)of truss 2 = 1635(LC 10) to bearing plate capable of withstanding 100 lb uplift at 8 = 1604(LC 9) joint(s)except Gt=1b)2=1014,8=1002. FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except LOAD CASE(S) when shown. Standard TOP CHORD 2-3=-2768/1539,3-4=-2872/1663, 4-5=-1083/1234,5-6=-4185/2371, 6-7=-5024/2919,7-8=-5018/2704 BOT CHORD 2-17=-1194/2383,4-14=-197/572, 13-14=-1209/2528,6-11=-551/558, 10-11=-1650/3804,8-10=-2295/4521 WEBS 3-17=-376/283,14-17=-1037/2224, 9nq-fleensrte:Flrsnex6e'1110 1111L3^frel0re[i3u INS L MkInn'SS niNYjRLRiY}i(YCParfsntumtmr,.trereuip .nFFnt rntF sFna�,rF,F,nvpms. ftt;�raemyl.rFuF 4:et sFfrennss�re,tre,F:,.eiF:r m�„szr,[mm,rem,,Fq iLT,tF�rllms si dl k,nifar2c iCtulF,dt ls,Ims Os. brn:s[e,SisoFMrFlha a n:sxl FoaryiP;sgnsun mrcFlFaFiuFrn4i4n9I nlliV'WjftlrU]S�dfirX St rFilr➢tlmC,ip�E rlC:rtrLihlfl G-`IaUldr,RlU lrFr.ReFtt3Af3f1Y1EF[;13{rtrnleLiFFS,Rilfli:d( se neACs,Im,�;�a�m�1,:n,n:rnFr�ureae,a.,re.mood,,,�renn.sFs,Fn:enir�P::. ,re+e,ne,e Frnm;,nFlxQu:te•.vaar ,t,mmt.lleF le<rFFmPn[n rrienerner,:,.Fa,a r,,, i>•,etnrrn.ns:ran,ssdu,a�F, n•i aAnthony T�.TornboIII,P.E- ' nW O:reF r- '�1•+ 1 1 9 at 80083 n,p7fasPesip:xsse 6nc,d,r.ellenes WNW*rnGire:nihcell,n AtklydSsl6F�Festss!Mld rank�;EOgres6�rlrlP nlSlGcFsdcndin.1 vd pifexe.?FFlitlmsne ssrnx3ilflesaiRtie,dls:Lnxoss,sa,?,en k:ip EspFereeF3ln,s6svl aFreynkss 4451 St.Lucie Blvd. n<F>ris:ar�alreraem,tr�dFrnaver�q�ip;msiFnhstliernssP�nrFl�FrnFarnFssucyun� y<runs<tmrergmredms,ar�.ularomn,d�:x:mna�,dam1. Fort Pierce,FL 34946 (opyuyht0201§A-1RoofUusses-AathonyLlimbo III,P.E,Repsodaslianalthisdomment,in any farm,ispmbaitedwhhout"hemfienpermissianfrom4-1helfrosses-AnihuyLlembo III,@I. Job Truss Truss Type Oty Ply XRMSCMB2 A05 HIP CAT 1 1 A0065700 Job Reference o tional Al Roof Trusses,'Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:12 2017 Page 1 ID:Id_OOXyyT61Bi TXoljwHHzefvK-JfaDreREc4STxNz_2ES9fiT67vB9Gtskm3RHjtzch25 20-11-10 r14-Q 6-1-11 11-1-10 18-0-12 19-11-4 23-3-2+ 30-0-11 38-0-0 394-p 6-1-11 ' 411-15 ' 6-11-2 0-e' ' 2-3-8 ' 7-i-9 7-7-5 —1-4-d 1-0-6 6.00 12 5x8= 5x6 Dead Load Deft.=5/8 in 5 6 5x10 MT20HSi 4x6 T 7 4 4 3x4 5x6'� � 1� 4 CP 3 W4 .5x4 11 9 �' T ua 81 �8c 5 5 W 1.5X N na 1 2 12 2 � 1 16 15 3x4 zz 20 19 18 2x4 II 3x4= 1.Sx4 I I 3x8 3x6= 4x6 I I 3x4 11 3x10— 3.00112 Bx8= 1.5x4 II 20-11-103-0-2 4111-1-10 11Or7r10 18-0-126 -2 19-11-421-2-1023r3-2 304.11 .38-7 1-15 kib -5 s1-10-8 0-3-0 0-3-0 7-1-9 7-5 Plate Offsets(X,Y)— [4:0-5-0,0-3-01,[5:0-6-0,0-2-8],[6:0-4-0,Edge],[8:0-1-15,0-0-0] [9:0-0-0 0-1-12] f9:0-3-0 0-3-4] [10:0=1-10 Edge] f13:0-6-0 0-4-01 f17:0-5-8 0 4-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.47 12-13 >968 360 MT20 244/190, TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.11 12-13 >411 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.58 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:248 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2'Except' T4,T5:2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2*Except* 2-20=71224/2421,4-17=-192/558, B2,B4:2x4 SP No:3,'B5:2x4 SP M 30 16-17=-1190/2510,15-16=-605/1652, WEBS 2x4 SP No.3`Except* 7-13=-605/622,12-13=-1653/3810, W7:2x4 SP No.2 10-12=-2312/4548 OTHERS 2x4 SP No.3*Except* WEBS 01:2x4 SP No.2 3-20=-329/269,17-20=-1087/2225, WEDGE 4-16=-1045/709,5-16=-287/652, Right:2x4 SP No.3 5-15=-261/113,6-15=-1379/491, BRACING- 7-12=-842/965,8-12=-413/505, TOP CHORD 13-15=-797/2213,6-13=-1812/3751 Structural wood sheathing directly applied or 2-8-13 oc purlins. NOTES- ' BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 4-9-0 oc bracing. Except: for this design. 10-0-0 oc bracing:17-19 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) WEBS Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; 1 Row at midpt Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 4-16,5-15,6-15,7-12,6-13 cantilever left and right exposed;end vertical left MiTek recommends that Stabilizers and required exposed;Lumber DOL=1.60 plate grip DOL=1.60 cross bracing be installed during truss erection,in 3).Provide adequate drainage to prevent water accordance with Stabilizer Installation guide. ponding. 4)All'plates are MT20 plates unless otherwise REACTIONS. (lb/size) indicated. 2 = 1501/0-7-10 (min.0-1-15) 5)Plates checked for a plus or minus 0 degree 10 = 1475/0-7-10 (min.0-1-13) rotation about its center. Max Horz 6)This truss has been designed for a 10.0 psf bottom 2 = -33(LC 5) chord live load nonconcurrent with any other live' Max Uplift loads. 2 = -1009(LC 4) 7)'This truss has been designed for a live load of 10 = -999(LC 5) 20.Opsf on the bottom chord in all areas where'a Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between.the 2 = 1630 LC 10 bottom chord and any other members. - 10 = 1602(LC 9)) 8)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. FORCES. (lb) Building designer should verify capacity of bearing Max.Comp./Max.Ten.-All forces 250(lb)or less except surface. when shown. 9)Provide mechanical connection(by others)of truss TOP CHORD to bearing plate capable of withstanding 100 lb uplift at 2-3=-2801/1556,3-4=-2870/1649, joint(s)except at=lb)2=1009,10=999. 4-5=-2044/1265,5-6=-1777/1222, 6-7=-4205/2389,7-8=-5091/2968, 8-9=-4907/2715,9-1O=5047/2714 LOAD CASE(S) BOT CHORD Standard 2-20=-1224/2421,4-17=-1921558, vrtiry-Flememeyk¢n.ier Fe 11 i9rE rlrSc3(1E'�OrgEr3sE t9YS6G6011La1(JS':OMt-{OfYitrYl;3tPeYfk1'Iee leJriuip tsr::Imrdreel edesn'aslnak!irs One4g4r�jmdtle lminpL6rfr41:Pt des+n SSee!2dxers!EI¢r tonne n7ermllelSgnk INTrFcaaeJurldessNlk Anthony T.TOmbOIII,P.E. rseifn?x RCnlredI mein+sOnEry�si!.e;tre;+EpB !Iq::slnao716g rgnsmse�r�tardnerntxna+legn:r!�rm;cmttgh;4r kc4admetlerk rn,ler�edupelP9edr,atn181.1:xic i0naongknurmlSe+Gs7sldRp memel rr:;imsta:mpiri8.rl islsr mpni*IutdEeOnr.,Lk Cndsnsftsr¢+i rywenh:WfeRU-eun3rrMed dlislM D+li(alla lrelblGey rvkullBL Ete eO:nddfirl00utgfi:8nr ddeina"kdrsigF eltry+Ixrre,lesNll euFn;sit'le drn�rnwlifrrl 80083 ' d+klrrgkm d6meum.ulemrs nHrau�IDCedd prG u;edpi t dckarr,o slsgs<r�eOgr Eax:efrrr�uswe,!�Rnnem��a�0ae.mle�erse<nyrsw or+mr�emat�ln:;0 Vie,i+ene!ye�zeeeurnnVmhm e!Nen 4451 St.Lucie Blvd. r!ki>,tuieF 7We:xual+geMgnrt v!Eq Iydprm lu,W.Ih Im D,,,Sbf n is E9TMki1gDrslI.,:.T Fort Pierce,FL 34946 (opyright-026164-1 hoMosses-k6ony1.Eombe III,P.L Bepiadortin ofthis dommeofein onyform,is prohibited xishoutrhe"inen permission from 44 hdflusses-4oidoalrUmbo 111;P.E. Job Truss Truss Type Qty Ply XRMSCM62 A06 HIP CAT 1 1 A0065701 Job Reference o lional 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. Thu Mar 09 11:21:13 2017 Page 1 ID:IcI OOXyyT61Bi_TXoljwHHzefvK-ns8c2xRsNOaKYXYBbxzOCw?I1JVx?H9t—jBgFJzch24 23-3-2 r1-0-Q 6-1-1 i 11-1-10 162112 20-11-10 21-11r4 30-0-11 38-0-0 39-4-0 6-1-1 6-0-9 4-11-2 4-10-14 11-0 7-1-9 1-3-14 6.00 12 6X6 5x8 11 Dead Load DeB.=11l16 in 5 Tn 6 3x4 II 5x6� 7 T 4 4 8 5x6 3x4 W9 1t� r 3 �x14= 5 can J,6 CV th 1 2 11 2 9 1.5x4 II 1 19 18 17 15 30 2x4 II 3x4= 1.5x4 11 3x8 3x6= 5x6= 2x4 II 3.00 12 10x10= 7x8= kfq-fl-2 - i 11-1-10 11r7r10 16-0-12 i 20-11-10 21 3-10 23r8-2 30-0-11 38-0-0 6.1-1 5-0-9 0 412 4-10-14 0--0 0 -0 7-1-9 7-7-5 0-8-10 1.0.14 Plate Offsets(X,Y)— [4:0-3-0,0-3-0],[5:0-1-12,0-1-12],[6:0-24,0-2-8],[8:0-2-12,0-3-0],[9:0-1-10,Edge],[12:0-7-0,0-3-10],[14:0-4-0,0-2-4],[16:0-5-12,0-5-0],[18:0-2-0,0-0-4], [19:0-3-0,0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.53 11-12 >863 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.28 11-12 >357 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.78 9 n/a n/a BCDL 10.0 Code FBC20141rP12007 Matrix-MSH Weight:236 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2`Except' T4,T5:2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2*Except* 2-19=-1215/2491,18-19=-117/253, B2,B4:2x4 SP No.3,B5:2x4 SP M 30 4-16=-224/564,15-16=-1138/2551, WEBS 2x4 SP No.3`Except` 15-30=-717/1921,14-30=-717/1921, W8:2x4 SP M 30,W7:2x4 SP No.2 7-12=-288/391,11-12=-2303/4687, OTHERS 2x4 SP No.3*Except* 9-11=-2300/4676 01:2x4 SP No.2 WEBS WEDGE 3-19=-340/273,16-19=-1113/2270, Right:2x4 SP No.3 4-15=-877/582,5-15=-301/697, BRACING- 6-14=-3949/1579,8-12=-995/778, TOP CHORD 8-11=0/282,6-12=2550/5760, Structural wood sheathing directly applied or 2-8-8 oc 12-14=-1671/4515 purlins. BOT CHORD NOTES- Rigid ceiling directly applied or 4-9-1 oc bracing. Except: 1)Unbalanced roof live loads have been considered 10-0-0 oc bracing:16-18 for this design. WEBS 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 1 Row at midpt 5-14,8-12 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; ` 2 Rows at 1/3 pts 6-14 Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); MiTek recommends that Stabilizers and required cantilever left and right exposed;end vertical left cross bracing be installed during truss erection,in exposed;Lumber DOL=1.60 plate grip DOL=1.60 accordance with Stabilizer Installation guide. 3)Provide adequate drainage to prevent water ponding. REACTIONS. (lb/size) 4)Plates checked for a plus or minus 0 degree 2 = 1501/0-7-10 (min.0-1-15) rotation about its center. 9 = 147510-7-10 (min.0-1-13) 5)This truss has been designed for a 10.0 psf bottom Max Horz chord live load nonconcurrent with any other live 2 = -33(LC 5) loads. Max Uplift 6)`This truss has been designed for a live load of 2 = -1000(LC 4) 20.Opsf on the bottom chord in all areas where a 9 = -990(LC 5) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Grav bottom chord and any other members,with BCDL= 10.Opsf. 9 1631(LC 9)) 7)Bearing atjoint(s)9 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building FORCES. (lb) designer should verify capacity of bearing surface. Max.Comp./Max.Ten.-All forces 250(lb)or less except 8)Provide mechanical connection(by others)of truss when shown. to bearing plate capable of withstanding 100 lb uplift at TOP CHORD joint(s)except at--lb)2=1000,9=990. 2-3=2878/1543,3-4=-2947/1619, 4-5=-2308/1345,5-6=-2047/1285, 6-7=-4015/2211,7-8=-4126/2082, LOAD CASE(S) 8-9=-5185/2698 Standard BOTCHORD 2-19=-1215/2491,18-19=-117/253, innlFlnv wngkhmia we'll IC41II�B(S.'i!FI'16i67111[e!!f6[Cs0II1CtIifCSNYs-WT]'136t9i10�6Y:FTtsn lsdlkilp prrttnssdstlr5sutissrtnCnipCmgp[t;atilfelctlarLlnh®,IF.Ihnzskr.Idne w.Eehuatnasn salelndelGC,nIC '. ILTticam@rrtan s4UksntW;Se BCnksd:(IseTmsCesp Ginas(i.e,1leadryGsnw4ws ssi ae TDgtgmrnsnaerlmtdwtrnh;sindnsiaenoytm}w4t¢hr3e trs�dwe sm;IeT�:egis�nhelCCnlr,nln lBl.Tut<sryennalean,Iatnimennc,swildut '; Anthony T.Tombo III,P.E. W netlCisimsts ag ki0alkwa ussni¢.frtdCeOnn,CaO.ntr alkautlaleanwe Ml6lOn:gs,ia4e ased dha O;,ItrIK¢IlL Gal krllfaj[d9n11Bl lk aOmaldBrlW¢inlfi•.Ilnedwelms;4dtiv1kula;slmle,usLfulaonitreaq ddlk4anslmrNitltl =80083 I ps6afgC:siger¢l6rtean.NMes sdad'a ILICC nlax paCtesnl paelers eltielnlE:�OepenlS.eryldnaNaR[SI)pi6:k/lrlflnl SlO endnnnl tm rvsdpilae.181edinstle nsins>aten nlhastl&LntU:igts,Tau Ce:ipEy*ueseellnn Rmh;nstt,wlns:'. 