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Home My WebLink AboutTruss Drawing 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 77209-1010 FX: 77 d9-1015 www.A1 u'ss.com 1"Hu its AFL0R'IljAC';P( 'AnON. TRUSS ENGINEERING BUILDER: RENAR PROJECT: MORNINGSIDE Fa -COUNTY: ST LUCIE CS L T/BLK/MODEL: LOT:6 / BLK:5 / MODEL:CAYMAN 1763 / ELEV:B3 / MORENO JOB#: 70065 L MASTER#: XRMSCMB3 OPTIONS: STANDARD t ::::::,;; .. ,,,, „ Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A 1 0U :These truss designs rely on lumber values established by others. iiiz :TRUSSES AFLORIDACORPORATION :ii RE:Job XRMSCMB3 A-1 Roof Trusses 4451 St Lucie Blvd • Fort Pie'rce,FL 34946 Site Information: 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: FBC2014fTP12007 Design Program: MiTek 20/20 8.1 Wind Code:ASCE 7-10 Wind Speed: 160 MPH---- Roof Load:37.0 psf Floor Load:0.0 psf This package includes-126 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 61 G15-31.003,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 A0126553 A01 10/13/17 13 A0126565 B04 10/13/17 25 STDL01 STD.DETAIL 10/13/17 2 A0126554 A02 10/13/17 14 A0126566 B04GE 10/13/17 26 STDL02 STD.DETAIL 10/13/17 3 A0126555 A03 10/13/17 15 A0126567 C01G 10/13/17 27 STDL03 STD.DETAIL 10/13/17 4 AO126556 A04 10/13/17 16 A0126568 CO2 10/13/17 28 STDL04 I STD.DETAIL 10/13/17 5 A0126557 A05 10/13/17 17 A0126569 CO3 10/13/17 29 STDL05 STD.DETAIL 10/13/17 6 A0126558 A06 10/13/17 18 A0126570 C04GE 10/13/17 30 STDL06 STD.DETAIL 10/13/17 7 A0126559 A07 10/13/17 19 A0126571 C05 10/13/17 31 STDL07 STD.DETAIL 10/13/17 8 A0126560 A08 10/13/17 20 A0126572 CA 10/13/17 32 STDL08 I STD.DETAIL 10/13/17 9 A0126561 A09GE 10/13/17 21 A0126573 EB2 10/13/17 33 STDL09 STD.DETAIL 10/13/17 10 A0126562 B01GE 10/13/17 22 A0126574 HJ2 10/13/17 34 STDL10 STD.DETAIL 10/13/17 11 A0126563 B02 10/13/17 23 A0126575 J2 10/13/17 35 STDL11 STD.DETAIL 10/13/17 12 IA0126564 I B03 10/13/17 24 IA0126576 I T01GE 10/13/17 L 36 STDL12. STD.DETAIL 10/13/17 The truss drawing(s)referenced have been prepared by MiTek Industries,Inc.under my direct This item has been electronically signed and sealed byAnthony-rornbo III.P.E., suoervision based on the Darameters provided by A-1 Roof Trusses.Ltd. on 10;13117 using a digital signature: Truss Design Engineer's Name: Anthony Tombo III Printed copies o(this dooument are not consderel.signedandsealed-The signature mustbe verified on any,etectromccopies. My license renewal date for the state of Florida is February 28,2019. NOTE:The seal on these drawings indicate acceptance of professional tAlteBd@g� engineering responsibility solely for the truss components shown. �84i the suitabilityand use of components for an articular building k�' �'° •°ii°r'• 0. p any g is the responsibility of the r e building designer,perANSI1TPI-1 Sec.2. �4® "+g �.�• �d�„'_ The Truss Design Drawing(s)(fDD[s])referenced have been prepared based on the ;q,� construction documents(also referred to at times as'Structural Engineering Documents) � *' IN4 provided by the Building Designer indicating the nature and character of the work. m + ✓ '7..� The design criteria therein have been transferred to Anthony Tomho III PE by[Al Roof p ° i ::� �t °Trusses or specific location]. These TDDs(also referred to at times as'Structural t.... � j� � Engineering Documents)are specialty structural component designs and may be part of the ¢Wvskmd project's deferred or phased submittals. As a Truss Design Engineer(i.e.,Specialty r-'erree An!h qyT T m s Engineer),the seal here and on the TDD represents an acceptance of professional Anthony .Tombo,¢III owndeY w� y r �s Fro be,c us �Q p, engineering responsibility for the design of the single Truss depicted on the TDD only. The e r �•„gym aoa �Q • arm+° $� " Building Designer is responsible for and shall coordinate and review the TDDs for t °1 °''t°"159pdA 840 i1� compatibility with their written engineering requirements. Please review all TDDs and all r {� i III,P.E. �t1 ��QI)�ISl4 related notes. zz BBG`' 210t);0000004G1287.Dt ._............. Page 1 of 1 } Lumber design values are in accordance with ANSIfTPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRU55E5 A FLORIDA CORPORATION RE:Job XRMSCMB3 No. Seal# Truss Name Date 37 STDL13 STD.DETAIL 10/13/17 38 STDL14 STD.DETAIL 10/13/17 39 STDL15 STD.DETAIL 10/13/17 40 STDL16 STD.DETAIL 10/13/17 Page 2 of 1 Job Truss Truss Type Qty Ply XRMSCMB3 A01 Roof Special 3 1 A0126553 Job Reference o ti LI) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:46 2017 Page 1 I D:ld—OOXyyT61Bi_TXoljwH HzefvK-sLR?p2XP8t?dA11NBtCOx17M2yYKWfwTW42HZ1 yTsHR 1 7-3-8 11-10-10 19-0-0 IN 0 4 32-1-9 38-0-0 9-4- 4 7-3 8 4-7-1 7-1 6 6-0 4 7-1-5 5=10-7 4- 5x10 MT20H� Dead Load Defl.=112 in 6 1.00 2 6 3x6 fi 4x6 T 5x6 5 7 4 5 a. 3x4 W6 1.Sx4 i 3 W g 13 6 W2 14 5x8; Z 1 N � 3x4; 3 9it 9 1 2 "5x8 135 R61 0 3.00 12 11EIJ 17 16 12 US= 4x6= 2x4 I I 2x4 11 5x10= 3x6= 7-3-8 11-10-10 15-6-0 19-1-6 27-10-2 38-0-0 7-3-8 4-7-1 3-7 S 3-7-6 8-8-12 10-1-141 Plate Offsets(X,Y)— [7:0-3-0,0-3-0],[9:0-2-12,0-1-8],[11:0-3-4,0-3-0],[12:0-2-0,0-1-0],113:0-5-4,Edge],[15:0-5-0,Edge],[17:0-2-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.33 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.83 11-12 >551 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.47 9 n/a n/a BCDL 10.0 Code FBC2014/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=-13751818,15-17=-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=-529/731 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 Raw at midpt 11-13,7-11 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; MiTek recommends that Stabilizers and required Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cross bracing be installed during truss erection,in cantilever left and right exposed;end vertical left accordance with Stabilizer Installation guide. exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise REACTIONS. (lb/size) indicated. 2 = 1484/0-7-10 (min.0-1-15) 4)Plates checked for a plus or minus 0 degree 9 = 1479/0-7-10 (min.0-1-14) rotation about its center. Max Horz 5)This truss has been designed for a 10.0 psf bottom 2 = -33(LC 5) chord live load nonconcurrent with any other live Max Uplift loads. 2 = -1017(LC 4) 6)'This truss has been designed for a live load of 9 = -1006(LC 5) 20.Opsf on the bottom chord in all areas where a Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 1616 LC 10 bottom chord and any other members. 9 = 1609(LC 9)) 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1017 lb uplift FORCES. (lb) at joint 2 and 1006 lb uplift at joint 9. 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=-1185/2331,4-15=-167/356, 14-15=-1940/4032,13-14=-1061/2921, 6-13=-966/2217,9-11=-1 364/2452 WEBS 3-17=-1375/818,15-17=-1375/2714, 3-15=-661/1555,4-14=-850/694, 11-13=-1384/2883,7-13=0/449, 7-11=-1069/567,8-11=-407/459, Herier-Fle.srcl k¢re.icsGe'LI IO:f ilCie3;5°dII';,iI67ll It17156411011LfS(OSFCYi"rC}:Y}t(LE96rtRiRlP hm h:d{h:ip'—ft-1 rzc1.1nth Int" pCrtyer(IC7)aa9LLe 48wri.luk®:lLre!es>n Stniteleers:.Ce1.-n e"a.iuntrnRe RC,edr wT,ttsaeeelleln shdlks=-el�,ee Tlsoh,gt L.T-Ossrphrs>£x[�,tpmerhr!airs:sm�as,rro;:gasunmeegnaedn:rnt:vu,!u xogr•.:navla�r�:�c/es el�snperm:lereeai,rLtgedr.mn mLla:leep m�aren!arnr��ecsti>31ear Anthony T.Tambo III,P.E. n{aedh,Tus,b,,gWK,jIsle ngnsaldfdla Over,trnC.neisod.md gemnn:Ssi!fml W�ye,mle eededdlie�le l6 ee/ra le¢Ibilligmtae lrl 1.Tle epmddfielCO rt{¢rfi:llnedle T+,s,hdsturineTay s!age;hshCelanrknal s4dlte�ngmiWiryd =80083 ' Ie GTCarC!si�xral Ga±eid.goal's sdrdkMDO nlle Juri[nalp!dernndlel.CSqtrpts!fa!eghfiraehn(IlSpldfi.hllrrrl nlSrGee,drnul d:ryrd pil:se.iffllBnes@e,esrnu47aes nl nfusd�L:,sC:sryes,imsl�:iph},as llrts:Fmhanu,Nsn e8masieF.