44515t.Lucie Blvd, �wmivleFmflra(¢antepzry¢E vrGae hiilslfnlnrhsd lk Gan kDn 6lisat lstllwatllq Onllat,erLassssskah�n degkiilnp.lCaladQallsas wanddna1nR41" Fort Pierce,FL 34946 (apyrighl9tRldA-IRaafTrosses-Aeihanyi.TanhoIll,P.E.ReptaduNouel this decament,in any form,isprobibltadwhbaulthewlhtenpermission Item A-IRadTrasses-AnthonyT.Temba III,P.I. Job Truss Truss Type Qty Ply XRMSCMB2 A07 GABLE 1 1 A0065702 Jab Reference(optional) "Ai Roof Trusses,Fort Pierce,FL 34946,design@a1truss.com• Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Mar 09 11:21:14 2017 Page 1 ID:ld_OOXyyT6lBi TXoljwHHzefvK-F2i_GHSU8hiBAh7N9fUdk7YTxisfknalDNwOnmzch23 T1�p 7-5-9 11-1-10 141 -042 j 20-11-10 2_11-4 30-5-7 38-0-0 9-4 7-4 7-5-9 3-8-1 2-11-2 6-10-14 ' 2-11-10 ' 6-6-3 7-6-9 -0 5x6= 46= 5x6- Dead Load.Detl.=1/a in 5 6 7 4x6 5x6 6.00 12 5x6 6 S13 ST4 ST11 a !£ I II '' S7� iT10� r %VS10 �:gi ST9 h1 2133 Mo 27 26 25 23 47 3x8—_ 21 20 18 17 16 15 14 '13 12 11 3x6= 44= 2x4 I I 2x4 i i 19 5x6= 5x8= 5x8= 5x8= 3x6 i 14-0-12 23-0-6 7-5-9 11-1-10 itr7r10 20-11.10 21-5-0 27-11r4 30-5-7 38-0-0 ' 7-5-9 ' 3-e-1 MO 2-5-2 ' 6-10-14 0 11 10-4 1-7.6 Plate Offsets(X,Y)— [3:0=3-0,0-3-01,[5:0-3-0,0-2-01,[7:0-1-12,0-1-121,[8:0-3-0,0-3-01,[16:0-3-0,0-3-0) [22:0-5-8 0-2-8) [24:0-5-8 0-2-81 LOADING(psf) SPACING- .2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL , 1.25 TC 0.55 Vert(LL) -0.08 22-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.23 22-23 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.03 19 n/a n/a - BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:275 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2*Except* WEBS B2,B5:2x4 SP No.3 24-27=-395/916,3-24=-329/302, WEBS 2x4 SP No.3 4-23=-486/360,6-23=-444/902, OTHERS 2x4 SP No.3 18-22=-374/505,7-22=-381/956, BRACING- 7-18=-1297/560,8-18=-430/359 TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc NOTES- purlins. 1)Unbalanced roof live loads have been considered BOT CHORD for this design. Rigid ceiling directly applied or 6-0-0 cc bracing. 'Except: 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 6-0-0 oc bracing:20-22 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; 10-0-0 oc bracing:24-26 Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); WEBS cantilever left and right exposed;end vertical left 1 Row at midpt 7-18 exposed;Lumber DOL=1.60 plate grip DOL=1.60 MiTek recommends that Stabilizers and required 3) Truss designed for wind loads in the plane of the cross bracing be installed during truss erection,in truss only. For studs exposed to wind(normal t6 the accordance with Stabilizer Installation guide. face),see Standard Industry Gable End Details as n applicable,or consult qualified building designer as REACTIONS.All bearings 14-11-10 except(jt=length) perANSI/TPI 1. 2=0-7-10,.19=0-3-8. 4)Provide adequate drainage to prevent water (lb)-Max Horz ponding. 2= 33(LC 4) 5)All plates are 1.5x4 MT20 unless otherwise Max Uplift indicated. All uplift 100 lb or less at joint(s)12 6)Plates checked for a plus or minus 0 degree except 2=-619(LC 4),18=-772(LC 4), rotation about its center. 14=-223(LC 11),9=-228(LC 5),11=-157(LC 7)Gable studs spaced at 2-0-0 cc. 4),19=-142(LC 4) 8)This truss has been designed for a 10.0 psf bottom Max Grav chord live load nonconcurrent with any other live All reactions 250 lb or less at joint(s) loads. 14,9,17,15,13,12,11,9 except 9).This truss has been designed for a live load of 2=927(LC 10),18=1406(LC 10), 20.Opsf on the bottom chord in all areas where a 19=374(LC 10) rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL= FORCES. (lb) 10.Opsf. Max.Comp./Max.Ten.-All forces 250(lb)or less except 10)Provide mechanical connection(by others)of truss when shown. to bearing plate capable of withstanding 100 lb uplift at TOP CHORD joint(s)12 except(jt=lb)2=619,18=772,14=223, 2-3=-1245/700,3-4=-1013/659, 9=228,11=157,19=142,9=228. 4-5=-698/519;5-6=-629/519,7-8=-78/535 BOTCHORD 2-27=-428/1017,4-24=-256/420, LOAD CASE(S) 23-24=-217/782,23A7=185/338, Standard 22-47=-184/338,6-22=-948/606 WEBS 24-27=-395/916,3-24=-329/302, #'Nra}•8ttss`,t��lttira ht'4l i�klt63i.'ii'1EBttgEEA'Otf- i0(Eii72lSlPii8Ct7ttrj.,Etr9fi:k9WiXi`Afa[fitr4tEetletseef adfe4taP.anrts€mn[ed �rtijtg€Nltkf lnyua.'twiaGhlyUErenf Atdlefifent.4kesst.5ft t tt*ti NSt't4,dly, Ultt1:E.F9.y'dE511$-:kTSkE4ltNtgCRr>i'r11tLNSgiJanptftlp.tyl}N4ky rRtSp#tSN�tlpylgE'rYfJ(tl11Y!Nktfylfl:l �tlhdC Nt�!l�vtNltg[t:piN'viF(htF,etf.lutlhtSiAt�11r511t�'Ittrlrlti�iEi!,f filr��.l0.ttfSlitlfifS}�i!:fi�i} kti71t7{r AnthonyT.Tombo111,RE. tuaet+enrrs,trmseequ }tai:n ��at,n- uostsautyaae f� trxt mxh u,a tes1m'hcd r bq;ittsairn.Ingroaaa t a itrs:u:a�a nc g pa nRr,at�tt,etf zttel r t us. tx' ��0$3 ' #tlafity3ayteed(N4tfx11wa;tdena`WF,ankh:[nxuiNs} f:vllf a r ss�f}i rnttttsgµEw.�tyx�{s Nenrt�t�trNtt=,i ,.msefnti,atNsltt.a.�tintetsdtun:serf;yet.rrmwi.�r,}„ftNt*,N:r, d+,a.t>1f:t 4451 St.LueeBlvd. tfftrzrtewiil i(exdspietgat bn:ritttr ig}ells ntC•tL iii/s!gtst}ttiyittxb#0 3i trft;;est ,w Ms!isha tgam dm i"tuy,0.rtyih:niXa:m N ds`�i alYtl. � [opyrig#Fri?1DIdA-1 Rauihclzts-Amlexpl.Itmbu 116 P.Lk.pmdaNian citdis dnmmteLinony4im,ispm6ibitrd.dbucFl6errirettpermissiachnmA-1 Rcbiimuet-Anrhaspl.iealolEi,P.6 Fad Piece,F134940 Job Truss Truss Type Qty Ply ' XRMSCMB2 A08 Half Hip 1 1 A0065703 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. Thu Mar 09 11:21:14 2017 Page 1 ID:Id_0OXyyT61Bi TXoljwHHzefvK-F2i_GHSU8hiBAh7N9fUdk7YQ?iz_koH1DNwOnmzch23 1-4-0t 7-7-9 12-612 18-1-0 23-7-4 25-0-0 1-4-0' 7-7-9 4-11-2 5-6-4 5-6.4 1-4-12 4x4= 3x4= 3x4= Dead Load Defl.=1/8 in 4 5 6 7 6,01 12 3x4 3 4 4 c� 2 <)I1 o 12 11 10 9 8 3x4= 1.5x4 11 3x8= 3x4= 3x4= 3x6 11 t 7-7-9 12-6-12 18-1-0 23-7-4 7-7-9 4-11-2 5-6 4 5-6-4 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.06 12-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.17 12-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:142 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 3)Provide adequate drainage to prevent water WEBS 2x4 SP No.3 ponding.4)Plates checked for a plus or minus 0 degree BRACING- rotation about its center. TOP CHORD 5)This truss has been designed for a 10.0 psf bottom Structural woad sheathing directly applied or 4-4-8 oc chord live load nonconcurrent with any other live purlins, except end verticals. loads. ROT CHORD 6)`This truss has been designed for a live load of Rigid ceiling directly applied or 6-2-7 oc bracing. 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at REACTIONS. (lb/size) joint(s)except(jt=lb)8=637,2=619. 8 = 938/0-6-14 (min.0-1-8) 2 = 957/0-7-10 (min.0-1-8) Max Harz LOAD CASE(S) 2 = 479(LC 4) Standard Max Uplift 8 = -637(LC 5) 2 = -619(LC 4) Max Grav 8 = 997(LC 9) 2 = 1018(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1437/687,3-4=-994/546, 4-5=-856/544,5-6=-630/380, 6-8=-950/658 BOT CHORD 2-12=-876/1293,11-12=-876/1293, 10-11=-380/630,9-10=-380/630 WEBS 3-12=0/252,3-11=-555/417, 5-11=-256/350,5-9=-616/507, 6-9=-582/962 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf,h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 9nni-flan Smeyllrrer4atSe7drP31us�fuda pi[[9lll!INS6Gis0111C1S(BSI04-167eT}t(rru'D7[@SYiFt'Isa lr.Rr hilp�:�!f!!ednNu!e!n"at rnstCnlle 4teit(IC oadne l[fmJLrc!<grLU!cnnSkx!teireru.re4!s:3mBe!sfelp6e R6,nlr wT:1 t�nnsimrenteastexnh!dtn:urssO: Gra,rp�srea.MFs lea!nln�m!yn!es®.eyaataxr�!unnv;m,:y!n�n�tryrn�!d<yddx:usbr�sdywdn�lornlr.ulnnt.rs.hunm.oPn.xiQrmlos umsum Anthony T.Tombo III,P.E. mn:Asts�!.!,d��tsad�ditnenyn,ar�ddD.w,e�D.adtwwady!dnM:wino:!:�e,�,s::!�ten!;9ora:ixnln.�nrs�mynd,mma.rteyr„tlammgnd�e:Irt:tru:Tn�aal�yrn:is3,,my:.e!eenn,nln�aml:a:n!rn!�;iiafa:' =60063 mt,nr�io:s�gesi�:ttan.111W.u!ma�rtognls:r.!d—dV:dhndtkI-6hiIp-ISe,4rytm::te=ts9r:r6:t:lhmmStuctia�nul6r�9d�d:x:.mlieeeesaeregns�Tl;nndaarsan:lmro:! n,t�:noe!mtYceennn!sumtt�a,tdess.': 4451-g800l3Blvd. s�:rah:Ed udrrs;oMeny!e!dyn&vrGgYJdrnas Fitt the rnn Dea DIM,h CritltH�IliyPnlittt;rtTussSrnez 6rmn d.y Mimi.SllartldUltn m.,ddt:d¢T61. (opyright�7Q16A I RnaiTrnsss-AethonyT.TanhoIll,P,E,Reptndurtionolthisdomm gAnonyhtm,isp0111ndwillIM1hdw inenpesmissienhonA-0Aeal husas-Amhonyf.Tombs III,P.I. Fort Pierce,FL 34946 A Job Truss Truss Type Qty Ply XRMSCMB2 AO9GE Half Hip Supported 1 1 AO0657O4 Jab 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. Thu Mar 09 11:21:15 2017 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-jEGMTdT6v?g2oriZjM?sHL5ka6PiTPBAS 1 gxJCzch22 -1-4-0, 11-0-12' 23-7-4 25-0-0 1-4-0' 11-0-12 12-6-8 14-12 3x4= 3x4= 8 9 10 11 12 13 14 15 16 I 7 6.00 ,2 i 0 4 1 6 i i/ STS ITS ST $T6 $TS I6 $T6 3 / �Ta ( \. l �S 1 $T2 i �1 ' \'•:€I I 2 ON N i i V 1 j �V 3x4= 28 27 26 25 24 23 22 21 20 19 18 17 5x6= i 23-7-4 23-7-4 Plate Offsets(X,Y)— [8:0-2-0,0-2-81,[21:0-3-0,0-3-0) 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 0.18 Vert(LL) -0:01 16 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.02 15-16 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 21 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight:160 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 4)Provide adequate drainage to prevent water WEBS 2x4 SP No.3 ponding.5)All plates'are 1.5x4 MT20 unless otherwise OTHERS 2x4 SP No.3 indicated. BRACING-TOP CHORD 6)Plates checked for a plus or minus 0 degree rotation about-its center. Structural wood sheathing directly applied or 6-0-0 oc 7)Gable requires continuous.bottom chord bearing. pT except end verticals. 8)Gable studs spaced at 2-0-0 oc._ ROOT CHORD 9)This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 6-0-0 oc bracing. chord live load nonconcurrent with any other live MiTek recommends that Stabilizers and required loads. cross bracing be installed during truss erection,in 10)'This truss has been designed for live load of accordance with Stabilizerinstallation uide. 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS.All bearings 23-74. - bottom chord and any other members. (lb)-Max Horz 11)Provide mechanical connection(by others)of truss 2=429(LC 4) to bearing plate capable of withstanding 100 lb uplift at Max Uplift joint(s)2,23,28,20,19,18 except Qt=lb)17=157, • All uplift 100 lb or less atjoint(s)2, 24=118,25=128,26=122,27=146,21=184. 23,28,20,19,18 except 17=157(LC 5),24=-118(LC 5),25=A28(LC 4), 26=-122(LC 5),27=-146(LC 4),21=-184(LC' LOAD CASE(S) 5) Standard Max Grav All reactions 250 lb or less atjoint(s)' 17,2,23,24,25,26,27,28,22,21, 20,19,18 FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-330/119,34=-267/92 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft; Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.66 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 ANSI/TPI 1. ........: ...'.'.. 'A¢r•flint:t}ss^,;pka0!'Sd{.j3tAC3i3"YttE'£"i'3?rst`WS;dtUd'Ai}CR(E:1`q"!J!U'ilCCY9friCC.d9it'hra rn9rksx2 r.Ess4!swdstdtsizs.ix h!s`asa ks°ersb lCFje}it4,2:tIS¢nl.':itup0.r£Ulde2u lYMl2(enn¢u.C2sssdtEs62 A:eiwtr?GC,tel�EiiEi�:�)>yE4 fkl k?Sti).(21C6bNfE(d a'21'2:Sit;�feri[ta{'i.,l i(:Q2tGo 2ItT,02 Gi1GQ}2'(SN':29 Z;[)!Y£,! didt}�Rgi)R§!nnhJR3Pt2L'6')IC EttE}i�d.[K 41v11iT}f}22)ltiisllt)$)Iid2.R(E()fll,eee�}fji ,p¢tr T$tiEyA16}i;•.K Anthony T.Tonibo tl:,P.E. st2s2aickrnttMo.klriaru�trnr2Ea2 egida9•sn,}iz8 nr't itE2t)idntle .3a)3 s�x,pYxroaWxtSt ie @4eu a_Ind/K dt1:eL•adiPld.Tuerpe}d i£nel".'dninrheMe td32 ss.2siniaa:$myaarge,h4daixmt5!rcg tSiCF rxesstr.9atiCd e! ' #8t3083 ' leriKU+rEis:yr:Mrtelnne)imssnEgsdti:D¢!fx)s�t salgrfl}`andfa "�Gc}rr.fdeYta'ttcdi¢tiZ(S(�211si iq Mes339:ime}dntet+dtngcrelpdma irl€irnesli tegx h:<Rnsnt£.i�ts s,'kt fsssD2sigm:Ins.Qrixs le,{sierat'rt:s Xm;IW!ienliss_ 4451 St,Lud:e Blvd. stiff.tuk%mdilKasCtd�nd�E2aerir+igEC)a;<n�tinii a r}sOtsiph{«yt;d�:s2r E�ri:ei,x,ar+:ssraeai i2xa2�tart.:;t�na:na;E:c:tterrs2iiRucl, - Fort Pierce,FL 34946 fapyrigt1Z 2016A-If!oo)Tiassrs-Aal6eeyl.lambu III,F.E r!piodudiaa atlM1isdnmmcn),iaagy rmm,ispmkiburd.e6na116exriGen perminiasfiaa A-I rao)imsses-AnlM1ccyi.la�M10 ill:PE Job Truss �TrussType Qty Ply XRMSCMB2 B01GE COMMON SUPPORTED GAB 1 1 A0065705 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@a1 truss.cem Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Mar 09 11:21:16 2017 Page 1 ID:Id_DOXyyT61Bi_TXo1 MHHzefvK-BQgkhzUkgIyvP?HmH4W5pYdvKWIgCthKghPUsezch2l 1 4-0 6-2-0 124-0 13-8-0 1 4-0 6-2-0 6-2-0 1-4-0 4x4= 5 6.00 F12 6 4 3 ;T11 1 7 T T T T 2 n n 8 c"1 = 9 so 3x4= 14 13 12 11 10 3x4 F ---- -................................------124-0 12-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 I Horz(TL) 0.00, 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight:56 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2BOT 8)This truss has been designed for a 10.0 psf bottom OTHERS 2x4 SP No.3 CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live OTH BRACING- loads.9)'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 pudins.T ROOT CHORD bottom chord and any other members. 10)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 236 lb uplift at MiTek recommends that Stabilizers and required joint 2,241 lb uplift at joint 8,165 lb uplift at joint 13, cross bracing be installed during truss erection,in 119 lb uplift at joint 14,165 lb uplift at joint 11 and 119 accordance with Stabilizer Installation guide. lb uplift at joint 10. REACTIONS.All bearings 124-0. (Ib)-Max Horz LOAD CASE(S) 2=-26(LC 5) Standard Max Uplift All uplift 100 lb or.less atjoint(s) except 2=-236(LC 4),8=-241(LC 5),, 13=-165(LC 4).14=-119(LC 5).11=-165(LC 5),10=-119(LC 4) Max Grav All reactions 250 lb or less atjoint(s)- 2,8,12,13,14,11,10 FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs,exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. ........ ........ 6t� fletse-asx�trniertke'#d P�r7la5'v'�rlf3itl'F.WAsE itt4l6 tart"H35 tESl@4t°". Strli9�,i2rYiXl'bts,rErIIr nwe'araKsetieaksGhs ism Cr!l k ,.l+e'I .lirptp .Iytir.�diilPtjeai9EltNtal.:'eExB#,r1.k(nGuSbedk6:eGt lC9ssi�nt¢e dtltl3t?GO,atr li':t4aaris•rsttssti~ktstdhalk lD€kit ntd#:Hass.isipEft7ttaS.e,fPkT;i;gray9eFtdxwj'16QttxtsF2snxttr.stdRtgrfeti'snlit�tenfitnspn�'i'=FtW rxtlu;adtrrsd{kTnsrt+.rmrlmEtG6ah,isltt7ryL iltdigrtns.,r5�:,tnir' fnssle}fir Anthony T.TOn1b0 III,P.E. �!]te!tD15 rNiilti[f!k�{k3U�3JYsr#fitLdt21LVY!(, teYt�ftdV[�t=Wblkr%.r,4r)tSiilt?.k1301DRtildk!'.ii$t�fNt��dl%III=iFtF riditn.Tltt((tftftdlt/t'u�Gtit(ef�8aldr)•F iiKl.Qtietirii�t4j.]ftitrt,it(f7�ft$Ql tft(Bt Sti�ti bftfltf1.111i7F`SF - 800$3.. ' ft ta`terEe;itrmlStdrttRr.17lnas sdntk6F f;0alEn{setals�5atf:utsRtittsd�uat&Sdfefit¢mnitS;CtLtrmGiRJ ae rfistetttk:r�•di-Alnt R6?7rmFstlre;ruulStstGt Mes�'keAn ksfgsf,tren�arir�!nseFnssNsantrnitst 44515t Lucie Blvd. ittMllt�?RFttf6tC.,^N,t3JNt3EthgiT9]hlQrt1�t33idtP(;EITtlSlrtSiflfMSi:AEIItR[FFfEtF�H5,1¢fen1:5dtnfESrth'dGtfIX6dT,�,"„efTVYiStt;liO3Gi Gf?�ltddtTEi Fort Pierce,FL 34446 to s if 02016 A-I Roof basses-Amh,a I.Iaa�6o 111,1 ie rodarm oithis datnmeat.iaa roan,is ra6i6ittd+it6oas thewiiliea ermissiarfiom d-1 ledTrusses.Wea LlorR11:P,E P1r d Y P ^Y- P P Y Job Truss Truss Type ty XRMSCMB2 B02 COMMON 3 1 R A0065706Ply o Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:16 2017 Page 1 ID:ld_OOXyyT61 Bi_TXoljwHHzefvK-BQgkhzUkglyvP?HmH4W5pYds5WiNCs3KghPUsezch2l -1-4-0 6-2-0 12-0-0 13-M 1-4-0 ' 6-2-0. 6-2-0 1-4-0 4x4= 3 6.00 12 Ali 2 4 5 1 ° e es r e 6 e t i 3x4= 1.5x4 11 3x4= 6-2-0 12-4-0 6-2-0 6-2-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.06 6-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:48 Ito FT=0% LUMBER- TOP CHORD 2x4 SP No.2 5)•This truss has been designed for a live load of WE CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING-TOP CHORD bottom chord and any other members.Structural wood sheathing directly applied or 6-0-0 oc 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 461 lb uplift at puriins.BOT'CHORD joint 2 and 461 lb uplift at joint 4. ' Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection,in Standard accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 53210-7-10 (min.0-1-8) 4 = 53210-7-10 (min.0-1-8) Max Horz 2 = 28(LC 4) Max Uplift 2 = -461(LC 4) 4 = -461(LC 5) Max Grav 2 = 591(LC 10) 4 = 591(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-595/347,3-4=-596/347 BOTCHORD 2-6=-130/456,4-0=-130/456 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. visor.nnue..rc¢�rnr:rwe•IIIa„MINUS"r5[tlr0311 EMS L7mncss[wool 70rY'12(I6uSl¢SYEkPhntra(hilppserslnsW,aleYesuEBtlnstk:ipWsrgPR"}altlie,fmrl.Leea4^,r16s- SWid.—Mud..IdrM"bIrl".1t . uTtt�a,�mecstnend raa metratlsetmsoxghl�a(wyn,errs ,a:t�inagt�ry lms®eegnxedwrntssinausenriq,rpxauttr4trdreteesmplmttgmrco-l¢¢my,euniRt.tettysmnarn u rnd ucs aq Anthony T.Tombo III,P.E. ntn:arEs iinsWraq Oil'ss+Is4rnrnri3diryd40ner,40nelr oAltmelgmn M1:k7fot¢esga,63e ndedd8e 0GR,ix¢l uelrel6r3fq,oda ntr![I.IkeeRmddGef¢Pntntfielimat4h,u;trd,Corksllmyslage,hslald'nal FaysNih4u+rcsneatd: A 80083 ' mrsiCey¢:slgeradar"em,.lamessded"sel>:l¢¢nllkgsCittsnlryltefisssel4edrai4a{aemSad(la,,,n�;r[SRrasaenrmnlsrum,dmrdwrp�,apneze.lnleefi,maengnsr nnaaemalemsso:seer,ire,soe:�ptyucn[inaumnann,odns:', 4451 it.Lucie Blvd. etMrluie7xlNrtsmalrpadgne,mu lycTia�lu lenhel.lb[rou Destu GR4als 6iMra:Biy¢edgax,-aLac<rises Fgba dsgerllM.Sllaptaeellrtasuutednslc1t41.(opysight91016AdRaothossas-AathooyT.fam5oIII,P.E Repedabadthis dmumein nyhrm,is p filhedwhounbermiaenpemissianhamAdRealTim.-s-Adoayi.iamh III,P.F. Fort Pierce,R 34946 Job Truss Truss Type pty Ply XRMSCMB2 B03GE GABLE 1 1 A00657O7 FJbference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:17 2017 Page 1 I D:Id_OOXyyT61Bi_TXoljwHHzefvK-gdO6uJUMRc4m 18sygn2KMmAOCwl JxEmTvL92O5zch20 14-0, 64-1 11-11-14 6-4-1 5-7-13 1.5x4 II 4 1.5x4 II 6.00 12 1.5x4 II 3x4 TIZ 1.5x4 II 2 �1 6 5 3x4= 1.5x4 II 5x6= 6-4-1 11-11-14 64-1 5 7-13 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 6-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.06 5-0 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:70 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 3)Plates checked for a plus or minus 0 degree BOB CHORD 2x4 SP No.2 rotation about its center. WEBS 2x4 SP No.3 4)Gable studs spaced at 2-0-0 oc. OTHERS 2x4 SP No.3 BRACING- 5) truss as been This t h b designed for a 10.0 p sf bottom TOP CHORD chord live load nonconcurrent with any other live Structural wood sheathing directly applied or 6-0-0 oc loads. purlins, except end verticals. 6) This truss has been designed for a live load of BOT CHORD 20.Opsf on the bottom chord in all areas where a Rigid ceiling directly applied or 8-9-11 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. MiTek recommends that Stabilizers and required 7)provide mechanical connection(by others)of truss cross bracing be installed during truss erection,in to bearing plate capable of withstanding 408 lb uplift at accordance with Stabilizer Installation uide. joint 5 and 362 lb uplift at joint 2. REACTIONS. (lb/size) 5 = 420/0-3-8 (min.0-1-8) LOAD CASE(S) ` 2 = 532/0-7-10 (min.0-1-8) Standard Max Horz 2 = 499(LC 4) Max Uplift 5 = 408(LC 5) 2 = -362(LC 4) Max Grav 5 = 499(LC 9) 2 = 565(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-562/152 BOTCHORD 2-6=-436/532,5-6=436/532 WEBS 3-6=0/255,3-5=-604/495 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. want.twnaturne.ae'i-trarnessa(ut!u;rlr3utWserooinen(asmu-rnsa'Itueas(tuu:ll'matna(ewPP—an:nf.d.A'aasmueumus.�trc;aaa,is.rr.raenortt :rswtar. wmee.inm(nearo.m( ABTA MPI& ;mkasd(xas;eetek,a.ttsnurso:s.htela{,�sts tstne;e,sstn,atm,4n:ms®se,teana[>atnk:m„1<nsna:o3mta:suta�ntapdmesatur,e<:erteuneer�edr,nlatnl.ixtrs�annat:sr,.ueeatadwc.,smsdar AnthonyT.Tornbo1I1,P.E. W-drur,nsm.71.atwha„gnd"de.a..n.e,9—Aoaemi'lMnQUlf o:,yn,aa,aemdusKd,nln(tLb.1w1futsdnttn1.rkgpddo,r00n1oyfiellrudtl,T-�W&C-Itslat.,lags,bssddianekn.sstdhl.nsl'iW;t,t ' nsraf oast4K 60063 •t.ynnfbr,mr.snestessd,damluen(aepsorse,(r+�ndmtdE,t6epenlstnrylf..,uap(sllptaiettrtrntsrunumeee(mt�dtnf,eamttefixsa,ngns�>a,sneesnnal�rmsn:igs,lnss(:,m�mntlns:umba.:<ymns '. 4451 St.Lucie Blvd. adn.dskfaNlra(sapat,pudepaa snrsa 7.1 tanas bnh:L IM rn:s D,ska btoen Is r9rd,tallht Uesltas,;nSassAsh.(qaa.dnT t:llig.tll atadkd Ma:.,¢dAnlallN. Fort Pierce,FL 34946 (opyripbt®2016Allaofliusses•Art6onyT.Tomb III,U Reprodudiaaorthisdotomom,inanytorm,isproblitedwuhoutthesvinanpermissicalter,Ad r.Poolbusses-AnthanyTomboIII,P.I. Job Truss Truss Type City Ply XRMSCMB2 B04 M_ONOPITCH 2 A0065708 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:17 2017 Page 1 ID:ld_OOXyyT61Bi TXOIj vHHzefvK-gdO6uJUMRc4ml8sygn2KMmAOCwlJxDbTvL9205zch20 14-0 64-1 11-11-14 1-0� 6 4-1 5-7-13 1.5x4 II 4 6.00,12 3x4 3 IV co 2 1 6 5 3x4= 1.50 11 40= 6-4-1 11-11-14 6-4-1 5-7-13 Plate Offsets(X,Y)— [5:0-2-0,0-2-8) 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 0.42 Vert(LL) 0.03 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC ,0.33 Vert(TL) -0.06 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:62 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4) This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 5)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding 362 lb uplift at BOT CHORD p T except end verticals. joint 2 and 408 lb uplift at joint 5. Rigid ceiling directly applied or 8-9-11 oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection,in Standard accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 532/0-7-10 (min.0-1-8) 5 = 420/0-3-8 (min.0-1-8) Max Horz 2 = 499(LC 4) Max Uplift 2 = -362(LC 4) 5 = -408(LC 5) Max Grav 2 = 565(LC 10) 5 = 499(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-562/152 BOT CHORD 2-6=436/532,5-6=-436/532 WEBS 3-6=0/255,3-5=-604/495 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ar,ar-nmafife;lime.kwGe7If0;,tte5S3�5tt.1EPYun3llt:1456(5s0111�4(ntOYytUt3'jtIXb".BtErwl'EkTlxnfvdtlui�p,7>dusutrK/d4su�asLnsksi;fDEseu;SEC;avdM1elmre7T.Tfxk4,lLrfrxfof5inrteleercrc.CelrE:c4e.nfEa7Elm&etCD,efi; PoT tE tE;lelesszllkfsEtfslE'OCmle Edi.lsfTmsfn ah;etttt;i.e,5fe.'n�Fs; enfEmuvpifr9 E@rt:EtlsncrpPardtie{EdEnnulegiaeNigre: ls*J,Wrh4siyatllhesh;k TEsr,lEreLyntilGGEdt,ffEnlFFI lfeusi�nneRces,laFniarE�Esc saibldnf _ Anthony T.Tombo III,P.E. tatmtdkEinmdrvn lE�Yq isaE mpnulardlaC.egke CwxisfAkrmftfy�uaE 4viforOEEgRr,n9 rEfterdntLLG&L(dhtfNRl SsIlif;cd nllL 4Eermdf!he la0mtfefiel3l dtlfTnss;ttdEGykfELe:Slage,imtfl'etntEfi kmtt;sid.k@e re2eesiniiltEl s80083 ' alrx'7(�heN�tlntlml'latt 1(1Mm5kiMRlffiIOCNERrikirhlll�YEI04SfIPYr[I'Srrme¢,CISCEIrI�fEGh00jrlSPrt{f:FS/rttfimlSKl6fifINEN{S(r>tYdrtiBSE INIIApmilERfr kY101if]IAMSAA!IEriiO.,Rtr,tEmsoE<.p 'REE:f,ttm:saaaattEE.mim 445?St.Lucie Blvd: fae:rasietclsrs:aamepcedem#mCu irxlpties hnhd t¢ESm;saminG;minis r_rMtailiean�rxa;mLar,91tes6;na A,sgNJtir;.bll ttindefl;wa.mmdErEmlaill 1. Fort Pierce,FL 34946 (opydght91Q16A4lapfpmsses-AethonyLImho111,P.E Rtpraduaimafthisdommeot,inanyfmin,isprd3hadvi@outthewrinenpesmissianhomAdNoof uses-k6onyi.lim§e ill,P.I. Job Truss Truss Type Qty Ply ' XRMSCMB2 C01G GABLE 1 1 A0065709 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@a1truss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:18 2017 Page 1 I D:ld_OOXyyT61 Bi_TXoljwHHzefvK-8pyV5fV?CwCdfIQ80VZZvzjAkKFlgiFc8?ubwXzch2? I-1-4 0 194-0 20-8-0, 1-4-0 ' 9-8-0 "_0 1-4-0 4x4= Dead Load Defl.