><flrsreeboiryedepe nncgtedrrk,WIA Its Irr.Cent.him,b€I le rrltigPed ,nLa,cSrNs hrn-e Our Wont.43a11!otsl wmma OW Ttn. 4451 St.Lucie Blvd. (oppig61�1U166-Iiaattmsss-dnt6aori.iam9aIII,P.E Rapsodudi{aal ibis dolomameinaaytoTmeispsohi5ilzdrahau{the,rtmenpermissiao from 41Yao1Tmsss-Anthony i.TumhoW,P.E. Fort Pierce,FL 34- Job Truss Plu ss Type Oty Ply XRMSCMB3 A02 issor 3 1 A0126554 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:46 2017 Page 1 ID:I6d�-0—OOXyyT6 1Bi_TX-oljwHHzefvK-sLR?p2XP8t?dA11N-AB tCOxl7M9yaiWfOTW42HZ1 yTsHR 722 152-911-112 16900 25-0-0 09 11 :0 4 5 TIC 6.00 12 5x6= Dead Load Dell.=7/8 in 5 5x6 T 2 5x6 4 6 1.5x4 2 w 3 1.5x4 3 T 12 1 5x8= 1 0 r; B 14 13 11 10 1 v n 2 8 1� 9 5x6 WB- 3x8 MT20 W2 Eq 3x4 7;�:: 3.00 12 3x4 Z- 1.5x4 I I 1.5x4 11 1.5x4 11 3x8- 3x8= 1.5x4 11 1.5x4 11 3x8 I/ 30-9-15 : 9-10-4 i 19-0-0 27-1-6 2$I12— 31r1-6-7 38 9-10-4 9-1-12 8-1-6 1-0 2 6-1-0-0 Plate Offsets(X,Y)— [2:0-0-5,Edge],[4:0-3-0,0-3-0],[6:0-3-0,0-3-0],[8:0-0-5,Edge],[8:0-4-0,0-5-12],[8:0-1-13,1-3-5] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.35 12-14 >339 240 MT20HS 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 FBC2014/TPI2007 Matrix-MSH Weight:199 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except` T1:2x4 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 or 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) purlins. Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; BOT CHORD Cat.II;Exp B;Encl.,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, f 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 1012 lb uplift 4-5=-3390/1785,5-6=-3390/1785, at joint 2 and 1012 lb uplift at joint 8. 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=-1842/3865,8-10=-2418/4622 WEBS 5-12=-1278/2638,6-12=-963/786, 6-10=-262/633,7-10=-373/445, wr,ky-Flss @mg!¢rerkv fie'l I IO;f IIOL3;'s.'L'0;nt€7ll IittFf 6[ge0II18lS i5S?OY"{Ui`Y11[CFr:G!FL4YEMI'tun InA;(eup p.:dnsred real eat+u @a+rnss Cesi;e Oavuq[fPjaid @r e.6ur r,t.xft©;!r_Ide:nn Siuttdre n:.Celry tmise rtfel n Ce ICg.+d; Iffistnaats).'drssfdl l:nelfar@elreuly rdt AsvLrssesFgk:a{il.fie:nET rfpz:x@essins)T�;rgrt:Nsnrcq�scrdur rrak:sind erSu::+ulroyrcJthM3e/r;yad6e sugk irt5;leieLMnf�iCU.d;,rrin lrLl.rxhv;tuna;Ece,l�hrmlAirt,uitx7W7 Anthony T.Tombo III,P.E. ,d-d[xT br egkiLjisa..nrnsi'rlc;ddr fined G—Avdradgrsn@:k1L,k.",at-4,4A,Q'&M(W1.LrdS,`hgmie.il01.Thgynd dfie IDOntoffia8.ud6,Nak.sd,imsLneloy Aaye,uslil:dmnt hnsr afto to nq.nUigd ?SOD83 I 6sr.efehf.1acdbod'p thedn:'rnksOIstsi"I'A1h1".Noy11teror:4g1,1,311Sa!drlshivdva;l(SAi bstir day nl SSA cv 11.1 6rI--,Mud.T3ives@r nsrnv410es nfbfierdP.:irrssU:sryes,Tn:s k:ry+67ieenlTnss Yndmnu,adess 4451 St.Lucie Blvd. e@ervis:khealrv(nnmgred oink nc-.e 7ilrvmevknlrl lk rraa fieCg+Gj¢n+u[_r@r bdlly;geslrm,vrLasv S;+ka Ev;ke¢t deglv9lig.Al¢jaded lex;me vs da5velkiifl. Fort Pierce,FL 34946 Copyright�7016 9d Raalymsses-Anthony r.Tamho Ill,P.E.Rep odurtior al this document,in ony farm,is psohaited Abut the mitten permission lro®A4 Roof Tmsses-Anthony 1.Tombo 111;P.T. 4 0 Job Truss Truss Type Qty PIY A0126555 XRMSCMB3 A03 Scissor 10 1 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:47 2017 Page 1 I D:ld_0OXyyT6l Bi_TXoliwHHzefvK-KX?NOOX1vB7UoBKalajFUzfX?MwxF6ddkkng6UyTsHQ 14 7-2-1 12-11-12 19-0-0 25-0-4 30-9-15 3Ed-0-0 9-4- 13- 7__1 5-9-11 6-0-4 6-0 4 5-9-11 7'2-1 4- 6.00 V2 5x6= Dead Load Defl.=7/8 in 5 5x6 T 5x6 4 6 1.5x4 W3 3 1.5x4 G 3 2 SB2 7 12 1 W 5x8= 1 B 14 13 11 10 1 v '?l 2 5x6 WB::� 5x6 WB:z: 8 4 o 3x4� 3.00 12 3x4 3x8= 3x8= 9-10 4 19-0-0 28-1-12 38-M 9-10 4 9-1-12 9-1-12 9-10 4 Plate Offsets(X Y)— 12:0-0-5 Edge] [4:0-3-0 0-3-0] [6:0-3-0 0-3-0] [8:0-0-5 Edge] r LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) 'I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 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 1)Unbalanced roof live loads have been considered BOT CHORD 2x4 SP M 30 for this design. WEBS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) OTHERS 2x4 SP No.3 Vasd=124mph;TCDL=4.2psf,BCDL=S.Opsf;h=15ft;, BRACING- Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); TOP CHORD cantilever left and right exposed;end vertical left Structural wood sheathing directly applied or 2-2-0 oc exposed;Lumber DOL=1.60 plate grip DOL=1.60 ROT CHORD purT 3)Plate(s)atjoint(s)4,5,6,10,7,14,3,2 and 8 checked for a plus or minus 0 degree rotation about its ,Rigid ceiling directly applied or 4-7-7 cc bracing. center. MiTek recommends that Stabilizers and required 4)Plate(s)atjoint(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 tiREACTIONS. (lb/size) loads. 2 = 148210-7-10 (min.0-1-13) 6).This truss has been designed for a live load of 8 = 148210-7-10 (min.0-1-13) 20.Opsf on the bottom chord in all areas where a Max Horz rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = -33(LC 5) bottom chord and any other members. Max Uplift 7)Bearing at joint(s)2,8 considers parallel to grain 2 = -1012(LC 4) value using 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 ofwithstanding 1012 lb uplift FORCES. (lb) at joint 2 and 1012 lb uplift at joint 8. 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=-959/779, 6-10=-254/625,7-10=-373/464, 4-12=-960/780,4-14=-256/625, 3-14=-374/465 ra,;,1-ass,nm�rirRne.neAlrarnoisrsn!al.araulfuueencm<ssrasrnu,-wrrlureosrt�unrnrerrateesl�lscans„oadwnuacrRmr„ir,mc.�P[o;man,enmrr.rRt.m:rtraernas�ma,w re„:.kr.ir,se,em@emo.mr Po1,taxrrffrrWss�lk,setiu@e1Ce@lesdt lreinssOa. Gleeairx,'.ieasMFrriw_4n:sxlnsryi6;,gmunmeerynxrdWrrot;su:d„�:nrnreraswseempn@e sntkrms arm.iar r�u,ar.,,ta rnr.i>et,v�ui+ar:sec�taru ,c,una!at Anthony T.Tornbo Ill,P.E. M aeahsTumfmajhd,d loWn,mu[erdh0•wr,@a@,�erisoahrrs��L,rne&dfel�:;gn,mdx�tled Ans Oi,@rlau116lealkAfgrdeulrllllke,pm,Idliei00rte oy fiell.s<Anetirs;od.furesu'Cal,nnere,inld!Nsnl Lmysi�,h@e+,<.r,niNliyd: =$0083 _ ' n,N3ferCesigxad[s:uedrt.l0esln saMn&lOCertax rrcaias nl�ssrnm Al>;kB£q Gepenlfahgl4uatlaaQtsilydfi:keleR;nsS6U eeielnn:elMrsn+rrifm�.iP4l eefims@+n,rrssiaTGe„iskti,cdl>:6oss0:sps,Trrss kup" —11—Yesfidno;Mass 44515t.Lucie Blvd. menneiaaswe;womtegselsrna.�ceeyercanimfs>anrrn,oainh rnr_re.rsu�goss�px,,mTosssrmsFa namquuq.rlarnda,lig;F.mua�sdamt. Fort Pierce,FL 34946 (op)Tig6t 02016 Ad RaulLusszs-Aalhooyl.Tombo III,P.E.Reprodumion of thisdomment,in anyform,is pmhbised whhounhe mmen Permissiaa from Ad boffrossas-Arahaoy L Iombo III,P.E. ,I D, LXRMSCMB3 Truss Truss Type Ply A04 ROOF SPECIAL ]47 1 A0126556 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:48 2017 Page 1 ID:Id OOXyyT61Bi TXoljwHHzefvK-ojYmEkYfgUFLQLvmJHEUOACcNmGD b4mzOXNewyTsHP 1 6-9-11 11-1-10 AL 0-11-1 23-3-2 29-M - -4 6-9-11 4-3-15 7-10fi -11-1 2-3-6 6-2-14 6.00 FIT 5x8= ' Dead Load Defl.=9/16 in 6 4x6 i 4x6 3x6 T W 7 5 3 3x4 4 5x6 8 3 W4 r- 1 1 �l8:z: 5 4 r` N M 1 2 11 0 0 14 3x4 zz 9 i� 18 17 16 2x4 II 4x8= 1.6x4 11 3x8 3x6= 4x6 11 2x4 11 3.00 12 6x8= 1.5x4 11 21-2-10 23-3-2 6-9-11 11-1-10 11 NO 19-0-0 0-11-1 23-0-2 29-6-0 3a-0-0 6-9-11 4-3-15 0 7-1. -11-1 1-9-8 6-2-14 0-3-0 0-3-0 Plate Offsets(X,Y)— [6:0-3-4,0-1-4) [7:0-3-0 0-1-12) [8:0-3-0 0-3-0) [9:0-0-10 Edge) [12:0-6-0 0-4-4) [15'0-5-12 0-4 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 0.96 Vert(LL) 0.47 11-12 >977 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -1.06 11-12 >432 240 BCLL 0.0 * Rep Stress Incr YES WB 0.79 Horz(TL) 0.57 9 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-MSH Weight:224 Ib FT=O% LUMBER- TOP CHORD 2x4 SP No.2*Except* T4:2x4 SP M 30 WEBS BOT CHORD 2x4 SP No.2*Except* 3-18=-376/283,15-1 8=-1 037/2224, B2,B4:2x4 SP No.3,135:2x4 SP M 30 4-14=-1114/765,6-14=-497/103, WEBS 2x4 SP No.3*Except* 7-11=-798/926,8-11=-422/502, W6:2x4 SP No.2 12-14=-667/1932,6-12=-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.