=3116 in 7 1.5x4 II 1.5x4 II 6.00 12 6 8 1.5x4 II 1.5x4 II 3x8\\ 5 9 ST1 ST13x8 3x4 4 10 3x4 1 W1 3x6 I 3x6 I 3x1D II x6 II x6 II 2. �32 v 23 2 240, �I1 3 jo 25 26 27 28 14 29 30 31 4x4= 15 4x4= 3x8 MT20HS= 1.5x4 II 2-0-ta 1-5 too--s -3zsa is-21-5-14173, -o z-0-ta o-s-11 Plate Offsets(X,Y)— [4:0-0-0,0-1-15],[4:0-1-8,0-6-9],[10:0-1-8,0-6-9],[10:0-0-0,0-1-15],[14:0-3-4,0-1-8] [19:0-0-13 0-1-9] [22:0-0-13 0-1-9] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.13 12-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.32 12-15 >694 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight:119 Ib FT=O% LUMBER- TOP CHORD 2x4 SP No.2 11)In the LOAD CASES section,loads applied'to the WEBS 2x4 SP No.3'Except` 7-16=-339/606,3-19=-449/310,CHORD 2x4 SP No.2 WEBS face of the truss are noted as front(F)or bak(B). WE W1:2x6 SP No.2 18-19=-449/310,17-18=-449/310, OTHERS 2x4 SP No.3 16-17=-425/283,16-20=-425/283, LOAD CASE(S) BRACING- 20-21=-449/310,21-22=-449/310, Standard TOP CHORD 11-22=-449/310,15-16=0/395 Structural wood sheathing directly applied or4-10-8 oc 1)Dead+Roof Live(balanced):Lumber Increase=1.25 purlins. NOTES- Plate Increase=1.25 BOT CHORD 1)Unbalanced roof live loads have been considered Uniform Loads(plf) Rigid ceiling directly applied or 8-2-0 oc bracing. for this design. Vert:1-23=-54,2-23=-14,2-7=-54,7-12=-54, JOINTS 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 12-24=-14,13-24=-54,2-12=-20 1 Brace at Jt(s):16,17,18,20,21 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Concentrated Loads(lb) MiTek recommends that Stabilizers and required Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Vert:15=-1(B)25=4(B)26=-1(B)27=-1(B)28=-1(B) q cantilever left and right ex cross bracing be installed during truss erection,in g posed;end vertical left 29=-1(B)30=-1(B)31=-1(B)32=4(B) accordance with Stabilizer Installation guide. exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the REACTIONS. (lb/size) truss only. For studs exposed to wind(normal to the 2 = 769/0-8-0 (min.0-1-8) face),see Standard Industry Gable End Details as 12 = 769/0-8-0 (min.0-1-8) applicable,or consult qualified building designer as Max Horz per ANSI/TPI 1. 2 = -18(LC 16) 4)All plates are MT20 plates unless otherwise Max Uplift indicated. 2 = -565(LC 4) 5)Plates checked for a plus or minus 0 degree 12 = -565(LC 5) rotation about its center. Max Grav 6)Gable studs spaced at 2-0-0 oc. 2 = 913(LC 20) 7)This truss has been designed for a 10.0 psf bottom 12 = 913(LC 19) chord live load nonconcurrent with any other live loads. FORCES. (lb) 8)`This truss has been designed for a live load of Max.Comp./Max.Ten.-All forces 250(lb)or less except 20.Opsf on the bottom chord in all areas where a when shown. rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members. 2-3=-1362/715,3-4=-878/393, 9)Provide mechanical connection(by others)of truss 4-5=-867/433,5-6=-879/495, to bearing plate capable of withstanding 565 lb uplift at 6-7=-894/564,7-8=-894/563, joint 2 and 565 lb uplift at joint 12. 8-9=-879/494,9-10=-868/434, 10)Hanger(s)or other connection device(s)shall be 10-11=-878/393,1 1-1 2=-1 3631716 provided sufficient to support concentrated load(s)221 BOT CHORD lb down and 159 lb up at 2-0-0,and 221 lb down and 2-25=-502/1175,25-26=-502/1175, 159 lb up at 17-3-4 on top chord,and 68 lb down and 26-27=-502/1175,27-28=-502/1175, 4 lb up at 2-0-0,12 lb down at 4-0-12,12 lb down at 15-28=-502/1175,14-15=-502/1175, 6-0-12,12 lb down at 8-0-12,12 lb down at 9-8-0,12 14-29=-502/1175,29-30=-502/1175, lb down at 11-3-4,12 lb down at 13-3-4,and 12 lb 30-31=-502/1175,31-32=-502/1175, down at 15-3-4,and 68 lb down and 4 lb up at 17-3-4 12-32=-502/1175 on bottom chord. The design/selection of such WEBS connection device(s)is the responsibility of others. 7-16=-339/606,3-19=-449/310, ilsssctsmnentrs!nwI wrr}xeraaoesunrn.nlemrre,inrz,::rc.n.tr,rlsox,ee";,rnnce;r,on.�p[w;oemw®rl.r�tee:rr.re�;essw,sere.ene.r,�<:r�,.u<caelwrelm.eeit lath m,arri@,Mkneif.NTMItI,,d.1,ahnsOnphio!wl,.e,4w.4Tsl,.-wessln.1Mortrmuhwagta 0111,fe@ssi,nla�hmi,}mpund*u,.far:hhsipdieenepet-letkdns&Malt,Id.T111.Txino—.0m,Will km 1111aeT Anthony T.Tombo III,P.E. el redhsimsie:mq kittske mpnitCrydlheCnges C.eersndemd gedu d:l 7toT exen,h&e wleddh,OL&elGe:isie lvel bsl6q,denlnlI.1!<enmAt,I1e100a1 yfielieud8e rnss;¢deCoths:T¢�,slaep,inlsluliaaaikmus si�ledx,eCasnilirysl 80083 lhsi It,Will ;a eu bma..WWII le.ea It WDU l5en,emalr,terndtkhffgf talu sIll&-r.(1oQr,rrx,nt It,W STu n,dame/.r—dpd e.t I ift,a,ngnsukin neaandMTosaka,taa o- ss:pupltrWI. �hanu,ntm t k!s It.(xnww dyn h metz IJaI es,udns.IkI=Onuryhcu IsMAILOCI,;6sslp 51,,ai— fth Out ut W14 Allaradesl ba;snrsd�ed hinL 4451—S. e Blvd, Lucie Blvd, Cuppighta lRl4 A-I AaalTmsses-AttthoayLTamha;II,P.E.Repradursian aphis document,in anflorm,is psuhlited withouftba mitten pesminiea rrom A-1 locMusses-Aathonr E.Tamb III,P.I. Fort Pi a PJobMSCME12 Truss TrussType QtyMON 21JobPly CO2 CID A0065710 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. Thu Mar 09 11:21:18 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-8pyV5fV?CwCdflQ8OVZZvzjDfKHHglBc8?ubwXzch2? 9-8-0 14-1-7 19-4-0 20 8-0 -9 4-5-7 4-5-7 5-2-9 1 4-0 4x4= Dead Load Defl.=3/16 in 4 6.00 12 1.5x4 1.Sx4 3 5 1 o, 2 6 m �I1 7 Io a 3x4= 5x8= 3x4= 9-8-0 19-4-0 9-8-0 9-8-0 Plate Offsets(X,Y)— j2:0-2-0,Edgej,f6:0-2-0,Edgel,18:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.11 8-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.29 8-14 >812 240 BCLL 0.0 * Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:87 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 chord live load nonconcurrent with any other live BRACING- loads.5)'This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 5-3-0 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the ROOT CHORD pT bottom chord and any other members. 6)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 7-10-7 oc bracing. to bearing plate capable of withstanding 580 lb uplift at MiTek recommends that Stabilizers and required joint 2 and 580 lb uplift at joint 6. cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. LOAD CASE(S) REACTIONS. (lb/size) Standard 2 = 791/0-7-10 (min.0-1-8) 6 = 791/0-7-10 (min.0-1-8) Max Horz 2 = -33(LC 5) Max Uplift 2 = -580(LC 4) 6 = -580(LC 5) Max Grav 2 = 858(LC 10) 6 = 858(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1209/768,3-4=925/575, 4-5=-925/575,5-6=-1209/768 BOT CHORD 2-8=-547/1029,6-8=-550/1030 WEBS 4-8=-266/526,5-8=-347/372, 3-8=-347/373 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. Vnup-flats lhmrllrrtrim ne'll/e;r Ii7iSEf!f'.tlfl�r[[31117Yf 6til4e1I165(OnOY{"talciQi:Ei[rrtY;erk¢Irilrtesip p7:dnsntred. s.N'rnssltsipherur(R'mdnelrs UTT.Inh 6,rl.ldsnn%wIdarent kltumtmise sftlednne ICU,edr 14TsksaMs ptlss sidiknd!arle in:p{<sdL lraTrnsles�Eal�s[se,fimdry[gianrl ns sM as apiU;rtpnms neee/sxrdlm rnk:sind essian:urrnpadtryhrne I<cp,dne susk trms lele n 1klWutr,ado IRI.Tnksga xaniases,lour ad4irsc,ssdafedJ of rsedn:sTinsGemieikkj is ne rsinsPiEtd46.xr,t Onds mdsmriyednlSekt[cr0::r,ee,nRx uxkd dna nGne lIXn11u 1nl Bilks;rdtndlr6r.Ike epmddnt l66nl ny fi:N.ua!fier:.n;bdNiylnelmyslaese,usltfxnnnlfmal ddlh6enspns!iryd: Anthony T.Torn' 8008 III,P.E. =800 3 ntrtar u•d ui.gvsrlUtaearc.leednsdtd'uIls166nitxpstknnlpueluneltklrlSy6epentluedridunefisu1!ftjpd6k/IrlfknlflGee,dnean/fxlsssdp4act.IPFllefinsnamsindnl8tsnikuesdn:Ins;/:sipn,irtn�tipryuenetllnssVndadneynlns:. 4451 St.Lucie Blvd. tnnms idatlNdwesaepedrynt near lydlpatin lndM.lk[ns en:p flr2•n is EtdntkNiy6tsipss;ttLuc.<lnsz npsa dnr loalul.311 nindeslkas nus da5•d¢ir41. Fort Pierre,Fl-34946 (opyrilk02016 A-1 last rmsses-klhanyL hnho ill,P.E.Repsodudion althis dommeo in unyhrm,is prohli ited wMoutthe svinen permission from A•I laoffsttsses-Amhonyp.Tanho ill,P.F. Job Truss Truss Type Qty Ply XRMSCMB2 CO3 COMMON 1 1 A0065711 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Mar 09 11:21:18 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-8pyV51V?CwCdflQ8OVZZvzjCHKHmgl6c8?ubwXzch2? 5-2-9 9-8-0 14-1-7 18-11-14 4 5-2-9 -5-7 4-5-7 4-10-7 4x4= Dead Load Dell.=3116 in 4 6.00 12 1.Sx4 1.5x4 G 3 5 1 2 sc aoj 1 �a so 7 ` 3x4= 5x8= 4x4= 9-8-0 18-11-14 9-8-0 9-3-14 Plate Offsets(X,Y)— [2:0-2-0,Edgel,[6:0-0-0,0-0-141,[7:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.12 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.31 7-10 >725 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:84 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)This truss has been designed for a 10.0 psf bottom BOB CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 chord live load nonconcurrent with any other live BRACING- loads. TOP CHORD 5)•This truss has been designed for a live load of purictural wood sheathing directly applied or 5 20.Opsf on the bottom chord in all areas where a -2-13 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the ROT C purT bottom chord and any other members. HORD 6)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 7-6-10 oc bracing. to bearing plate capable of withstanding 433 lb uplift at MiTek recommends that Stabilizers and required joint 6 and 578 lb uplift at joint 2. cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. LOAD CASE(S) REACTIONS. (lb/size) Standard 6 = 689/0-3-8 (min.0-1-8) 2 = 792/0-7-10 (min.0-1-8) Max Horz 2 = 83(LC 4) Max Uplift 6 = -433(LC 5) 2 = -578(LC 4) Max Grav 6 = 753(LC 9) 2 = 859(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1213/763,3-4=-928/571, 4-5=-928/570,5-6=-1214f756 BOT CHORD 2-7=-596/1029,6-7=-587/1031 WEBS 4-7=-260/529,5-7=-350/362, 3-7=-347/372 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. ivma;.11—mayurn4e.WAtso;rsuua;srirr,;naurusswmnesssmlosrar�rasnrt rteamuleppr_msmmsr7sats lass rnipm,Nlma®aaam.rtra:tsmrtsez,vaemaaw�hvoemseasumnes%atC wrst amaPastr➢kanftae<r�ahsaiisam,so phtornp,tp.aer6pn,e:,tlaarTaa4 msaamrmnae3pacaaiasnn,utsrpxdarytmfl<hgaazna¢Tm:tgsxa toonlr.claTnl.iset<npnn.p i:tatntcncsmadar AnthonyT.Tombo III,P.E. ae nea[x:Lntrrarhn3gi aanyasae.R.arymo�,rtaem„+spanh,raearun.�n,hcraa:asrutm eaixau.6ais,.rhsr<a,atnit.>kannaaesmoata,e:u.arnaT,ss,r<estatrau3.nnrp,hshi.naatha.lsECE,eEnsrashama 80083 marrrwrR:gemlhaah.snaasrau�TOalasramadp:ausatnhsrrrpnfag6nsemaasgtu nrtnntsTunrannse6r�apenr.Tnttcnartensta�maataesa�Tsnso-upa,Tms�m enmlassvam�nn,nas 44515t.LucieBlvd. sflnwia hhwslra(ahtlaprdryno!.r6ghtlrvnht hnhtA lhla;tDeap hTM,is Egltlahlliag Oeslswt.afros;SMe¢G)tlno!a11:91trg.dllaiud¢es masmadatnleR4). Fort Pierce,FL 34946 Copyright 0 2Rt6 Ad Roof ymsses-)A nrL tamba ill,H.Reptodunion otthis dommeat,in oayform,is probitiled wahautthe sainen?emission from Ad RootTmssas-AuhonyL Tomba Ill,P.E. Job Truss Truss Type Qty Ply XRMSCMB2 C04GE GABLE 1 1 A0065712 - Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:19 2017 Page 1 5 I D:ld6_O-013XyyT61 B i_TXo 1 jwH HzefvK-c?VtJ?W dzDKUGS?LyC4o RBFJJjbYP6OmNfe9Szzch2_ -0 5-3f6 12 %10-3 1-10 2 � 251-8 3- 7- -8 6.00 12 46 Dead Load Dell.=1/4 in 6 7 3x4 GgST3 3x4 5E"4x4 4 3 210 9 0 6x8= 2x4 11 v �1 2 0 14 13 31 12 3x4 3x4= 2x4 11 = 3x8= 19-4-0 9-8-13 18-9-12 18-11r2 25-11-8 9-8-03, - 9-0-15 0- 6_ y 0-4-14 Plate Offsets(X,Y)— [2:0-2-0,Edge],[5:0-2-0,0-0-12],[6:0-1-15,0-0-0],[7:0-3-6,0-2-4],[7:0-0-14,0-1-12],[8:Edge,0-1-12],[9:0-2-0,0-1-0],[11:0-2-12,0-3-4],[12:0-2-0,0-0-4], [16:0-1-10,0-0-12],[20:0-1-10,0-0-12] 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 0.58 Vert(LL) 0.08 9-10 >940 360 MT20 244/190 TCDL 7.0 Lumber DOL , 1.25 BC- 0.79 Vert(TL) -0.42 12-14 >536 240 BCLL 0.0 * Rep Stress Incr YES WB 0.57 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-MSH Weight:188 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2*Except* 1)Unbalanced roof live loads have been considered 133:2x4 SP No.3 for this design. WEBS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) OTHERS 2x4 SP No.3 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; BRACING-TOP CHORD Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);Structural wood sheathing directly applied or 5-0-5 oc cantilever left and right exposed;end vertical left exposed;porch right exposed;Lumber DOL=1.60 ROOT CHORD p T except end verticals. plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the Rigid ceiling directly applied or 6-0-0 oc bracing. truss only. For studs exposed to wind(normal to the WEBS face),see Standard Industry Gable End Details as 1 Row at midpt 11-14 applicable,or consult qualified building designer as MiTek recommends that Stabilizers and required per ANSI/TPI 1. cross bracing be installed during truss erection,in 4)All plates are 1.5x4 MT20 unless otherwise' accordance with Stabilizer Installation guide. indicated. 5)Plates checked for a plus or minus 0 degree REACTIONS.All bearings 0-3-8 except.(jt=length) rotation about its center. 2=0-7-10,12=0-2-12. 6)Gable studs spaced at 2-0-0 oc. (lb)-Max Horz 7)This truss has been designed for a 10.0 psf bottom 2=466(LC 4) chord live load nonconcurrent with any other live Max Uplift loads. All uplift 100 lb.or less at joint(s) 8)*This truss has been designed for a live load of except 2=-476(LC 4),12=-186(LC 5), 20.Opsf on the bottom chord in all areas where a 9=-260(LC 4),10=-B24(LC 5) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Grav bottom chord and any other members,with BCDL= All reactions 250 lb or less at joint(s) 10.Opsf. except 2=798(LC 10),12=81 O(LC 9), 9)Provide mechanical connection(by others)of truss 9=261(LC 12),10=683(LC 3) to bearing plate at joint(s)12. 10)Provide mechanical connection(by others)of truss FORCES. (lb) to bearing plate capable of withstanding 476.Ib uplift at Max.Comp./Max.Ten.-All forces 250(lb)or less except joint 2,186 lb uplift at joint 12,260 lb uplift at joint 9 when shown. and 824 lb uplift at joint 10. TOPCHORD 2-3=-1154/612,3-4=-796/334, 4-5=-659/349,5-6=-67/313,7-8=-149/285 LOAD CASE(S) BOT CHORD Standard 2-14=-861/1092,11-12=-673/224, 6-11=-495/392 WEBS 3-14=-485/527,5-14=0/351, 11-14=-507/655,5-11=-766/619, 8-11=-284/364 a,,;,!-am«n«„lrlln,x.ee'llrari0ns0;sn!a;.>nau!lulssuiomanrasmu4rcmurranuosuElr!«a.na!!��>.l,,:s«r«e:,d�,uost«:creel�c«.e3{lus;olml,nRrt.r,>e<9:rt.rde;¢,,ssa:udeeK.edr¢en«.nrneermeereo.nlr FL1aErar�a,�,«,:;dikes,l�•n<Tcear„dLlutr«snesErllaxE�.slaee�E,nn,r,n�s�ln�ta:ryre:«nn,,lr�ran,lrh:nnn«sl,«rnr,::ln:�rn� le:l�el,�:ulxrr«:elm�¢lvmo,dl.oalrlt ra;n:�rn:,el >,lMa!«d„n„wnslar Anthony T.Tombo III,P.E. ut�dM.sL.,,lrmlk,8xl is ne ralnmltlldPn C.«r,d*Cnersoahmel,lesnne klEeg Oaer,une«neddix n(ne lXalhelersihr•Itulerk¢lRIL neep•n,ldGe Nem¢!RN«edneT;.ss;ndee,glerel®y I e1e,m«iseaesiknalildlknem!«iil,ryd g 80083 ' IhG]ro1C!s`g«eet Est,6,r.4CM¢sYNunetCC,d5x lrtpa;edpreeia«dfieredlsl6epeal Sa!ehld«aelrea li(SQid6;klllr�¢lIIG cneleeeetdclvsd pulse 4451 St.Lucie Blvd. etle:v,s:nraelNsl«eu1,lradryun vtac-ha1lames nn6,(Ih¢Gmkcn 6pa«Is F1Mrr:Iliel Cesilaa;«hvs;-lnea 6llna dnTHdlr4.NinlGdcd'ex:m¢ldu,!«T81. Fort Pierce,.FL 34946 (oppi9hi026I6A-IGodTmss=s-Whonyl.1 5o III,P.E.Bepramino dihis dommee,inonylorm,is probiSitzJ wiihoulthe miw permissionrron A-I hol Tmsses-kifiooy LTombe ill,P.E. Job Truss Truss Type Oty Ply XRMSCMB2 C05 ROOF SPECIAL 1 1 A0065713 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com 8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Mar 09 13:22:07 2017 Page 1 ID:ld OOXyyT61Bi TXo1jwHHiefyK-OPSwVLE12AV4gJ5LYP6UCeRzYRKGd2Zc21NhrszcfGk rt-4Q 5-7-12 12-10-3 19-0-0 25-11-8 5-_7 2 7-2-7 fi-1-13 6-11-8 6.00 12 5x6= Dead Load Detl.=3/16 in 5 6 5x6- T 3x4 II 4 7 r; W4 -1 RA T 1.5x4 3 9 8 2 8x8= 3x4= o 3 4 �1 2 o ' 12 11 5x8= 3x3 11 3x4= 19-4-0 10-0-0 18-9-12 18-11r2 25-11-8 i 10-0-0 19-12 0- 6-7-8 1 0-0-14 Plate Offsets(X,Y)— [2:0-2-0,Edgel,[4:0-2-8,0-3-01,[6:0-M,0-1-151,[6:0-2-4,Edgel,[10:0-5-8 0-1-81 [12:0-4-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.09 8-9 >909 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.34 11-12 >658 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:152 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) BOT CHORD 2x4 SP No-2'Except' Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; B3:2x4 SP No.3 Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); WEBS 2x4 SP No.3 cantilever left and right exposed;end vertical left BRACING-TOP CHORD exposed;porch right exposed;Lumber DOL=1.60 Structuralplate grip DOL=1.60 wood sheathing directly applied or 5-3-9 oc 3)Plates checked for a plus or minus 0 degree BOT C, except end verticals. rotation about its center. ROT CHORD 4)This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 6-0-0 oc bracing. chord live load nonconcurrent with any other live MiTek recommends that Stabilizers and required loads. cross bracing be installed during truss erection,in 5)`This truss has been designed for a live load of accordance with Stabilizer Installation uide. 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS.All bearings 0-3-8 except(jt=length) bottom chord and any other members. 2=0-7-10,11=0-2-12. 6)Provide mechanical connection(by others)of truss (lb)-Max Horz to bearing plate at joint(s)11. 2=466(LC 4) 7)Provide mechanical connection(by others)of truss Max Uplift to bearing plate capable of withstanding 478 Ill uplift at All uplift 100 lb or less at joint(s) joint'2,119 lb uplift at joint 11,256 lb uplift at joint 8 except 2=-478(LC 4),11=-119(LC 5), and 893 lb uplift at joint 9. 8=-256(LC 4),9=-893(LC 5) Max Grav All reactions 250 lb or less atjoint(s) LOAD CASE(S) 8 except 2=785(LC 10),11=730(LC 9), Standard 9=722(LC 3) FORCES: (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1070/577,3-4=-728/340, 4-5=-54/300,576=-230/388,6-7=-242/347, 7-8=-284/337 BOTCHORD 2-12=-818/1007,10-11=-655/155, 5-10=-604/457,9-10=-361/361 WEBS 3-12=-466/504,4-12=0/333, 10-12=-495/611,4-1 0=-768/61 1, 5-8=-436/399 NOTES- 1)Unbalanced roof live loads have been considered for this design. v,ug-Fiussa«nirif«>�.e,ua:SmRSB�S-��6FE311i9l1S6r05plllclSfUs[OY'E61;r'}41tE'r8i@iYEEI'Iuarrta(htiprar_!Msutm7whsutisrrtnrestpp«e�(![Tm9@rE«tart.ruS:L;rf.l�nasintlderetstCdeuYlsrriun7eluGeRa,eeft . i4hlcrddn:lcuh„lw;mr aerhrdx i,erns,nn: GEr{asre��rGv 'i ,mn�r «r«:msnccycaeamerc:rt:,«cci«Siceriyrmpnarrz se hu�daeswgV im:Ey:xenr�mgwt,a[alnr.ruemg,,;:cans,irrfiq udc«n,mnaay Anthony T.Tornbo III,P.E. W—Ifks i—fsmrGilk0a erpui lmd6rOn«,Ea Onn,oateruu a3aC«d:bllvj 0:,7xr,«deurleddtieOLdslGvshelrsl e+thgrdeulirl 1.iFe ep«,d a'WlDpel ayRu.«r.Her«n«a,ry�,e'�g.,i�ge,encc,i«.ni h««g rank Ee«�gm;amd 80083 ZtIhWifsryOeuprru«lGzr*en«.In tesMNu�IDp nl@a psEi«sul p;eef nslt'clNSerGc}eesl Shhidsiaelem;llsl)iM:EsllrmnfsWendnnlfhriwsd iedme lPFl i6unne«ynssraes niktlesd�hnsonye,irsnpripGrnmeulnss dzeshdnn;ulesf 4451 St.Lucie Blvd. eM1«meief ANICxn�sgwiynh Hers ha7retizs unhsA lh rrz;s DxW G3�u is Erse truly Drsig,n,dunsslsuzGp:n dcylrai«g.ui«rcdea tins ne n amd amt Fort Pierce,FL.34946 Cepysighi02016 A-I Eaaffmsses-kihamyMambo III,Y.L iltpradarGan d1hisdosnment.in any firm,is prohbited xBhoatiAe miften@emissionfrom A I looflmsses-AnthonyLlomho ill,P.L Job Truss Truss Type Qty Ply XRMSCMB2 CA CORNER JACK 4 1 A0065714 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:20 2017 Page 1 ID:ld_OOXyyT61Bi TXo1jwHHzefvK-4C3FWLXFkXSLucaXWvb1_OobE77a8hVvblNi_Pzchlz -14-0 0-11-11 1-4-0 0-11-11 3 6.00 V2 0 2 0 cS m 0 81 T1 1 � . 2x4= 0-11=11 r r. 0-11-11 LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL " 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 .Lumber DOL 1.25 BC 0.03 •. Vert(TL) 0.00. 5 >999 240, BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-MP Weight:6 lb, FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 100 lb uplift at BRACING- TOP CHORD joint(s)3,4.except(jt=1b)2=273. Structural wood sheathing directly applied or 0-11-11 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing.be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -3/Mechanical 71 2 = 166/0-7-10 (min.0-1=8) 4 = -16/Mechanical Max Horz t 2 = 114(LC 4) Max Uplift 3 = -3(LC 1) 2 = -273(LC 4) 4 = -19(LC 10) „ Max Grav 3 = 26(LC 6) 2 = 192(LC 10) 4 = 55(LC 4) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 - 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members., 5)Refer to girder(s)for truss to truss connections. aizuy-Flnsamq!