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 10-0-0 oc bracing:15-17 cantilever left and right exposed;end vertical left WEBS exposed;Lumber DOL=1.60 plate grip DOL=1.60 1 Row at midpt 3)Plates checked for a plus or minus 0 degree 4-14,6-14,7-11,6-12 rotation about its center. MiTek recommends that Stabilizers and required 4)This truss has been designed for a 10.0 psf bottom cross bracing be installed during truss erection,in chord live load nonconcurrent with any other live accordance with Stabilizer Installation guide. loads. 5)*This truss has been designed for a live load of REACTIONS. (lb/size) 20.Opsf on the bottom chord in all areas where a 2 = 1502/0-7-10 (min.0-1-15) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 9 = 1474/0-7-10 (min.0-1-13) bottom chord and any other members. Max Horz 6)Bearing at joint(s)9 considers parallel to grain value 2 = -33(LC 5) using ANSI/TPI 1 angle to grain formula. Building Max Uplift designer should verify capacity of bearing surface. 2 = -1014(LC 4) 7)Provide mechanical connection(by others)of truss 9 = -1002(LC 5) to bearing plate capable of withstanding 1014 lb uplift Max Grav at joint 2 and 1002 lb uplift at joint 9. 2 = 1635(LC 10) 9 = 1604(LC 9) LOAD CASE(S) FORCES- (lb) Standard Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2768/1539,3-4=-2872/1663, 4-5=-1983/1207,5-6=-1897/1234, 6-7=-4185/2371,7-8=-5024/2919, 8-9=-5018/2704 BOT CHORD 2-18=-1194/2383,4-15=-197/572, 14-15=-1209/2528,7-12=-551/558, 11-12=-1650/3804,9-11=-2295/4521 WEBS 3-1 8=-376/283,15-18=-1037/2224, ma'rni-Ftsct 9ttulNyrnkv"-I 110-1 i umj SJu k Sikslm 1"M 6 mom lumv.CY"IbT:I'f 1GY7bE[OSYEki'tun Ito trip?,--tns ul melee§a e!s lass CttiwawbiInnimd a,hb rl.rpu m;li I&-m 5k1 eewz Ctins al...,,add.Bt IM tdt Wisittarittla sv9kmetk>:1t IDOsrlt rd:t LrUns C:s:xEtie:w{t,.timdryhpvaCt txinagi6;tgresuls mtcgCxedtvpr4:sitsdngostuyrapa:.ttgfarlt/rsip of mewile ita<;lgdn GelCPuy,edo 1141.ta hu:rs?ses,4efrti ttsl�ev:,saC7ldt AnthonyomboI[[,P.E. nlettnrE;n.ttt�sqt«u�Fsitetnpet�+�aaa.eR.ao.etrtexlemdgestatmtl�iens,mattnttattntoeetlartlnet,�la�IrgtatwmLn,tO:nedetmoel�e:e.ttcner�tr:ad«rq8,ttigeMtlt.atferm.ntlttt.ssitelestet�rmnaated YT. t mhptun a80083 Mlldus@emsptsst]snlnasdnelenta0ennem i1ts:La4r3utr;nlns4451 St.Lue(e Blvd. Fort Pierce,FL 3494b CopyrightD 2016 A-1Gadfraiies-AnthaayL iamho 111,P.E.hpioduaion afthis dommsat,in any form,is prohibited whhounhe written permission from A-[loofifunas.Anthany 1.Tomho III,P.F. e Job Truss Truss Type Qty Ply A0126557 XRMSCMB3 A05 HIP CAT 1 1 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MTek Industries,Inc. Fri Oct 13 11:15:48 2017 Page 1 ID:Id 0OXyyT61Bi_TXoljwHHzefyK-ojYmEkYfgUFLOLvmJHEUOAChRmG9_bhmzOXNewyTSHP zo-i 1-10 1-0 6-1-11 11-1-10 18-0-12 19-11 23-3-2 30-4-11 38-0-O 9-0 -0 6-1-11 4-11-15 6-11-2 1-10-8 2.3-8 7-7-5 -4 1-0-6 6.a0 12 5x8= 5x6 zz Dead Load Deft.=518 in 5 6 46 5x10 MT20H5I- 7 T 4 4 5x6 3x4 3 1.5x4 11 9 m T 1O n 5 5 � t7 2 1.5x tN 12 2 1 dr 1 VVa 0 3x4 0 20 19 18 16 15 2x4 II 3x4= 1.5x4 11 3x8 3x6— 4x6 I I 3x4 I I 3x10— 3.00 12 6x8= 1.5x4 II zo-11-103-0-z 6-1-11 17-1-10 11 7 10 18-0-12 19-11 21 -10 23 -2 30-4-11 38-0-0 6-1-11 4-11-15 0 -0 6-5-2 1-10-8 0--0 0--0 7-1-9 1-0-61-9-8 �. Plate Offsets(X Y)— [4:0-5-0 0-3-0] [5:0-6-0 0-2-8] [6:0-4-0 Edge] [8.0-1-15 0-0-01 [9:0-6-0 0-1-12] [9:0-3-0 0-3 4] [10:0-1-10 Edge] [13:0-6-0,0 4-0],[17:0-5-8,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 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/TP12007 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=-1224/2421,4-17=-192/558, B2,B4:2x4 SP No.3,135:2x4 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'11 " 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 atjoint(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 1009 Ill uplift 2-3=-2801/1556,3-4=-2870/1649, at joint 2 and 999 lb uplift at joint 10. 4-5=-2044/1265,5-6=-1777/1222, 6-7=-4205/2389,7-8=-5091/2968, 8-9=-4907/2715,9-10=-5047/2714 LOAD CASE(S) BOT CHORD Standard 2-20=-1224/2421,4-17=-192/558, mnfi}-Fln!BarOkl}re!�r ess'II IO;rOP.O�Y10�iR3llI1U56 Libfilll[SSi�OY lAfl)f[[A;6iF(9YfR1'lun re+d}h9p}xes!int ut+Nec4!utisfrt!tk!�no�.�}Pae;m{ae{marrr�ee,r�rr:�.,strnea.eR,.airy rea.�:e sdmrte}co,etir IL1at�mt,Y.e!cs�r:t,!{tr,se rlxt!u!a:t rs.t!ns o:s 6r�rt'w`r r6s .n!!s!nm}m;rc}m!mswtc!}madn:}t�e:r!ad uyv:e!�+er+:¢�n+ }+updme sit}x rm:{ymxn�lwat,ir.�tu rnL rah2p.n L tea}"N",sa�au} Mthony T.Tombo Ill,P.E. ne nesf rxtLnt Wraq 4ikY.trtsue a!}utizlA}dd0.etr,aefi.ufseAltrud gaeull!rmi{m}Onipe,d�te rmms<!it 0:,delanitit lrel0o11igden{T11I.1ta q}+ndd,Le IDRtet�fi!Onrd8elmt;hdui!}kuiuy!luge,ust!I'tlsulknvr t4£hQx n!}tnivBiry!r =80083 ' pet!arcro!u�umd6zsutt.Ns!ssnucifiCtd@e}!carniPJaaAetiufei0}eenehhldnadam{i(Sp}dfist:{I}tfnlSWce!Ac!taeWryedplce.lrFllAna@!rz!}tuicnoilkfietA�}n!!Ue}!e,uo!!o-!ntft!au{r:!�n�<,d: 4451 St.Lucie Blvd. momttzfrre!«nmw�et}!ev.csnarLw,m!i!tlie rr oesnrra,u€}mkIIigotf;wauras}nemr,}wedelh1iar.aun}ado-tlm.tmetamn{enL Fort Pierce,FL 34046 roprrig"2d16A I RadImssm-AeanyL Tomha III,F.E.Repmdumiaa dthis documea},inoy lorn!,is pmhihitad withnuriha!vinen pe}missioa ltos A I Raalhussas-Aathoayl.samba s Job Truss Truss Type Qty Ply XRMSCMB3 A06 HIP CAT 1 1 LbA0126558 Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:49 2017 Page 1 ID:Id OOXyyT6IBi—TXo1jwHHzefvK-Gw68R4ZHRoNC1VUyt?IjZOItL9Zxj??vC2GxAMyTsHO 23-3-2 1-0 6-1-1 11-1-10 16- — 20-11-10 2-11 30-4-11 38-" g 1-4 4-11-2 4-10-14 0 11-If 7-1-9 7-7-5 1-4 1-3-14 i 6.00 12 5x6 5x8// Dead Load Dell.=11/16 in 6 7 3x4 II 6 4x6 3x6 5 T 3x4 6 5x6 4 W9 3 1� m T W $t1411 5 1 r N 1 2 12 2 1 Cl 0 0 18 16 31 1.5x4 II 20 19 2x4 II = 3x6= 4x6 I I 2x4 11 3x4 1.5x4 11 3.00112 3x8 zz 6x8= 7x8= -�P -fl-2 6-1-1 11-1-10 11 7 10 16-0-12 20-11-10 21 1 23 -2 30-4-11 38-0-0 6-1-1 5-0-9 0 -0 4-5-2 4-10-14 0--0 If -0 7-1-9 7-7-5 0-8-10 Plate Offsets(X,Y)— [6:0-1-12 0-1-12] [7:0-2-8 0-2 41 [9:0-3-0 0-3-0] [10:0-1-10 1-0-14 Edge] f13.0-3-8 0-2-121 fl5.0-4-0 0-2-41 I17.0-5-8 0-4 0] f19.0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.52 12-13 >872 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.27 12-13 >360 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.78 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MSH Weight:236 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30'Except- T3:2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2*Except* 2-20=-1214/2489,5-17=-223/562, B2,B4:2x4 SP No-3,135:2x4 SP M 30 16-17=-1137/2550,16-31=-717/1921, WEBS 2x4 SP No.3`Except' 15-31=-717/1921,8-13=-289/392, W8:2x4 SP M 30,W7:2x4 SP No.2 12-13=2303/4687,10-12=-2300/4676 OTHERS 2x4 SP No.3*Except* WEBS 01:2x4 SP No.2 3-20=-338/272,17-20=-1117/2275, WEDGE 5-16=-876/581,6-16=-300/696, Right:2x4 SP No.3 7-15=-3948/1579,9-13=-995/778, BRACING- 9-12=0/282,7-13=-2551/5759, TOP CHORD 13-15=-1670/4514 Structural wood sheathing directly applied or 2-8-8 oc purlins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 4-9-1 oc bracing. Except: for this design. 10-0-0 oc bracing:17-19 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 4 WEBS Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; 1 Row at midpt 6-15,9-13 Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 2 Rows at 1/3 pts 7-15 cantilever left and right exposed;end vertical left MiTek recommends that Stabilizers and required exposed;Lumber DOL=1.60 plate grip DOL=1.60 cross bracing be installed during truss erection,in 3)Provide adequate drainage to prevent water accordance with Stabilizer Installation guide. ponding. 4)Plates checked for a plus or minus 0 degree REACTIONS. (lb/size) rotation about its center. 2 = 1501/0-7-10 (min.0-1-15) 5)This truss has been designed for a 10.0 psf bottom 10 = 1475/0-7-10 (min.0-1-13) chord live load nonconcurrent with any other live Max Horz loads. 