¢re.kr oe 11iCa;:'1ESfES!f"1FY;S[E3IS IFI7Af6G1sDIF105CaS':DY^WT,.f)YYGCE7[D-egEET6m(ri kipp—tee ut¢nle¢hsutis fresh!ipDrtiug(I o's5elNurLleaks C,r'_Idem's fkrldne rx.Eeless sSmise safeln He iFa.edr @Tstr�a¢Ildrssfell;:td I.NTMC knit A.1-11-up Fgdaxr¢e,fieastryFsy¢eea ae!sd nrsJiCi rq,.W m—olbor o oprt:<„,d t¢pdit0.jk Ims T.t to .1ft, MT Anthony T.Tombo III,P.E. sel2ei h;LnsWrrapk0:ss sh r ":aryddagmSda C.x%s nAhmei ge2uti!klhgD:�s,ia@e udeddfi!Ii4&e lCalk¢Ixellfugrdza{18I.Ik eR:s!sldfis laD nd¢gfiddrnd&ran hd¢Gyks:liry rge.nnl am !Foxe isankde r¢.Iminlrryd ^80083 ' ae klfoi 0!aperai[e etlsr!Cep,ti lionDDniteE¢saiusedrraeCaesdtiekiS�Gcp¢sFfshhldnutip!1F41pli:klErlPalS6(Are!sMnalFx lzadpid¢¢e.TF4F k4¢sfte resrnsDi7iies nl6Msdn!Tra:sDz¢�er;Lesskap!Fe;¢eenlTrts:IMuhtlnu;edrss ¢451 St.Lucie Blvd. .4-1.6tmdly.(m dwede1n d..=7dls•.an un6sf ix T,.D¢A,kraal-!&E liigDn!¢u,uT-5rnexkgea euyl litq All cgndtreiiaai to ntdadi: Fort Pierce,FL 34946 (apyright V 241E Ad Eaohbasses-Aathanyt.lanha III,P.E.Repsodvoiaa aphis dwamaot,inanytarm,is psnh30ed wBhoutfbe written pEsmissiaalson A-I Aaatbatses-Aa16Eoyi.Temha 111,P.F. Job Truss Truss Type Qty TTJb ' XRMSCMB2 HJ2 DIAGONAL HIP GIRDER 2 A0065716 eferenda(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:20 2017 Page 1 ID:Id_OOXyyT61BiTXoljwHHzefvK-4C3FWLXFkXSLucaXwvbl_OoYG74i8hVvblNi_Pzchl z -1-10-10 2-9-_3 1-10-10 2-9-3 3 4.24 F12 8 v o 2 1 B1 0 q 0 9 4 1 �• Q Q. 2x4 11 2-9-3 293 Plate Offsets(X,Y)— [2:0-1-9,0-1-0) 4t LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL . 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) O.Ob 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:12 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 6) This truss has been designed for a live load of BOTCHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a BRACING-TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 2-9-3 oc bottom chord and any other members.7)Refer to.girder(s)for truss to truss connections. BOT CHORD 8)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except Qt=lb)2=337. MiTek recommends that Stabilizers and required 9)Hanger(s)or other connection device(s)shall be cross bracing be installed during truss erection,in provided sufficient to support concentrated load(s)136 accordance with Stabilizer Installation uide. Ib down and 56 lb up at 1-4-9,and 136 lb down and 56 lb up at 1-4-9 on top chord,and 24 lb down and 11 REACTIONS. (lb/size) lb up at 1-4-9,and 24 lb down and 11 lb up at 1-4-9 3 = 8/Mechanical on bottom chord. The design/selection of such 2 = 187/0-10-7 (min.0-1-8) connection device(s)is the responsibility of others. 4 = -2/Mechanical 10)In the LOAD CASE(S)section,loads applied to the Max Horz face of the truss are noted as front(F)or back(B). 2 = 155(LC 14) Max Uplift 3 = -68(LC 5) LOAD CASE(S) 2 = -337(LC 4) Standard 4 = -2(LC 1) 1)Dead+Roof Live(balanced):Lumber Increase=1.25 Max Grav Plate Increase=1.25 3 = 70(LC 16) Uniform Loads(plf) 2 = 248(LC 19) Vert:1-3=-54,4-5=-20 4 = 86(LC 14) Concentrated Loads(lb) FORCES. (lb) Vert:8=111(F=56,B=56) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. vcti!r-Flat lLmrdJrz.4rme'411ag,i1CLBTSF'1rY}ifK3i[I!l!15847161n^;SnnOYilII(:T}2([fi'r9tfPill[kThm rerdlhilpT¢r::4ncrn'nalrottu^�t rntt Ce9pWtreg{I6';asille lriiwy1.6a44:,rtr!!c�s;�:eaue.�.ca<u�eA.+ser�d!neereo-,!!Ir �. WTs'taa!m!pelrs ssA l!ssetlxS.!,'pitrlesdt lsrTmsamr,eF!ia;a{rt,'.fe.nETEsgsa x8:ssl neapif'1ryrtaisetcrl4srd!heps;va!l azardgrz:pcxdtir6rde/¢yndmesb94T!n;le; r!ii:IaPulpeslaini.le•11g!ss. iti.,!alai Iauvs,uitasi:m Qe: a�.nasermTuu;c!ue!ar!rsaganaa.i,s o>A�!um adrra!!s!wr�po�,o antadn!�aixaflalt�tr�r��rma.tle!nTrlruemouee•edanemerr,!s;tre!a.Tr�r�na!:.nefeeanar s e ae' AnthonYT. II,P.E. 80083 i aais` +rttisJrtrel =80083 R!rr]fei alSfaai�n!rrr.Illecles sN rge�laC nlme i!a1!r T..W!sAttu I101d, 1 Nsir!raToss Ifthow nlalrlint n!r.!l r�sd�itrxe.lnle6itn4!nslas�urea nikartdFl!rissP!xge,Tiers[e in[ !santlnssNndclrcu,rdess 4451 St.Lucie Blvd. m!nm!t!ray:t«nonepaagam.mgerma�ml!.lwrnaoeca[.Tas,lsr�rm!ee:u�yo!!ip,!,,ausussmshY,!ac!or�rn�.stirslade:f!s�:mpsa�r!fnmt Fort Pierce,FL 34946 (opy6gh1 0 7616 4d 1oolf asses-Arihaayf.jambe 111,P.E.Rapsodoaiw alt6is dommem,in anyhrm,is pro6ihuzd rritbauf she mittan palmissioe jrns 4-19oa1Lossos-Am6nnyf.Tombo III,P.L ` Job Truss Truss Type Qty Ply XRMSCMB2 J2 JACK-OPEN STRUCTURAL 9 TlJob A0065717 Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:21 2017 Page 1 ID:Id_0OXyyT61Bi TXoljwHHzefvK-YOddkhYtVraCWm9j3d6GWcLm_XTjt813gy7FWszchly -1-4 0 2-M -- 2-M 3 6.00 12 2 T1 B1 1 0 0 2x4= 4 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:9 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)'This truss has been designed for a live load of B CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a BRACING-TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 2-0-0 oc bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. ROOT CHORD pT 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Rigid ceiling directly applied or 10-0-0 oc bracing. joint(s)3 except(jt=lb)2=236. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ouide. LOAD CASE(S) Standard REACTIONS. (lb/size) 2 = 176/0-7-10 (min.0-1-8) 4 = 14/Mechanical 3 = 33/Mechanical Max Horz 2 = 160(LC 4) Max Uplift 2 = -236(LC 4) 3 = -56(LC 5) Max Grav • 2 = 199(LC 10) 4 = 32(LC 6) 3 = 56(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9:wyHwnmeyt¢rerwvne'4110 TNLES(19!(1�.6fY3{Ir.R&SY(OlPIlylSiusilum,aM-,11IM-MIPEIrtsm leNrklip rsT.ekttul rnr 45pNt lntt C:fip Ortxur�IRljdYtrtnsjLTrslt©,rl.{dEn;tSbtlehent.,FsktS 62ttHrt Melgne lGO,ed( Whirmn+(Itlrt sioikrseifxst IDDnl<rdi.ltrinu D:sge&{(Y±s¢s,'.rrrc,MFYyoeav n:Ydwee(10r",grt:alsmrc:}tar dh,{ts?eui+nln{an:iy+era:dD.T)hrne lrtipolesh{4i,n:ley�daneloO nlT,YrinlflI.Iizirsyanu�las,Iaeu1 m49:Ys,srd:lEdi: Anthony T;Tombo III,P.E. rc1ae0RtTmY6rwy allly isnr+ryrr�.Iay A9,anrc,r�anrt'YBAFili3dryc:+n:{�v�on�e,n3e udedF<tie llG&rlH al(h 1uI5r:IGq,de,alit{L 1h eR;mldS,IYuur orfi:N.ud�rL ss:hd.6qh.ti�.:lege,vslrneimnlhe�rsi�Ile Ye+emnua(ti 80083 ' ne1,DG{Dsigerve t,sYr�n tllMts stlrAv n:70D nICe{rcaaY.nlryieaixsAtiekrlr{GepenlSCehldeaeua!r(Sljrdfi9erlrinrpStUm,elnn:<etx rvyapi6ce.lnlerliersnrngnsu2iet�l4inedna6u;0:upa.T¢u ra:ipsmedlnss{L.hdneywlar rnmis:i,tmflrY(anq a rlen Ivl v.•Det lnd A Tn Was Dts:nftaa is E9lne{sll' Drsl rytles h{mta d."YWHr.LllarrAedmsmrsrdn,IcinL 4rt Pier ,FL 34946 • { w fff+,nlnr,- Fort Pierce,FL 34946 (YpylighlD1016A•IPaY(Tmsss-FsthDDrLTamhDill,P.E.Pep,Dduaianaphisdommeet,inooyfDrm,isprohihitzlwifhamthe mitten pelnissiaYlremMliaofLYsses-Anthony LTcmhY Ill,P.F. { Job Truss Truss Type Qty Ply ' XRMSCMB2 T01GE Common Structural Gable 1 1 A0065718 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:21 2017 Page 1 ID:ld OOXyyT61Bi—TXoljwHHzefvK-YOddkhYtVraCWm9j3d6GWcLkaXRvt6T3gy7FWszchly 3-5-8 6-9-4 B-1-8 9-5-8 3-5 8 3-3-12 1 4 4 1-0-0 4x4= 6.00 12 2 1.5x4 II 1.5x4 II 3x4 i�'- 3x4 1 3 T T 3x4 4 n 5 Ic� � 8 6 1.5x4 11 3x8— 7 5x6 1.5x4 11 3-5-B B-94 6-f 1-0 8-1-8 3-5-8 3-3-12 0- -12 1-2-8 Plate Offsets KY)— (7:0-3-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.01 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-MP Weight:49 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 3) Truss designed for wind loads in the plane of the BOT CHORD 2x4 SP No.2 truss only. For studs exposed to wind(normal to the WEBS 2x4 SP No.3 face),see Standard Industry Gable End Details as OTHERS 2x4 SP No.3 applicable,or consult qualified building designer as BRACING-TOP CHORD per ANSI/TPI 1.Structural wood sheathing directly applied or 6-0-0 cc 4)Plates checked for a plus or minus 0 degree rotation about its center. BOT C, except end verticals. 5)Gable studs spaced at 2-0-0 cc. ROT CHORD 6)This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 6-0-0 cc bracing. chord live load nonconcurrent with any other live MiTek recommends that Stabilizers and required loads. cross bracing be installed during truss erection,in 7)•This truss has been designed for a live load of accordance with Stabilizer Installation guide. 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS. (lb/size) bottom chord and any other members. 9 = 212/0-3-8 (min.0-1-8) 8)Provide mechanical connection(by others)of truss 7 = 451/0-3-8 (min.0-1-8) to bearing plate capable of withstanding 100 lb uplift at Max Horz joint(s)except(jt=1b)9=430,7=833. 9 = -147(LC 4) Max Uplift 9 = 430(LC 4) LOAD CASE(S) 7 = -833(LC 5) Standard Max Grav 9 = 228(LC 10) 7 = 466(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-180/311,2-3=-196/323, 1-9=-212/340 BOTCHORD 7-8=-136/278 WEBS 3-8=-377/242,3-7=-356/493, 4-7=152/312 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 9ca6r-flats n,!,el!¢renev ne'lliggf 1l0i4S�,L`i�i[Ifl1111056rOSW➢Gli i7S?OYt-{WH�t([W8!ELrtYGTMn IMa Gvp�9m ui nlu6,mti,lmth,ip NneiPP7;'sillt/ttiar l.rul,4lS.ITsms15!,lrelut mt Ce4u�e+rcesEfelm6e f[qul[ wT,c ,ro,!tnlauadnateovkatsaresgmaE,l�Y(u.sr,ae7e ;e!,�m�rurgwnm,vrm,a!aF ww■�a„gnnxannranstrgdmewrxrm:a,raenarreedr.nttnr.rdW+ma�au �rw�wcmnlrer AnthonyT.TombollI,P.E. ■hiligD ?—mend rA.111WO.Njadu..a,un�nedpi1rd dbI;!j(nf ga.�nenamNn!u;,n!¢emrai>2rsarrnaw,■anll.r[!aflmaldnamg■e■Ie:uRar.arm!:o-ma.yrsay.,�q,.�!w.■;r.■a,s;dilimn>!■!nurtrd 80083 ' narar�go:,�!■e6aMSR.loam!tlaauarggaanl,W!mmap:a!rnaalnahgSar6epaa,Ddro.'zmm;rul 1,11nrrr:■axr•amn■:!am�a�a:a.mlt�a!:mn,r■ma,■raa,a4u,!,osge,rm,n!�ar�■mim,:uQ+a�n,.an, sap,m,r!nxarya:xrtaaroeearnumr yc�rve,mm�amare,oaorauan:al,rmmrrwyoanr.!;nr�w.pinuranrMl�urrg.zlinrmraaarexammatudnmt o4515CLudeBlvd. • � Fort Pierce,FL 34946 (aprrighr9 tQlbAd roafTmsses-ActhoorLTomhnIll,P.E,Repaodoatianclthisalum©eot,inanyhrm,ispmhZiladwu6aart6e■ainenpemissiantre®A-I raatTnsset-ArthanyLTam�o@,P.F. JANUARY 17, 2017 TYPICAL HIP/KING JACK CONNECTION STDTLOI -- ..; :f CORNERSET GENERAL SPECIFICATIONS -- -- = MAX LOAD: 55 psf Roof Load, 175 mph, ASCE ={ 7-101 Exp. B, C up to 60' Mean Roof Height - and Exposure D up to 30' Mean Roof Height. JAAF A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 Attach King Jack w/ (3) 16d Toe 772409-1010 Nails @ TC &24" Strap w/(6) 1 Od x 1.5" ea. end @ BC Attach End Jack's Attach Corner Jack's w!(4) 16d Toe Nails @ TC � w/(2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC 2 BC (Typ) 0 [ r` ttach Corner Jack's / (2) 16d Toe Nails @ TC & BC (Typ) ::: �mklE7wt>firys.'d7aaitd'.11tC.TASES{stllNl&k'LEE;�4[tONTCaSd4tt?it(t<^.Ed'ji:dlJatt?ehEii'ix¢.toil kup,>•:�.wsddroin4sa�sL�si Y.sYn¢x'tdfrss§3+aa3dn¢eT pie.si,JsiLris[as�,c& eLa,sEs�lfrjam:32 neryi[4nyieuecncsq¢saad}�eruM tgasxt,segaseQ.b&min3PQ't't t:.Imt ? tsl edi mLti+elhd ttu�aat[ui�ga�wkwbk�y Anthbb T.7omt Iil Pe dd iQ"avirmsraifxk�gi��ndwbfryil¢ag+mae+'�s�2arzte�6¢ix6u"ed 4egse,"mlasn&IIil�ti,mllttl�laxlA�'fa,}�ul l[I1 LngpadatxP.bslm}�IiHad?e�'m,�Lfa36f"1. oa aml;�un2�:�iq'uRsihnztanea7d .