2 = -33(LC 5) 6).This truss has been designed for a live load of Max Uplift 20.Opsf on the bottom chord in all areas where a 2 = -1000(LC 4) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 10 = -990(LC 5) bottom chord and any other members,with BCDL= Max Grav 10.Opsf. 2 = 1667(LC 10) 7)Bearing at joint(s)10 considers parallel to grain 10 = 1631(LC 9) value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing FORCES. (lb) surface. Max.Comp./Max.Ten.-All forces 250(lb)or less except 8)Provide mechanical connection(by others)of truss when shown. to bearing plate capable of withstanding 1000 lb uplift TOP CHORD at joint 2 and 990 lb uplift at joint 10. 2-3=-2877/1543,3-4=-2946/1603, 4-5=-2900/1620,5-6=-2308/1345, 6-7=-2047/1285,7-8=-4015/2212, LOAD CASE(S) 8-9=-4125/2082,9-10=-5184/2698 Standard BOT CHORD 2-20=-1214/2489,5-17=-223/562, Ness;-8sv Bore;O;reder tie'E 1Idg(IICL<3r110 i EFE3ll 12V16(gECIfIcSS NSrfiaium t0C031[[wLL',kI'feiv.(nd/Le:ipp.-gttt ndrte!tees n as Inst CesipBrtr��';aMM1e tak-A I'd'L^JI leilln Siuthftn nib.Mtn 4mist sMe/mtlt Tol,"I Witin�ert6nss'e0koetteIt,N likllLt AssUnsOac-e6;aes[�t,tiemhr[sli>x;tletslwasjiCg r4tnWrotet;Caed6t;tdtnind es;usr6grn;sa:@P-ndr St ltsipdtse so;h Tms:lryadn Miupnlntn rFFL lkh:gtmne8ns,kia;¢dint,sxmilAry Anthony T.Tombo III,P.E. vtnrd[sr I.ey hiCIhil.mItnulaidlx Cem,M Ondr vdemi qd n ne kliq NL7.,41,ded d6e IKdt OC ttila k.Jknfo;.L iMI.0eerytnlddtP.gnl of fiell.udde l:.n,'ndKv;krd'e3.dr:gpustd!etinnLktu;sld leMns;tnii0ild 80083' at[ 6rrelsr.lfiults sdrd6 dtICR nlde;ndMell lbiernn if fxidfel6--genl W.tlrkilotlb.p69;de.iAIFM„1Ma,'rdat..tIW'—d Pit—.141 ifrn dt re:;nt�lnn of INS d Mlms hiner,Inn Denis t,fneofIan Vmlydtta tdess g4515t.Lucie Blvd. tdornenle.11'en¢1tgtMrynuvinxa¢el;tmesnn6N.lit(nngecgtGrMnisE_TM4;ILitggol}at,erLnsS;nta[rl4ca!sr;Eailtmralla;ndetllres;mtsdfittdxinl. ro(t1St. uci 34946 (oppight 0201d A-I Roof rossus-ArlhonyT.Torah ilf,P.F.Reptodudioo of this dommeol.in any form,is prohibited Wheal the rrritlen permission from A-1 Roof Tresses-Anthony 1.forh III,P.E. a Job Truss Truss Type Qty Ply A0126559 XRMSCMB3 A07 GABLE 1 1 Job Reference o lional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:50 2017 Page 1 I D:Id_OOXyyT61Bi_TXoljwHHzefvK-k6gWfoavC6V3ff38QiHy5b H3GZwtS VP3Ri0UjpyTsHN �1-4-Q 7-5-9 11-1-10 i 14-0-12 20-11-10 23-11 4 i 30-5-7 38-0-0 9� -4 7-5-9 3-8-1 2-11-2 6-10-14 2-11-10 fi-fi-3 7-6-9 -0-0 5x6= 4x6= 6x6 Dead Load Defl.=1/8 in 4x6 5 6 7 i II 6.00 12 5x6 5x6 5 S[g 8 rn B5 € 6 ,i "Ir 1Sj3 5T4 1! ST11 a • ST10 t '�'; ST9 1 2 -- L Ii ��i,� RI i! 9 Eni,q m t�ta 23 27 26 25 3x8= 47 21 20 18 17 16 15 14 h 12 11 3x6= 4x4= 2x4 11 2x4 i I 19 5x6= 10x10= 10x10= 3x6— 5x8= 14-0-12 23-M i 7-5-9 11-1-10 11r7r10 20-11-10 21-541 2y-11r4 30-5-7 38-0-0 7-5-9 — 31 2-5-2 6-10-14 0 5 0 10-4 6-0-3 7-6-9 t 1-7-6 Plate Offsets(X Y)— [3:0-3-0 0-3-0] [5:0-3-0 0-2-0] [7:0-1-12 0-1-12] [8:0-3-0 0-3-0] [16:0-3-0,0-3-0],[22:0-5-12,0-3-8] [24-.0-5-121Edgel LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.08 22-23 1>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 FBC2014IrP12007 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- puriins. 1)Unbalanced roof live loads have been considered BOT CHORD for this design. ,Rigid ceiling directly applied or 6-0-0 oc 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=S.Opsf;h=15ft; 10-0-0 oc bracing:24-26 Cat.11;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 to the accordance with Stabilizer Installation guide. face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as REACTIONS.All bearings 14-11-10 except at=length) per ANSIITPI 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 oc. 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(1-C 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 Qt=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 BOT CHORD 2-27=428/1017,4-24=-256/420, LOAD CASE(S) 23-24=-217/782,23-47=-185/338, Standard 22-47=184/338,6-22=-948/606 WEBS 24-27=-395/916,3-24=-329/302, ....... ..... YEErqflEnF'EEs�rz!ieaflE'Sdi75:11fB"$(SBiQ'kfs.A03li:tult(U1'4'fi 7FStE:7iY;'49!OI:CiR1a�'�i1t'Mo.ier7+hCrt rr.�tes«itMe:w..nttis i«ss 8as,.dE:ni]CIEadCtF Fs�}ar!1.!IaieP:,tl.Eslnera Sl«Itduf nr.�Ettu`sr a atel EaSei66,Ed+ YE':F1 Ex43E:1Y6i1G'It 33!atp[tt�'EbNIFSt tE11Ri1 iEEfl±rEaFet«y 1.1P44 ?E�ictQ�.�.Olf➢�et6`r(irPM.«1EY1 EiitEF!4E'!�@F FFE1e46!?FIREFII r't:rtE1�i!1�r«(N(ei!€EE((ie,l>;1371ri{[EjQtd9+FlE nSt[E(K11!ptt:tt(f l�l5{eSrM1};._t 5[�''iR,{7EEl;N Anthony T.Tornbo II:,P.E. =snEuEtr,sEt«osuar«resat«,€<�n.,ac. ssutgw«e,r�eraenP,anefmkm�r, «.a!dc,ia;etza7irinErr�,aduEt «dEr!tEsEatepEar �ys ,rmEM,=ar�«esapucerxE.aw!ir 80083 ' 3e Fa3n).e:tysr nlftaucSE.slstEs sa«tc6tP.7«tlxPxt«sEtiPrfi:nn4ttetal�(ecraESS:!st lrxcm:t S0Ap11iuEJtl NesdslnmEE(u..d;'Pxdpiw'6tl±dnFs Sreq Er.dss ndf?aFsahtimss�esyxr,I«sep;cgi tEEseEE u{?rts Yr.JECn«,EEtns 44515L Lude Blvd. .4EEnxte:nelXetecEd s7«Ig«httablE+Ara]Esarsi!rL lFlensOtsiphlses'r.H9':3f W'atl ces!g?±<,aL ssl7stEa legFrad«itE7licr,lA cgitaElbnEnt:!#2edgitFl. � Fort,Pierce,FL 34945 CopgigIIlrL'iUlbd-1 RaaiLass±s-Amhccrl.lamEe III,P,E i±pmdaEiion ot0isderomeny iaaay 4Ewis praYffiited.i16aa1lAenritten permissioahamA-1 iael lmtses-AotSa±yl.lamSolsl,Pd Job Truss Truss Type Qty ply XRMSCMB3 A08 Half Hip A0126560 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@a1 truss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,lnc, Fri Oct 13 11:15:50 2017 Page 1 ID:Id_()XyyT6IBi TXoljwHHzefvK-k6gWfQavC6V3ff38QiHy5bHODZ1_SYg3Ri0UjpyTsHN 1 4 0 7-7-9 12-6-12 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= 4x4- 4 Dead Load Defl.=1/8 in 5 6 7 6.00 FIT 3x4 i 3 W 4 t an 2 �!I 1 0 12 11 10 9 8 4x4= 1.5x4 II 3x8- 3x4— 3x4= 3x6 11 7-7-9 12 6-12 18-1-0 23-7 4 7 7-9 4-11-2 5-6-4 5-6-4 Plate Offsets(X,Y)— 16:0-1-8 0-2-01 LOADING(psf) SPACING- 2-0-0 :W:BO�59 DEFL. in (]cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 75 Vert(LL) 0.07 12-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 49 Vert(TL) -0.17 12-15 >999 240 BCLL OA ' Rep Stress Incr YES Horz(TL) 0.04 8 n/a n/aBCDL 10.0 Code FBC2014/TPI2007 SH Weight:142 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) WEBS 2x4 SP No.3*Except* Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; W5:2x4 SP No.2 Cat.II;Exp B;Part.Encl.,GCpi=0.55;C-C Exteriar(2); BRACING- cantilever left and right exposed;end vertical right TOP CHORD exposed;Lumber DOL=1,60 plate grip DOL=1.60 Structural wood sheathing directly applied or 3-9-2 cc 3)Provide adequate drainage to prevent water purlins, except end verticals. ponding. BOT CHORD 4)Plates checked for a plus or minus 0 degree Rigid ceiling directly applied or 5-1-15 cc bracing. rotation about its center. WEBS 5)This truss has been designed for a 10.0 psf bottom 1 Raw at midpt 6-8,6-9 chord live load nonconcurrent with any other live loads. MiTek recommends that Stabilizers and required 6)*This truss has been designed for a live load of cross bracing be installed during truss erection,in 20.Opsf on the bottom chord in all areas where a accordance with Stabilizer Installation ouide. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. REACTIONS. (lb/size) 7)Provide mechanical connection(by others)of truss A 8 = 93810-6-14 (min.0-1-8) to bearing plate capable of withstanding 100 lb uplift at 2 = 95710-7-10 (min.0-1-8) joint(s)except et=lb)8=860,2=869. Max Harz 2 = 623(LC 5) Max Uplift LOAD CASE(S) 8 = -860(LC 5) Standard 2 - -869(LC 4) Max Grav 8 = 1144(LC 10) 2 = 1172(LC 9) FORCES, (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1733/1089,3-4=-1240/884, 4-5=-1089/865,5-6=-854/692, 6-8=-1092/876 BOT CHORD 2-12=-1245/1587,11-12=-1245/1587, 10-11=-5691788,9-1O=569/788 WEBS 3-12=0/252,3-11=-664/562, 5-11=-354/426,5-9=-762/694, 6-9=-822/1147 NOTES- 1)Unbalanced roof live loads have been considered for this design. ZtB,ni,p-fipvnm,pllgn+iC,tie}.{19.;A11i3;SrdiS^y>[G9ii 114i5(6lHIR0lSFJSS6d"{DS;rSp(r,A90([@J3N%('Ma IttdglFsiprmaa9,nudteef sde,nfYNxgeips6nrig{i(h.}mdn,/dy>ggi.S,xl,m;r5-Ide,m55MIx5aem.C,t,ss ddaaistrcelmC,ID6.n{d wT,sr�m dns,ku>„uxdr r�u61gd r 9—,fi .es dI,k- L?.,bd Drg4dh„"&10e r.t:surdu;;WIfl yaau as ra se w7 r ;ryaer,�t r,1r, ioml retry:.rus.A4I U. AnthanpT.Tombo 111,P.E. ad,sd�srmsrH,alduarlt:c,+.rr,.:u ae.D.m,e.c..d,wrtemd.r.a.�mw[�o,:�.a,od«.Bann,oCe.itt�rwhmsofa{„garni_Ln„rt;.mlda.mDs,ra;err.,.r.n.r,,,:ea,cn3(,v�.aa,rea,taro.aitrssg{,m,a;tm�saold =60083 n,r,114Dnp—i6,5d,cra,desld,a'ara10.1n1Up,di„s,dry:Isis.Itt*14fq(.rwlS4416.'hmll[Spffiad l,IT.1BAsnid'.-flar r'd pd4xr_i&1i�xsft,rtsrnr:dih..1&W,dth Ian D,^TI,s kvi,henm artass0mndnu;,d,ss 44515t.0083 Blvd. ma,n::d 11.0 red IF.dgn mom IT el lnm antra.III T".D"'S.fpaunE-T3,wmigDoi.."I,T".S!.im GW.w ell,ybri1 y.mago!"d Ins..Is d&Wk71L F4451 Stort c Luciee,R Mvd. (opyright02016AdAaafhnsses-AmhonyT.Tampa111,P.E.Rterodudi000f[his dommem,inonyhem,isprohibitedmiihoutthesniffen permission from AdReafTmases-Arihonyt.Tombo111;P.E. 0 FXRMSCMB3 Truss Truss Type Qty Ply AO126561 AO9GE Half Hip Supported 1 1 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:51 2017 Page 1 ID:ld—OOXyyT61Bi TXoljwHHzefvK-ClEusmaYiPevHoeL—QoBepgCHzS3B7cCfM12FFyTsHM 14-0 11-0-12 23-7-4 j 25-0-0 1 4-0 11-0-12 12-6-8 ,4 12 3x4= - 3x4= 3x3 11 8 9 10 11 12 13 14 15 16 1 � 7 6.00 ,2 u? ,•;:kl` ' . S7S S1I3 't� 5T6 57S ST6 STS si ST5 I Wl; I I I � S 14 3 i S'(i T2 7 2 ---B2jL— 01 3x4= 28 27 26 25 24 23 22 21 20 19 18 17 5x6= 3x3 II 23-7-4 23-7-4 Plate Offsets(X Y)— [8.0-2-0 0-2-8) [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 0.66 Vert(LL) -0.01 16 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.02 15-16 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 17 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-SH Weight:160 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 3) Truss designed for wind loads in the plane of the BOT CHORD 2x4 SP No.2 truss only. For studs exposed to wind(normal to the WEBS 2x4 SP No.3 face),see Standard Industry Gable End Details as OTHERS 2x4 SP No.3 applicable,or consult qualified building designer as BRACING- per ANSI/TPI 1. TOP CHORD 4)Provide adequate drainage to prevent water Structural wood sheathing directly applied or 6-0-0 oc ponding. purlins, except end verticals. 5)All plates are 1.5x4 MT20 unless otherwise BOT CHORD indicated. Rigid ceiling directly applied or 6-0-0 oc bracing. 6)Plates checked for a plus or minus 0 degree MiTek recommends that Stabilizers and required rotation about its center. cross bracing be installed during truss erection,in 7)Gable requires continuous bottom chord bearing. accordance with Stabilizer Installation ouide. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom jREACTIONS.All bearings 23-7-4. chord live load nonconcurrent with any other live -(Ib)-Max Horz loads. 2=554(LC 5) 10).This truss has been designed for a live load of Max Uplift 20.Opsf on the bottom chord in all areas where a All uplift 100 lb or less at joint(s) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 22,18 except 17=-168(LC 5),2=-151(LC bottom chord and any other members. 4),23=-116(LC 5),24=-165(LC 5), 11)Provide mechanical connection(by others)of truss 25=-181(LC 4),26=-166(LC 5),27=-189(LC to bearing plate capable of withstanding 100 lb uplift at 4),28=-138(LC 5),21=-253(LC 5), joint(s)22,18 except Qt=lb)17=168,2=151,23=116, 20=-122(LC 4),19=-126(LC 5) 24=165,25=181,26=166,27=189,28=138,21=253, Max Grav 20=122,19=126. All reactions 250 lb or less at joint(s) 17,2,23,24,25,26,27,28,22,20, 19,18 except 21=271(LC 10) LOAD CASE(S) Standard FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-450/248,3-4=-364/205, 4-5=-270/159 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.II;Exp B;Part.Encl.,GCpi=0.55;C-C Exterior(2); cantilever left and right exposed;end vertical right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ��!-n:ase�rawa.rt!ht 6t'a ua nesu;stuu';livoetrau:i mcr;�ls tl:t�u[lrm:;u��.:araar nrq.rw�.{rn.l�t:rnf e.retsa��o�,i><tf c�:y,�,m;{re[;�d;s:>sa�;i.ttAou,rtr:�,uu safatenre,�a est„csn.Ye aRtaaa iro,�s, WiAu.Jx iknss::btnti to 6,IEE ftk.K Anthony T.Tonsbo Ifl,P.E. z2.sed6nlnn6imlritu3uatrr,JaoWt!xdf6sen.MOesefs u*.saudt;e:l«4elctsJ 7enaa,uhe sdutdtL it, mnlydlGli ,cl.aA7tN.lStNlradd6etEAW n(ieNs-.tdte'intxsal "ksRn,a'hCrasf rllrcs;sSsrl Ce nxeulii>F�' #60083 ' $llrimjce;>iis ts7lsatlttrt.ldu^.ei s�[afoLeR.7a{6!;n7:itS�g�lt'nes¢R!!�u$=y(telrutYS�tikt.`Y[tRWdNlittlis3>3tr`.tlnlSt�ttt rt6tfxtlFtiYl#+nes lsterPsa;fsdfrftiHafstielauL4fi�rott,rnsxVesi�GJ'sen a{Ra Bmiepnecfeless 4451 Sr.Lucie Blvd. a4ern.tls'vd'rytW:x9s�xdRtt6ar;roJll6ra5a inheL DeT ns3 slg+hsv ra:flti(UJ:tU¢i>;,Mr:ti3115t:6FtjiFMdt£tt¢{t;.1:6}M1I�tIh:6l Vlti{:`.e'JRIrLI. Fort Pierce,FL 34946 �' Upyrigll02016 A-1 RaolLasses-Aal4aayl.lomEo III,r.E 4eprodstsioo d this dommeat,is any Ee.,is prn6i60ed•06oa116e wtiaea permissioahomA-1 PealTsasses-Am5eayl.Tom6oN,Y.E Job Truss ��TOusM.�Type Qry plyXRMSCMB3 Truss UPPORTED GAB 1 1 A0126562 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:51 2017 Page 1 ID:ld—OOXyyT61 Bi_TXo l MHHzefvK-ClEusmaYzPevHoeL_QoBepgKvzTbB8GCfM12FFyTsHM 1 4-0 6-2-0 12-4-0 13-8-0 113-0 6-2-0 6-2-0 1-4-0 4x4= 5 6.00 12 4 6 g T 7 T T T T 2 8 Iccq�� 3x4= 14 13 12 11 10 3x4 12-4-0 — 12-4-0 --- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 j 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 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight:56 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 8)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live OTHERS 2x4 SP No.3 loads. BRACING- 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 ROT C purT bottom chord and any other members. HORD 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 12-4-0. (lb)-Max Harz LOAD CASE(S) 2=-26(LC 5) Standard Max Uplift All uplift 100 lb or less at joint(s) 4 except 2=-236(LC 4),8=-241(LC 5), 13=-165(LC 4),14=-119(LC 5),11=-165(LC 5),10=-119(LC 4) Max Grav All reactions 250 lb or less at joint(s) 2,8,12,13,14,11,10 FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind: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 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. tFcxe;•neFSF niNYrtriesfti'tii9'is 1tOSSi(Stua'y 034ittaF A(0 MIS(MC411,001.l'"MiMiRI,(a:a tni,kzp;:.rsshnal5e[fas45nits?rtsshsi7a Hsu;i1C(;sall4e:flSu;1.EtrSs 4,tt.t!tneeuSbest Eeiart asx p'sss Kr.!r:e sktiaSt TU,"11 Yi eb:F JxtYss sl:t btos'3ta 6e l(@hNn5l Essrnnia:gth;ue.ateaq Ryser_efn:Fi¢rtlRDnznttsu�sFFdCF rFk;,xsd trinnup ns;wG:Mrm6r(Fdad�e str;iFinsa iethJetmWtl�irh.aeFr lnL ited Ai n;rz;!�s. etn,s 7:b#1 s�a,Oter f sl cU�atfq s!{ttftuYitl vrtn,n C�ais�ud,;mar Y s;Y,!!;e,�tv'xwidtu,settiamind)t�e;:F1-011.rngra,dtn t Y�(�uu d €,L�p�Y m!y:aca,�are�sat. -Al r Anthony T.iombo tt;.P.E. Ra tatuY:eax n!(ndtslr.t9uts sd W.&M.fftpoasftais.