$DD$3 f. � iWma.tupaiud iia L3wss dand�addapsssidadj tw;dda 61:3ds�w+diirffeuecxi"c.l'''P'65sidl+ECdStC1¢ese4in�dhrgnedpli%a 7rilttsnq:n=pses uvd C:xsd're mst 3�¢tmi&an adLne'f�wade�an u-Zz �4i SC 116e ON i F')ta.�1,dt�stdtjl�ta3'a tal.^'^'l ld l[9a SDP�'�.;Fgt)l9SSktbt dlyv..IC�"�:6tts'dsj Qlfn[4n{;k'dl dij!¢dka}��a�.{:�Qt".Cd4. Akt}d�E•dP Tila rc t Pence Fg 34945 V•� ;[s fifgkt�101dAIkwETsasus,Ai6aapkTomboll�PE,kr�cd.aiaaatrhisdw.umao,taaa}*tarsq,isgr�tz4grA�abon3FertitlanparacssiazfiimA�lRoo}Lasses;katkespT7a.Sa111 PG,,;t,„;;;,,,;;, ,,,,,,,,, ,,,,,,,, ,,,,,,,,,,,,,,,;,,,,,,, January 17, 2017 TYPICAL HIP/KING JACK CONNECTION STDTL02 MIAMI-DADE CORNERSET SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height an d Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772400-1010 Attach King and End Jack. w/(1) HJC26 Hanger on BC. Attach King and End Jack's w/(1) LSTA1 2 Twist Strap @ TC w/(10) 1 Od Nails Min. Per Strap and (3) 16d Toe Nails Attach Corner Jac S w/ (1) LSTAI'2 Twist Strap @ C and BC (Typ)w/(110) 1 Od NOTE: IN ADDITION TO STRAPPING 2 Nails Min. Per Strap TOENAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE 9 FOLLOWING SCHEDULE: 2X4: (2) 16d Toe Nails 2X6: (3) 16d Toe Nails LSTA12 TWIST STRAP W/MIN. (10) 10d NAILS (SEE MANUFACTURER'S RECOMMENDED CONNECTION JACK/CORNER JACK(TYP.) - HIP OR KING JACK (TYP.) NOTE:CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6-2321.7 PROVIDING METAL STRAPPING(FLORIDA APPROVED PRODUCT)TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN IHVHZ ....... ....... ........ z . .... ..........T!1*� =1'2'2""W zz bo P VT.,T. .. _ 8 " z�Zzmn36, _Zz z ...... Z, ed Z �zz z z z z z z z t z z z z z 4; i�ioiA............................. .. FL 6 ZZZ i. FEBRUARY 17,2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 'IIr' P ' HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48' �€ (SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH �.; (4) - 16d NAILS, AND ATTACHED TO TRUSSSES @ BLOCKING WITH (5) - 10d COMMONS. 24' O.C. NAIL DIAGONAL BRACE TO --- ----�—' PURLIN WITH TWO 16d NAILS. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. = 2X4 PURLIN FASTENED TO FOUR FORT PIERCE,FL 34946 772-409-1010 TRUSSES WITH (2) - 16d NAILS 1' - 3' MAX. \ EACH. FASTEN PURLIN TO BLOCKING \ W/ (2) - 16d NAILS (MINJ. PROVIDE 2X4 BLOCKING BETWEEN ' DIAG. BRACE THE TRUSSES SUPPORTING THE AT 1/3 POINTS BRACE AND THE TWO TRUSSES ON IF NEEDED EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH END. ATTACH \ \ DIAGONAL BRACE TO BLOCKING WITH IT IS THE RESPONSIBILITY OF THE BLDG. \ (5) - 10d COMMON WIRE NAILS. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT \ TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT :OF PLANE LOADS THAT MAY RESULT FROM +�; ,^i. w _; _ ,,. N ,• THE BRACING OF THE GABLE ENDS. ENO WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE *. INLAYED URAL OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. TRUSS METHOD 2: ATTACH,2X- SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WINO SPEEDS 120 MPH (ASCE 7-98„ 02; 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 q MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM). MAXIMUM STUO'LENGTHS ARE LISTED ON PAGE 1. ALBRACING METHODS SHOWN ON PAGE 1 ARE VALID Z AND ARE TO BE FASTENED TO THE SCABS ❑R VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STUD STRUCTUAN 'ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TR MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYEO STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS FEBRUARY 17,2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL Iw THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ....-......-....-=-- ............ -- . ASCE 7-99, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL A-1 ROOF TRUSSES ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 4451ST.LUCIE BLVD. LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. FORT PIERCE,FL 34946 772-409-1010 NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 3' X REFER TO ACTUAL TRUSS DESIGN DRAWING FOR 8' TEE-LOCK MULTI-USE CONNECTION PLATES SPACED 48' ADDITIONAL PIGGYBACK TRUSS INFORMATION. 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' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 3' X 8' TEE-LOCK MULTI-USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) TT td TT SPACE PURLINS ACCORDING TO THE 'MAXIMUM SPACING ON THE TOP CHORD OF THE BASE BASE TRUSS TRUSS (SPACING NOT TO EXCEED 24' O.CJ A PURLIN TO BE LOCATED AT.EACH BASE TRUSS JOINT. REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. 1 i FEBRUARY 17,2017 TRUSSED VALLEY SET DETAIL-SHEATHED STDTL05 ...... .."` GENERAL SEPCIFICATIONS: �I 1. NAIL SIZE = 3' X 0131' = 10d ww�I �j 2. WOOD SCREW = 45' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL 'A'. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS - 01. A-1 ROOF TRUSSES 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 4451 ST.LUCIE BLVD. GABLE ENO, FORT PIERCE,FL 34946 COMMON TRUSS, OR 772-409-1010 GIRDER TRUSS i I---11 -- 1-_-1 --71--- -- ---T-- 1---1 I II II II 11 II It II 11 II II 11 II 11 II �I jl I I 11 II 11 II 11 II 1, I, II 11 11 11 ,1 ,1 1� II 11 II It.it 11 11 II II Ij II 11.' II 1j 11 11 11 II II 11 II I, II II VALLEY TRUSS II ,I BASE TRUSSES (TYPICAL) ' GABLE END, COMMON TRUSS, OR P F2 VALLEY TRUSS GIRDER TRUSS (TYPICAL) VSEEAIL 'A'(TYP.) ,i 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 SECURE VALLEY ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 TRUSS W/ ONE ROW CATERGORY II BUILDING OF 10d NAILS G' O.C. EXPOSURE C 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. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4' X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A FEBRUARY 17,2017 TRUSSED VALLEY SET DETAIL STDTL06 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3' X 0.131' = 10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. DO NOT USE DRYWALL OR DECKING TYPE SCREW. 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE ter: PER DETAIL 'A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING A-1 R60F TRUSSES EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY 4451 ST.LUCIE BLVD. GABLE END, TRUSS SPACING. FORT PIERCE,FL 34946 COMMON TRUSS, OR 6. NAILING DONE PER NOS - 01. 772-409-1010 GIRDER TRUSS 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. II II 11 II 11 11 II 11 Ij Ij � 11 II II II II 11 II II jl jl I I II II II II II II I I 1, Ij 1� II II 11 11 II II I I 11 II II II I I ' 1, 11 II II II 11 II II 11 II 11 11 �I ii 'I li II VALLEY TRUSS II BASE TRUSSES (TYPICAL) lu GABLE ENO, COMMON TRUSS, OR p 12 VALLEY TRUSS GIRDER TRUSS (TYPICAL) i SEE DETAIL 'A' BELOW (TYPJ WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND ❑ESIGN PER ASCE 7-10: 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 SECURE VALLEY CATERGORY II BUILDING EXPOSURE C TRUSS W/ ONE ROW WIND DURATION OF LOAD INCREASE: 1.60 OF 10d NAILS 6' O.C. MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' D.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS3 (1/4' X 3') WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. i - TRUSSED VALLEY SET DETAIL FEBRUARY 17,2017 HIGH WIND VELOCITY ;.STDTL07 'NOTE: VALLEY STUD SPACING NOT is TO EXCEED, 48. O.C. SPACING. rrrt - �i - - �s - A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772-409-1010. 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 CATERGORY II BUILDING ' EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 'PSF. MAX SPACING = 24' O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE .DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' — 10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF—S SPECIES LUMBER. CLIP MAY BE APPLIED TO THIS NON—BEVELEO FACE UP TO A NON—BEVELED BOTTOM CHORD - MAXIMUM 6/12 PITCH BOTTOM CHORD 00 FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MUST BE APPLIED . TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) C FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08 VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL TYPICAL 2X4 L-BRACE BRACE ..�.; NAILED TO 2X4 VERTICALS VERTICAL NAILS �.R; W/IOd NAILS, 6' O.C. 16d NAILS STUD SPACED 6' O.C. (2) 10d NAILS INTO 2X6 2X6 SP OR SPF #2 SECTION B-B 2X4 SP OR A-1 ROOF TRUSSES -- SPF #2 4451 ST.LUCIE BLVD. TYPICAL HORIZONTAL FORT PIERCE,FL 34946 BRACE NAILED TO 772409-1010 TRUSS GEOMETRY AND CONDITIONS W/(4)VERTICALS R1 dANAILS SHOWN ARE FOR ILLUSTRATION ONLY. SECTION A-A DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN A Q VARIES TO COMMON TRUSS THE FIRST TWO.TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO A BLOCKING WITH (5) - 10d NAILS (4) 8d NAILS MINIMUM, ROOF B 3X4= PLYWOOD SHEATHING TO SHEATHING 2X4 STO SPF BLOCK *DIAGONAL BRACING **L - BRACING REFER / REFER TO SECTION A-A TO SECTION B-B 24' MAX.---�—►� / NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2) - lOd 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / 4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C. / TRUSSES @ 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' D.C. G. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED G' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' D.C. ATTACHED THE MIOSPAN OF THE LONGEST GABLE STUB. ATTACH TO VERTICAL GABLE _ TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A-A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. TO BLOCKING WITH (5) - 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A-A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. ENO WALL MINIMUM STUD STUD WITHOUT 2X4 DIAGONAL (2) DIAGONAL SIZE SPECIES SPACING BRACE L - BRACE BRACE BRACES AT AND GRADE I 1 1 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP#31 STUD 12'O.C. 3-8-10 5-0-11 6.6-11 11-1-13. 2X4 SP#31 STUD 16'O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP#31 STUD 24'O.C. 2-5-6 3-11-3 54-12 B-1-2 2X4 SP#2 17 O.C. 3-10-15 5.6-11 6-6-11 11-8-14 2X4 SP 42 16'O.C. 3-0-11 4-9-12 6-0-11 10.8-0 2X4SP#2 24'O.C. 3-1-4 3-11-3 1 6-2-9 1 9-0-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I-BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS G' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. T-BRACE / I-BRACE DETAIL FEBRUARY 17,2017 WITH 2X BRACE ONLY STDTL09 NOTES: T-BRACING / I-BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I-BRACE MUST COVER SOX OF WEB LENGTH. �i ---- THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. �I err A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772409.1010 NAILING PATTERN BRACE SIZE FOR ONE-PLY TRUSS T-BRACE SIZE NAIL SIZE NAIL SPACING SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. WEB SIZE 1 2 NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I-BRACE (ON 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE TWO-PLY TRUSSES NAIL TO BOTH PLIES) 2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE BRACE SIZE FOR TWO-PLY TRUSS NAILS SPECIFIED CONTINUOUS ROWS OF k LATERAL BRACING WEB SIZE 1 2 } 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE SPACING } � 2X6. 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE -V -A WEB T-BRACE / I-BRACE MUST BE SAME SPECIES -A AND GRADE (OR BETTER) AS WEB MEMBER. } } T-BRACE NAILS NAILS WEB NAILS WEB I-BRACE T-BRACE SECTION DETAILS y FEBRUARY 17,2017 LATERAL BRACING RECOMMENDATIONS STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE �s TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST.LUCIE BLVD. FORT PIERCE,FL34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772.409.1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND'PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0131' X 3') NAILS (0131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 31 BLOCKING BEHIND THE VERTICAL ATTACH 2X4 VERTICAL WEB IS RECOMMENDED WHILE TO FACE OF TRUSS. ATTACH TO CHORD NAILING THE STRONGBACK FASTEN TO TOP AND WITH (2) #12 X 3' BOTTOM CHORD WITH WOOD SCREWS (2) - 10d NAILS (0131' (0.216' DIA.) X 3') IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0131' X 31 EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' - 0' WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) r THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). 4 FEBRUARY 17,2017 LATERAL TOE-NAIL DETAIL STDTL11 NOTES: j 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST.LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE,FL 34946 7724109-1010 - TOE-NAIL SINGLE SHEAR VALUES THIS DETAIL IS ONLY APPLICABLE TO PER NOS 2001 (LB/NAIL) THE THREE END DETAILS SHOWN BELOW. DIA SP OF HF SPF SPF-S IVIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J ;n .162 108.8 99.6 86.4 84.5 73.8 ri SIDE VIEW (2X3) 2 NAILS .128 74.2 67.9 58.9 57.6 50.3 � NEAR SIDE Z o .131 75.9 69.5 60.3 59.0 51.1 J NEAR SIDE in .148 81.4 74.5 64.6 63.2 52.5 N M VALUES SHOWN ARE CAPACITY PER TOE-NAIL. SIDE VIEW SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X3) 2 NAILS EXAMPLE: I NEAR SIDE NEAR SIDE (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: NEAR SIDE NEAR SIDE 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (OOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30' TO 60' 30' TO 60' 30' TO 60' 45.00° 45.00' 45.00' FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12 TOE-NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 O s` J .135 60 48 33 30 20 A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 162 72 58 39 37 25 FORT PIERCE,FL 34946 772-409-1010 J 2 .128 54 42 28 27 19 Z z .131 55 43 29 28 19 W J .148 62 48 34 31 21 J N a r� - Z .120 51 39 27 26 17 THIS DETAIL SHALL BE USED FOR A CONNECTION Z .128 49 38 26 25 17 RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER 0 IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. J .131 51 39 27 26 17 .148 57 44 31 28 20 M NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO AS SHOWN. 2. THE ENO ❑ISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 133 (OOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING ❑ESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *t* USE (3) TOE-NAILS ON 2X4 BEARING WALL �xr USE (4) TOE-NAILS ON 2XG BEARING WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY NEAR SIDE NEAR SIDE 30' TOP PLATE OF WALL L X7"IV' NAIL 1-/ .25' NAIL FAR SIDE 1-3/16' FOR 3.5' NAIL SIDE VIEW END VIEW t FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS A-1 ROOF TRUSSES 4 ST.LUCIE FORTRT PIERCE,FL 34946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 494 772409-1010 7-10, 29'-0" Mean Height, Exp. B, C or D. 2� 7-----�,2x4 SP No. .2 Min o° d° o° 1 .5 x 4 o° 2x2 SP No. 3 1 .5 x 4 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 FO EXTERIOR FLAT GIRDER TRUSS : A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 12 FORT PIERCE,FL 34946 772409-1010 VARIES (4) 12d TRUSS 2411 O.C. (4) 12d MAX 3011 (2'-611) UPLIFT CONNECTION (SEE ROOF TRUSS) 2x6 #2 SP (Both Faces) 24" O.C. EXTERIOR FLAT SIMPSON H5 GIRDER ► vY ur,gyp t;e�F raa si e�3 m�ti sYr�s�uas t:a s cn�m .Ea nryo ima gr., nw.il�naw T iro�m ,pe�......gr t nRresa�r s� «n usrwuu Ya mt a T-. .... pra�up�ammt ,�d6raVaashaa,�s�r rus:�lq�;r 3rddw*� e.,�a .ptarsF w y=y�grr+�� =s t �tts�r��a�titfepma e<vcc�p�Pt4tia�,� ems,P'�a"�'°'�'°�=7': MthanYTT;�m'�aIA;;P;E,:::: 'eteig�rositr ,tiizgn eu+r�dji+r:E.m,aeG; xawud.tuf;s.ts�ry"euge tdiirnad�a Br.W IK'Nietm(wfq�intir4 fh4mrdd�P.Sd igDrldn N6eG 5id+�.4E*a'#.*m kVb�nad6ical fvSb aus,maGr F.. ,:;:80093..:.. .... �, e.w4d�ee�y,,acrsX J.i a,e.tbmuaofbi�ee.,oag�ceirsd5,t�:a��aec5ir.6c.m3g'e;ras�sMC�ss sxl d,:rd?n,n die Lx7emerx.n a�-cisdaa'e;a n _.S _,... .�,r.�:eeeasatr±G�z2;el+cffia.r..,yepr t.N;tsei onq,[gn-nW be euny.trape, t stm asgri.cev,tmnp:Wa�R.�din nef3iemt .. r w?Stiu[ns�,igaeNt=n:Yam..w.ii+;. .4dst t tu..le Bt'vd, w FrnF Qiertet Fl;:$i5tff ' ('rti 1�yp16�11 fau(freiw AaiS=sthcoliGPC:Ke rcdrr�nuli£ri dpcaaear rap"'famr.ls rokkte(rtdamfheKi lea nst untran�l[nclTntfet;A�Aca T:Iem6all Pf; � "" F FEBRUARY 17,2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS,AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES .... TOTAL NUMBER MAXIMUM FORCE (LBS) 157 LOAD DURATION ....._. OF NAILS EACH ��- X SIDE OF BREAK (INCHES) SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320• 1980 1352 2028 A-1 ROOF TRUSSES 4451ST.LUCIE BLVD. 26 39 30• 2194 3291 2007 3011 1697 2546 1738 2608 FORT PIERCE,FL 34946 772409-1010 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 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO 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 �1N I BREAK �yQl 3 4L •lOd NAILS NEAR SIDE +10d NAILS FAR SIDE y! rtid TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 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 APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. s FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16 �i A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF IOd COMMON WIRE NAILS (148' ❑IA. 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 FOR PLATE SIZES AND LUMBER GRADES d a RI�11�1l� .- A-1 ROOF TRUSSES A.FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled,installed and braced in accordance to the following standards:ANSI/TIP 1-2007; WTCA 1-1995—"Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 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 ^N L. S P STRUCTURAL CONNECTORS A MITek'Company Hangers Allowable Load(Ibs) DF-L/SP LSL LVL PSL SPF I-JOIST LISP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T1 JUS24 1881, 655 750 820 510 - - (4)-10d(Header) FL821.39, (2)-10d(Joist) 11- 0510.01, RR 25779 LUS14 670 765 825 490 - - - _ _ (4)-10d(Header) (2)-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)-10d(Joist) T3 MSH422 1831, 2025 2025 2025 (22)-10d(Face-Face Max Nailing) FL822.36, (6)-10d(Face-Top Max Nailing) 08- (6)-10d(Joist-Face Max Nailing) 0303.06, (6)-10d(Joist-Top Max Nailing) RR 25836 (4)-10d(Top-Top Max Nailing) 13116-R THA422 2245 2245 2245 - - - - - _ (6)-16d(Carried Member-Face Mount) (6)-10d(Carried Member-Top Flange) _ (22)-16d(Face-Face Mount) (2)-16d(Face-Top Flange) (4)-16d(Top-Top Flange) THAI422 1835 1835 1835 - - - - - _ (2)-1ad x 1-112 or 2-10d x 1-112(Carried Member) (10)-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 1-112(Carried Member-Max Nailing) (20)-16d x 1-112(Carrying Member) (10)-16d x 1-112(Carrying Member-Max Nailing) s•' i+ A M u S P STRUCTURAL. CONNECTORS° A MITeW Company Hangers Allowable Load(lbs) DF-L/SP LSL LVL PSL SPF I-JOIST LISP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule 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) HTU26-1 2940 3340 3600 2175 - - - - _ (20)-10d(Carried Member-Max Nailing) (20)-16d(Carrying Member-Max Nailing) T6 THD28 1781, 3865 3965 3965 2330 (28)-16d(Face) FL13285.35, (16)-10d x 1-1/2(Joist) 06- 0921.05, RR 25843 HTU28 3820 4340 4680 2140 - - - _ _ (26)-10d x 1-112(Carried Member-Max Nailing) (26)-16d(Carrying Member-Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 (28)-16d(Face) FL13285.35, (16)-10d(Joist) 06- 0921.05, RR 25843 13116-R HHUS28-2 4210 4770 5140 2000 - - - - _ (22)-16d(Face) (8)-16d(Joist) HTU28-2 3820 4340 4680 3485 - - - _ _ (26)-10d(Carried Member-Max Nailing) (26)-16d(Carrying Member-Max Nailing) T8 THD46 1781, 2540 2920 3175 2285 (18)-16d(Face) FL13285.35, (12)-10d(Joist) 06- 0921.05, RR 25843 13116-R HHUS46 2790 3160 3410 1550 - - - - _ (14)-16d(Face) (6)-16d(Joist) u � STRUCTURAL CONNECTORS° A MOW Company Hangers Allowable Load(Ibs) DF-L/SP LSL LVL PSL SPF !-JOIST LISP 1 160% 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 2DOD - - - _ _ (22)-16d(Face) (8)-16d(Joist) T10 THDH26-2 1881, 3915 4505 4795 2235 (20)-16d(Face) FL821.75, (8)-lOd(Joist) 06- 0921.05, RR 25779 13116-R HGUS26-1 4355 4875 5230 2155 - - - _ _ (20)-16d(Foce) (8)-16d(Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 (20)-16d(Face) FL821.75, (8)-10d(Joist) 06- 0921.05, RR 25779 HGU526.3 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 HGUS28.2 7460 7460 7460 3235 - - - _ _ (36)-16d(Face) (22)-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) O Of x _i USP STRUCTURAL CONNaECTO ^'Ah" A MOW Company Fastener Comparison Table 441%;0 Connector Schedule Group Label LISP Stock No Required Fasteners Reference No Required Fasteners (4)-10d(Header) (4)-lod(Header) T1 JUS24 LUS24 (2)-10d(Joist) (2)-lod(Joist) (4)-30d(Header) (4)-lod(Header) - T2 JUS26 LU526 (4)-10d(Joist) (4)-lod(Joist) (22)-30d(Face-Face Max Nailing) (6)-16d(Carried Member-Face Mount) (6)-10d(Face-Top Max Nailing) (6)-16d(Carried Member-Top Flange) T3 MSH422 (6)-lod(Joist-Face Max Nailing) THA422 (22)-16d(Face-Face Mount) (6)-10d(Joist-Top Max Nailing) (2)-16d(Face-Top Flange) (4)-10d(Top-Top Max Nailing) (4)-16d(Top-Top Flange) (18)-16d(Face) (11)-10d x 1-112(Carried Member) (12)-10d 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)-10d(Joist) (6)-16d(joist) (28)-16d(Face) (16)-10d x 1-112(Carried Member-Max Nailing) T6 THD28 HTU28 (16)-lod x 1-1/2(Joist) (26)-16d x 1-112(Carrying Member-Max Nailing) (28)-16d(Face) (22)-16d(Face) T7 THD28-2 HHUS28-2 (16)-10d(Joist) (8)-16d(Joist) (18)-16d(Face) (14)-16d(Face) T8 THD46 HHUS46 (12)-10d(Joist) (6)-16d(Joist) (28)-16d(Face) (22)-16d(Face) - T9 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) 6 s STRUCTURAL CONNECTE?W A MiTek. Company t v JUS24 JUS26 MSH422 A Yk i y�,' TH D26 TH D26-2 TH D28 % 3 '� �,+ f% ,✓ear" Foe` r a r e O r TH D28-2 TH D46 TH DH 26-2 r \q5 + r ^^{{ a THDH26-3 THDH28-2 THDH28-3 REPAIR REQUESTS 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. 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