°nts dtie Ga�g6c stsr'frr u¢(u;pt�Isw.Jg111Wstu.,16rn•„df.1-Mp1.mTX!. mn2e res asSiY.aas�ilx!s>•'.reYms¢eG was M,irt, �80083 aiertiuk:aei4 tcMttl et9 Ft4n:to Fr aC iries.sni.eL 1ef¢pss 7t' h i use Err+atr nthr„nmds3us,mins 4451SF Lucie Blvd, I aT n b t sri! {`swi:kal SF tti7et2fdpaGa YnnSlstt9hsuer sist diGYief AB¢{dzaedtt!esmndh:tsltti, ro ri`i02016 A-I&ool/tassts-AmEee 1.Iomho ill,P.F,it sodudiao di5is domment.is an fuss,is ra6;bittd*iibaut(6e mined etemioa lsomkl PoolBatsts-Aaihaa 1.loelo lib,P,E Fort Pierce,FL 34946 PY Hr Y P Y' P P Y I` a Job Truss .Truss Type Qty �Ply A0126563 XRMSCMB3 B02 COMMON 3 1 Job Reference o tional At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:16:52 2017 Page 1 ID:ld_OOXyyT61Bi TXolMHHzefvK-gVoG46bAjjrrimuyDXY7JQBONSQNmNwauMuOVbnhyTsHL -1-4-0 6-2-0 124-0 13-8-0 1 4-0 6-2-0 6-2-0 4x4= 3 6.00 12 4 2 � 5 1 e r e r e e 6 e e 3x4= 1.Sx4 11 3x4= 6-2-0 12-0 0 6-2-0 6-2-0 .1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 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 Inc r YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:48 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 5)`This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 6)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding 461 lb uplift at purlins. joint 2 and 461 lb uplift at joint 4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection,in Standard accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 53210-7-10 (min.0-1-8) ;j4 = 532/0-7-10 (min.0-1-8) -Max Horz 2 = 28(LC 4) Max Uplift 2 = 461(LC 4) 4 = 461(LC 5) Max Grav 2 = 591(LC 10) 4 = 591(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-595/347,3-4=-596/347 BOT CHORD 2-6=-130/456,4-6=130/456 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v�r.FF�Gsrclltrt.�rGe'IIFU;FilA5Sf5�SSouf6311F9J56CriCII1'i4(7Si0Yl4TI)1tt60B[F[ifliiT'Ixarr.0lhdpp.dmulsdeduu'6isrnnCe<ip0n'sr(IPJjmdBeWnrl.fukaArF.leSmtfaettdeent8drsselaueCGetmGeILO.WF WTstcouerNdrt skOkesdiarG<NUsskrdL LInssO..,ch siae,5re� 6rirs±rjQ:fsFnuFN;ryrt;Ws®enraxrdua rrde:siudugo:nulrn7,a.:t*4ry(uGa lratadLksfiyB im:feii�Ea Ml:7gult•atulFFl.rxksya naa�s>.Ixlsrur4iutsahli::ry Anthony T.Tombo III,P.E. udeel rrrwslu¢gteitlrs lrG,mpni ltlrddOns,Ga Cnerru&sudgeonG:rn1!'sygs:ge,nGe¢deddAtIM G,1%n141osIW7lie;rodeu/Rrl.R,," I d6,FgDutntfidln,dG,Tr ,i ddigL.A Omp,udd:elwi.l 6.1m]1,Cx"q.iWq d =80083 ' mrrr¢ges pssd[td,as.N dusd,d'¢ lUCnlGepcCa eJPileWndHekutrGq alSahgldi¢eonl[S l thk!lrrfl,d5lGmrdsns/HT sdpils,.lnll u,eG,esrn�1onnlAtiudG IrnsO:i�s,rrasne,m,6 mdFnneud...... s 4451 St.Lucie Blvd. ,ee:ma¢F lrr,(rahmegedeinhner�h,dFxEnt.u&ei lk ru:skia[ymnls[_r&a trLiq fienpd,nLau!Me htYzo o!utlaJt�.:O sFCdhedpa.m,s ddnlairFl. � Fort Pierce,FL 34946 Copyright 91016 Ad Aoaf Lasses-Amho¢y Limbo III,P.F.8epradoaio¢olt6is dommeol;in any hrm,is prohi4uzd redh¢otthe minen permissica hnm Ad AaalTmstes-Ar.thonyL Jumbo ill,P.F. R Job Truss Truss Type Qty �Reference XRMSCMB3 B03 COMMON 1 A0126564 (optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss._com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:52 2017 Page 1 ID:ld—OOXyyT61Bi_TXo ljwHHzefvK-gVoG46bAbmmuyDXY7JQBONR7N16warMuOVbnhyTsHL -1�-0 6-2-0 11-11-14 14 6-2-0 5-9-14 4x4= 3 6.00 12 - 2 4 tr d Io e 5 3x4= 1.5x4 11 3x4= 6-2-0 11-11-14 6-2-0 5-9-14 Plate Offsets(X,Y)— [4:0-0-0,0-0-101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.04 5-8 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.07 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:45 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 5)'This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 6)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding 303 lb uplift at purlins. joint 4 and 474 lb uplift at joint 2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection,in Standard accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 425/0-3-8 (min.0-1-8) 2 = 538/0-7-10 (min.0-1-8) Max Horz 2 = 84(LC 4) Max Uplift 4 = -303(LC 5) 2 = -474(LC 4) Max Grav 4 = 477(LC 9) 2 = 600(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-628/390,3-4=-625/387 BOT CHORD 2-5=-226/480,4-5=-226/480 WEBS 3-5=0/251 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Qvrz"v;-flst59erzryt¢rz.ie'W111V 1165S8j SFL[VZ63111SwlS6GTi0lflilS(OfID4'ILfJ")i(YC"v'fELRYfkI'lun rntrleripp:es:M55e!!W MCSu^ic rnss Ee!ipCnr'mg�IR);05,L0.11.6zh0;rL re!.+nalirz!t�rzr.e emn.xrz.ia reelmmr a4rEl1 WTSia rjYnsSirllkr5etW5ReiCC4kedlAl,T-D..rsGiseY{r.!,Sieudryf[,7 RIt led..IW.5grzuds®sM!-dtn 1,.pdL-0TSe<;Lelestur61e5n11,WYtnt.lfek5innnu/ta5,tm'airufom55W4 - AnthonyT.TomboIII,P.E. atneA r;ims br eq diL?n is Re m1555i W1 dm OnY,Pe C.xi 5 nBwnd v;rsn[:Wlig pnge,fiffe used dn5 aLot]L(W Nthtd WIigrd±W ThL IFe rnmddSePOd®lfie0.0 dot rms;adriiq 6ssTn3.nnge,us151:dmn!kn:q 5id:redx rz5lnsniliryrl 3 80083 ' a5 ri7la105sipYalrlYv'Ww.NedeS stl rdrtn:IDOnl9zlrz�re5eelrYirt nafieldlLer fl�s*sl Sa!Al lduael'.m�fSQIdG•}.ILTI°nl SdU ee ielnecetla'1mYd leiSa:t lFFlt�ee5@5 re5rnslnfinnL Ati55dhlnr p:k}M1Y,iass&5irrryaen e5llrts50nihtlnn,WesS nw,5n515raryrE Sm mdrn:cnGrsteiame5wnnd.14aGa55D55!er6m551s[)rfieta:ltl nr5i 4rt ercLudo3494 I g rmS,aLasS Srnm Erpuc d.nT1,JLmr.LI¢li!deel twz;mss da5rd is4rl. Fort Pierce,FL 3494b (opyogb1212616A-lh.ITmsses-AmhonyT.Tamhn III,P.F.Reprodnaioo aphis dommenl,inny him,is piohihited whhounhe written permission from A-I UfTassas-ArdooyL Tamho ill,F.L rXR Truss Truss Type Qty plyMSCMB3 B04 MONOPITCH 1 1 A0126565 Job Reference (optional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MTek Industries,Inc. Fri Oct 13 11:15:53 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-BhMfHScoUludW6oj6rgfjEvcPn5EfxwV7gE8JByTsHK -1- 0 6-1-7 11-11-14 1�-0 6-1-7 510-7 1.5x4 II 4 • 6.00 12 3x4 3 IVI c� 2 1 Fa 6 5 3x4= 1.5x4 II 4x4= 6-1-7 11-11-14 J 6-1-7 5-10-7 Plate Offsets(X Y)— 15:0-2-0 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.43 Vert(LL) -0.03 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.08 5-6 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 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 BOB 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 360 lb uplift at purlins, except end verticals. joint 2 and 410 lb uplift at joint 5. BOT CHORD Rigid ceiling directly applied or 8-7-14 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 = 531/0-7-10 (min.0-1-8) 5 = 421/0-3-8 (min.0-1-8) Max Horz 2 = 499(LC 4) Max Uplift 2 = -360(LC 4) 5 = -410(LC 5) Max Grav 2 = 563(LC 10) 5 = 502(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-580/166 BOT CHORD ' 2-6=-455/556,5-6=-455/556 WEBS 3-6=0/256,3-5=-618/506 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. ae:,o3-n�eaN�ttirta.ae•ingol nnsa;sria;.zrau rws a msmncr rnrcu�urlym�Dsrr�uat'km te,ar�nw,=sme oe rmteots eels r,eesee:ig.on,mrpw;waelea�r r.a:!<e:rt rep•,sKntetrte.a c�is,s eae`ne rsernGe rzn.eett IUTA—d. Anthony T.TomboIII,P.E. .dotdt'siiun tm enP4g@slis@a uyniiidtll etM Dnm,aeDnele oAeeneieyemna:bHrq Des:pa,@@e uAedsfae a4@e lx ails lrtel6rltielcod=.a/irti.Ile en:enldliel00eef eatfiMgedllohms;uditnykrdeD,slrteie:nsie"etiwnl keuysl3 SeCe etsrn,namrel :5�80083 ' atlsDCerD:siperal[es6idtt.l0edn sRid'u a�IDCeet@e lisCimeel pfidnis Airltii'e{6epaeelSrthld rzel'ro+(t[5[)rd6sS:tlrl%ssl SdG ceieinees/Gx pxd{rilee;e.rFld tefievs@e nsrnsu7tia nlAaesd�inss0nsge,Tieuk:3i ta7ieerni/nss tnrh;lern,e+less 4451 St.Lucie Blvd. @ n:trsgdyeeowm;edgnknGvSyeBrias@nhllirn,D<urdrsc;d@er,:0yoenPa;eruassslns[eranenriadreraDarndetem:smud�eedrcnn. Fort Pierce,FL 34946 CopyrightD 20164-1 RaolFosses-Aetany L lamba III,P.F.Repiadustiaa oitEs datameaL is aayhrm,is piobbited withou the mfieo permissiaa Gore Ad befLasses-We.y T.I.mballL P.I. Job Truss Truss Type Oty Ply XRMSCMB3 B04GE GABLE 1 1 A0126566 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2011 M!I ek Industries,Inc. Fri Oct 13 11:15:53 2017 Page 1 ID:Id—OOXyyT61Bi_TXoljwHHzef4K-8hMfHScoUludW6oj6rgfjEvcMn5Cf IV7gE8J8yTsHK -1-4-0 6-1-7 11-11-14 1-4-0 6-1-7 5-10-7 1.5x4 II 4 1.5x4 II 6.00 12 1.5x4 II 3x4 3 2x4 II 2 1 6 6 3x4= 1.5x4 11 6x6= 6-1-7 11-11-14 6-1-7 5-10-7 Plate Offsets(X,Y)— r5:0-3-0,0-2-121 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 0.43 Vert(LL) -0.03 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.08 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:75 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 3)Plates checked for a plus or minus 0 degree BOT CHORD 2x4 SP No.2 rotation about its center. WEBS 2x4 SP No.3*Except* 4)Gable studs spaced at 2-0-0 oc. W2:2x6 No.2 5)This truss has been designed for a 10.0 psf bottom OTHERS 2x4 SP No.3 chord live load nonconcurrent with an other live BRACING- y TOP CHORD loads. Structural wood sheathing directly applied or 6-0-0 oc 6) This truss has been designed for a live load of puriins, except end verticals. 20.Opsf on the bottom chord in all areas where a BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Rigid ceiling directly applied or 8-7-10 oc bracing. bottom chord and any other members. 7)Provide mechanical connection(by others)of truss MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 410 lb uplift at cross bracing be installed during truss erection,in joint 5 and 360 lb uplift at joint 2. accordance with Stabilizer Installation guide. REACTIONS. (lb/size) LOAD CASE(S) 5 = 422/0-3-8 (min.0-1-8) Standard 2 = 530/0-7-10 (min.0-1-8) Max Horz 2 = 499(LC 4) Max Uplift 5 = -410(LC 5) 2 = -360(LC 4) Max Grav 5 = 502(LC 9) 2 = 563(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-582/168 BOT CHORD 2-6=-457/557,5-6=-457/557 WEBS 3-6=0/256,3-5=-620/508 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 Extedor(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per Bezn;-Flsse am,illrneua te'dd 104,II➢SS`S!5s19'j 6Er3EE I]Y56(OkalllilS faSIDYj lUGr')llltrOE'i[aSYrkrhra I,AE p�W�rtrt!recledes a Ci:h,rt Cesip.mtxmE( ;a!l6ee�anr 1.f,zfa©;rE IeF,�ns SEu!Ed¢e rs¢Celto oau�ise nlN,o&e IGa,e[fr !i,ic ,Ee[ssSd E:,selW a ip i,E[,dtunurssa:sEq®;st7 SE,aa Fri;a: :,®rID;gn!m!m[epaxeen!r t:u�drs s[ai[n ¢�E;s l:v�tnempmrR,cl:i�ynmoiamr.rxt[ :on¢ :ar�lwcun,tup Anthony .Tombo lll,P.E. rsrrs:ds,T:rs,Ex¢Rl.9qhas,,:p„szhhdN0—,NO—,4,m,dgd,,rk1ar'o:,�e,oa.¢madfmRbR Ilk Wh-Xqu dM1.need:rsdds,ra !®la:Nrse,'Berns;kdeGykaT¢p,A¢rye,ur'nwndhnsEEdkeacn�asiiadpd y=90083 Zt 4451 St.Lucie Blvd. Fort Pierce,FL 3494b (opyright 7)20I6 A-I Roof TNs5ai-AClhanyT.Tam4o III,P.E.Rep[odueian aphis dommen4 in any form,ispEoh3itedxithouttha minen ptsmissianlram A-1 RoofGossn-Anthony L Tamho III,P.E. i Job Truss Truss Type Qly PIY A0126567 XRMSCMB3 C01G GABLE 1 1 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.cem Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:54 2017 Page 1 ID:ld—OOXyyT61 Bi_TXoljwHHzefvK-dtwl UndQFKOU8GMwfYLuGRSm2AJIOQ4eMK_isayTsHJ -1-4-0 9-8-0 19-4-0 20-8-0 1-0-0 9-8-0 9-8-0 1-4-0 4x4= Dead Load Dell.=3116 in 7 1.5x4 II 1.5x4 II 8 6.00 12 1.5x4 11 6 1.5x4 11 3x8\\ 5 9 ST1 ST13x8 3x4 4 10 3x4 i 1 wl rs 23 2 3x4 I 3x4 1 3xl0 11 x6 II x6 11 12 24to �11 13]o • 25 26 27 28 15 14 29 30 31 32' 4x4= 4x4= 3x8 MT20HS= 1.5x4 II 2-0-14 1-5-141 -3 9-8-0 17-3-2 194-0 1-5-140--5 7-7-2 7-7-2 1! 12-0-14 0-5-11 Plate Offsets(X Y)— [4:0-M 0-1-15] [4:0-1-5 0-6-9] r10:0-1-8 0-6-9] [10:0-"0-1-15] [14:0-3-4 0-1-8] [19:0-0-13 0-1-91 [22:0-0-13,0-1-91 I 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 0.50 Vert(LL) -0.13 12-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.32 12-15 >694 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-SH Weight:119 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 11)In the LOAD CASE(S)section,loads applied to the BOT CHORD 2x4 SP No.2 WEBS face of the tr lss are noted as front(F)or back(B). WEBS 2x4 SP No.3'Except* 7-16=-339/606,3-19=-449/310, W1:2x6 SP No.2 18-19=-449/310,17-18=-449/310, OTHERS 2x4 SP No.3 16-17=-425/283,16-20=-425/283, LOAD CASE(S) BRACING- 20-21=-449/310,21-22=-449/310,TOP CHORD 11-22=449/310,15-16=0/395 Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25 Structural wood sheathing directly applied or 4-10-8 oc Plate Inc rease=1.25 purlins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Uniform Loads(pIf) -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) Concentrated 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) 2); Vert:15=j1(B)25=4(B)26=-1(B)27=-1(B)28=-1(B) Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior MiTek recommends that Stabilizers and required Exterior(2); 30=-l(B)31=-1(B)32=4(B) cross bracing be installed during truss erection,in cantilever left and right exposed;end vertical left accordance with Stabilizer Installation guide. exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the REACTIONS. (lb/size) truss only. For studs exposed to wind(normal to the 2 = 769/0-8-0 (min.0-1-8) face),see Standard Industry Gable End Details as 12 = 769/0-8-0 (min.0-1-8) applicable,or consult qualified building designer as Max Horz per ANSI/TPI 1. 2 = -18(LC 16) 4)All plates are MT20 plates unless otherwise Max Uplift indicated. 2 = -565(LC 4) 5)Plates checked for a plus or minus 0 degree 12 = -565(LC 5) rotation about its center. Max Grav 6)Gable studs spaced at 2-0-0 oc. 2 = 913(LC 20) 7)This truss has been designed for a 10.0 psf bottom 12 = 913(LC 19) chord live load nonconcurrent with any other live loads. FORCES. (lb) 8)'This truss has been designed for a live load of Max.Comp./Max.Ten.-All forces 250(lb)or less except 20.0psf on the bottom chord in all areas where a when shown. rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members. 2-3=-1362/715,3-4=-878/393, 9)Provide mechanical connection(by others)of truss 4-5=-867/433,5-6=-879/495, to bearing plate capable of withstanding 565 lb uplift'at 6-7=-894/564,7-8=894/563, joint 2 and 565 lb uplift at joint 12. 8-9=-879/494,9-10=-868/434, 10)Hanger(s)or other connection device(s)shall be 10-11=-878/393,1 1-1 2=-1 3631716 provided slafftcient 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 13-34,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, 9eihr-flnstOmtyk¢rer rrx'l llen 1tCSS0(SA19;G1011 19 91 6;81MISGWOUIrrCfY}26E9SterwWR17hm ON"Ji'lM.1 L rub IN:rL I&s4etl.Rv lik.d—cod.nt Re.Nr w1,t trR„imbRtelRatmewl<tt�lssumso.Rhr�R{Rlrmrfn i!,dnmyTV, Tx Anthony T.Tombo III,P.E. Rlm!dhsim,hreq ltiElrgts ne mrRsutigahn..R,dt Unei,ealttiid gednn:ktt ro::r,*.R,hat Rdeddh,94tke lx Rllh lrilwlfty rdenem-I.lb Inmddnt moue Ryee9.Rd8e Tms:'sdtlLidy.!sRert,Wirlem hi V=J WE 1,&R}mliaiya ?80083 ' msarsru!!igRRlbffis7tt.sguess9s4hMmCRldxysattsedpi:mRdneleud!rb eslSt!hStaetiR(I6ItlGk/1y1H 16xARndnertelRy RdplmRrnlefiNtdtfynuGRulQe!dR11r,!U! R,TRuo!mrgttRRnn!srRhdRn,tam 44515t.Lucie Blvd. tnetm!iehallrt(RamtgedgnivrGaehrl ysae,butt!!lie rrm eeCu 4rhta tsLl9th:lliq a,Irw,RLR,<1d,y FrreeR rt,ryM]eRg.LlRrad¢sl.Ras R,RLdRlsmn' Fort Pierce,FL 34946 (opyright 0 2016 Ad Rearimsses-keffiny T.Temba Ill,P.E.Rep edeniaa of this dommenl,in ony form,is prohibited witboul the mitten permissienhoo A4 Roolfruins-ArnhonyT.Tomba Ill,P.E. • Job Truss Truss Type Qty Ply XRMSCMB3 CO2 COMMON 2 1 A0126568 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:54 2017 Page 1 ID:ld OOXyyT61Bi TXoljwHHzefvK-dtwlUndQFK0UBGMwtYLuGRSpwALHOTueMK_isayTsHJ -1-4-0 5-1-0 9-8-0 14-2-12 19-4-0 20-M 1-4-0 5-1-4 4-6-12 4-6-12 5-1 4 1 4-0 4x4= — Dead Load Defl.=3/16 in 4 6A0 12 1.5x4 1.50 3 5 1 2 6 so � 1 7 jo a 3x4= 5x8= 3x4= 9-8-0 19-4-0 9-8-0 9-8-0 Plate Offsets(X Y) [2'0 2 0 Edge] 16:0-2-0 Edge] [8'0-4-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.11 8-14 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(FL) -0.29 8-14 >813 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MSH Weight:88 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 chord live load nonconcurrent with any other live WEBS 2x4 SP No.3 loads. BRACING- 5)'This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 5-2-15 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the purlins. bottom chord and any other members. BOT CHORD 6)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 7-9-8 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 auide. LOAD CASE(S) REACTIONS. (lb/size) Standard 2 = 79110-7-10 (min.0-1-8) 6 = 791/0-7-10 (min.0-1-8) Max Horz 2 = -33(LC 5) Max Uplift 2 = -580(LC 4) 6 = -580(LC 5) Max Grav 2 = 858(LC 10) 6 = 858(LC 9) FORCES. (Ib) Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1218f777,3-4=-928/575, 4-5=-927/575,5-6=-1218/777 BOT CHORD 2-8=-558/1039,6-8=-561/1040 WEBS 4-8=-258/518,5-8=-352/378, 3-8=-352/378 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.It;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. tiniri-Floss @enry!¢rt+'rrhe'bt IOOF IINSsS(111;e183F1 C1L56:@ka1110ri['JSIOY'tLTTYlACC7di[�Bfkr lu°.trrat h;tpµro-kn ud ru!ee!es u!ds ImtCe:itrDrtrmiQtGjnn!W t iluyl.fuFt I➢:tE.te.uu:f Sudtdue r�Ps4ss c@°rise stet mGe 7C➢,edr uatto�met!drrrs�nes,ed+era<teoukraturrrm:o� (rues(u.sre:°crE<Ps.=n::°irrmfTD;rqa:wsmrchcxreerdn;wodert°:aalrnnxmano-xrhvydmewtkrm:hr a!�teordt.°tnlnl.Pwnrurn: pwr L'�ar°d;�K-ft"or Anthony T.Tombo III,P.E. ueeudC.hmtx s14a3:rSlsBemtmi'xlihdC'xOnc,Bt C.rdca�@auele cupeW[ C9:ge,u@e utledd@eQC.&RL¢I!s Ual'�:IGgrdenelflL Rs m�°rlth,trOdosfi•N.vd@eIm>:udsC�fsseTm3.daere,usteEeesuiF.ay>SdtleCsrts}mnairyd ii BOOM ' 16W`CarCsiderae6tclrt.IJlegessdMu�lCGultlztrtCirunigredmsel@cloths(r€psnlS4!lldtrme6mjltSQlrk6:iCICI4nlS3flrridnnultxivgd�ilselFFli�xs@euslussat�uulhtierd@:irss;0:s:�s,i¢ufesmt,rrs°nrrrs�do!ne�,edmt 4451 St.Lucie Blvd. r@a hsklaNlrn(xaal rgedqu@W!hs lr r'.I hoes oohed.the fuss hiquIsia°is CC1@thiliy Cul;,7ss,trTuss<.ldee(rlmen 0.fly Wiwi,9l aim.°ed!era:muedndiaTttL Fort Pierce,FL 34046 (epyriahl.2016A-IRodk5ses-AnthonyT.Tomho111,P.P.Reprodudaoaphisdommem,inany farm,isplobt1hed•riihout The mfien permission from AdRaoffmsses-Anthony LTamho Ill;P.I. 0 Job Truss Truss Type QT. PIY A0126569 XRMSCMB3 CO3 COMMON 1 1 Job Reference a tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:B.120 s Aug 16 2017 Mi fek Industries,Inc. Fri Oct 13 11:15:55 2017 Page 1 I D:ld—OOXyyT61Bi_TXo 1jwH HzefvK-53UPi762Oe8LmQx6DGs7of?zMagO7w7oa_jFOOyTsHI 14-0 5-1-4 9-8-0 14-2-12 18-11-14 1 4-0 5-1-4 4 6-12 4-6-12 4-9-2 4x4= Dead Load DeFl.=3/16 in 4 6.00 12 1.5x4 1.5x4 3 5 i 1 2 T._ r b 01 7 3x4= 5x8= 4x4 9-8-0 18-11-14 9-8-0 9-3-14 1 Plate Offsets(X Y)— [2'0-2-0 Edge] [6'0-0-0 0-0-14] [7:04-0 0-3-0] 1 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 >729 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Cade FBC20141TPI2007 Matrix-MSH Weight:84 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live WEBS 2x4 SP No.3 loads. BRACING- 5)'This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 5-2-14 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the purlins. bottom chord and any other members. BOT CHORD 6)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 7-5-13 oc bracing. to bearing plate capable of withstanding 434 lb uplift at MiTek recommends that Stabilizers and required joint 6 and 577 lb uplift at joint 2. cross bracingbe installed during truss erection in 1 P 1 9 accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (lb/size) Standard j6 = 689/0-3-8 (min.0-1-8) 2 = 791/0-7-10 (min.0-1-8) Max Horz 2 = 83(LC 4) Max Uplift 6 = 434(LC 5) 2 = -577(LC 4) Max Grav 6 = 754(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=-1221/771,34=-930/570, 4-5=-930/569,5-6=1221/763 BOTCHORD 2-7=-606/1038,6-7=-595/1039 WEBS 4-7=-251/521,5-7=-354/365, 3-7=-352/377 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. a„;,r-ax,@,¢ryurR.�•r ivas;nmss;sr�u;;Teatunsseevcmurmou-rcra7earnsu�urMamare�gg�,:!na„trrrt�ts��,r�„e!�;,mr.�pec;�,tn,tmayrrwue:rtrr�,sw1m•r,s,raa,mxR.�:<cndmaerw.edt wTst! ourwrsshmkr:,ewrmeteenlr,dtnrTmso�.;ary0,rs�,Srrares6�m,n!!�rrvrymc,qa,msnrcq>ffira@er!t:wrivy::ngmpra,n�ryasetr:gadme!my@tresserui<,�tcc,d(,utnlnr.rlt<sgrmi¢rax arareeszumacry. AnthonyT.TomboIII,P.E. W-dh,T.",f..1hifgh6,ay rkeem,,,@:WrdMR•en,AaO•,ds oAF,mdgmlun!lqtf¢ron;ger,®@x¢tleddn,RL@,Ixatlalo¢I keitiry,d!nl Rld. „ddG,IOOrtt m(fi!knedn,ins!;ndeialksdiy!Irtrye,ieslAirtisat hn¢r sidil,6rGmrWnrd' t60083 ' Ike rr:.f¢rGsiperai6t!drt.lVutusd'A ft MI "Ph pseni edr,di idhMbmi(i peel Sut@Mu¢!tiannlSPfrdG;tet 1!fN W Stu n idaueMIN39 Pit—p�l e:fu!!@,rtsrnsuttie„d Croe,d�le,t0:i�pe¢,Trt„k!n,S�,eenl rrt„Nu.t,a,ru,nim 4451 St.Lucie Blvd. ,mm�sidallrr(e!emrg¢dqu@vie¢a trrl ixties i,nh!Alwrn:,geap br ¢I,ESr@erllly P„irx!,uLnsd}@,¢btk!¢dnTlr.Hnp.N¢radn,!!xas u,rs at¢,1¢rrrl. Fort Pierce,FL 34946 (opp(ghl01016A-IAaatLosses-AnthonyLTombo111,P.6 Repmdudi=atthisdmumem,isagTarm,is prohibited x0houttbe,nfien permission from AdRaoiNssas-AodonyT.TamboIll,P.F. Job Truss Truss Type Qty Ply XRMSCMB3 C04GE GABLE 1 1 A0126570 EJ.bRefenance(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:55 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-53UPi7e20e8LmQx6DGs7of?w0af77n3oaJFOOyTsHI r1-4-0 6-8-5 12-10-3 12:2 0 25-11-8 T�-u 6-8-5 6-1% 6-1-13 6-11-8 6.00 12 5x6 Dead Load DeB.=5/16 in 6 3x4 w� ST31 3x4-5; T 4x4 4 5 6 9 7 W6 `r W4 1 I� 3 2 4 5x14= 8 8 3x411 3x311 0 v at 1 2 o • 11 10 5x8= 4x4= 19-4-0 m ea 18-9-12 18-1 2 25-11-8 10-8-7 8-1-5 0-4-14 Plate Offsets(X,Y)— T2:0-2-0,Edgel,[5:0-2-0 0-0-121,[6:0-4-0 0-3-01 [7:Edge 0-1-121 [9:0-6-8 0-3-0] [11.0-2-8 0-3-41 [13:0-1-10 0-0-121 [17.0-1-10 0-0 121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.15 8-9 >547 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.50 11-27 >451 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:195 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'2x2x4 No.3 Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); WEBS 2x4 SP Noo..3 cantilever left and right exposed;end vertical left and OTHERS 2x4 SP No.3 right exposed;porch right exposed;Lumber DOL=1.60 BRACING-TOP CHORD plate grip DOL=1.60 Structural woad sheathing directly applied or 5-0-0 cc 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the ROT C purT except end verticals. face),see Standard Industry Gable End Details as HORD applicable,or consult qualified building designer as Rigid ceiling directly applied or 6-0-0 cc bracing. per ANSI/TPI 1. MiTek recommends that Stabilizers and required 4)All plates are 1.5x4 MT20 unless otherwise cross bracing be installed during truss erection,in indicated. accordance with Stabilizer Installation guide. 5)Plates checked for a plus or minus 0 degree rotation about its center. REACTIONS.All bearings 0-3-8 except Qt=length) 6)Gable studs spaced at 2-0-0 cc. 2=0-7-10,10=0-2-12. 7)This truss has been designed for a 10.0 psf bottom (lb)-Max Horz chord live load nonconcurrent with any other live 2=466(LC 5) loads. Max Uplift 8)'This truss has been designed for a live load of All uplift 100 lb or less at joint(s) 20.Opsf on the bottom chord in all areas where a except 2=-482(LC 4),8=-238(LC 4), rectangle 3-6-0 tall by 2-0-0 wide will fit between the 9=-1081(LC 5) bottom chord and any other members. Max Grav 9)Provide mechanical connection(by others)of truss All reactions 250 lb or less at joint(s) to bearing plate at joint(s)10. 10,8 except 2=761(LC 10),9=1196(LC 10)Provide mechanical connection(by others)of truss 10) to bearing plate capable of withstanding 482 lb uplift at joint 2,238 lb uplift at joint 8 and 1081 lb uplift at joint FORCES. (lb) 9 - Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD LOAD CASE(S) 2-3=-932/487,3-4=-632/303, Standard 4-5=-521/315,5-6=-165/364, 6-7=-153/369 BOT CHORD 2-11=685/845,6-9=-649/479 WEBS 3-11=-414/446,5-11=01310, 9-11=-412/540,5-9=-793/622, 7-9=-457/481 NOTES- 1)Unbalanced roof live loads have been considered for this design. trnirg-flmJdmej!¢re:arfie'2-I Id:F nd1SF5;SrdFd'j.iE[00I(US 6 G11�IIIcu(Ofr(IY('(IIf:n2(LE9h'ELSYFkI•M1res Ivd:hsip pa:relnssd redeehs ntit Inst ksiln Ntx¢r�R7;and Qe Ishsyl.lrxlo©:tf.(s�na ShCldvre m_Cden dttaise>!Ee(m Re ICU,nfl dHT!kss rFksnia➢knedkr SeiWNke sdG AsrTnssgen kT n[_,Sien.Llkry.:.ad:sedna716g sgnsmtm.cg�udtts Fsu+ssusdn ea¢grnYas6dtrt:rllesipdt4 wg4 Tres;deFadncelggnit.ntnlRL Lxledpc:.nrus,Isuugsm/:iest o&zvry. Anthony T.Tombo III,P.E. W-d on'mt1-1hagisa-,Fnn&W.dt,G—,9sU..erts.h.meigedn fit IUFgesgn'a11.deddb,OL@elttnnm1.1vltgsd=.W181.Iketn-kf@r MOW JWd.ndd,hnt,¢d,fgk11g. ¢ge,nsLCefimniknitA.111h&enslnsiiiitlel =$0083 ' Ike bardump.ad(e*e..2gsdrt snrdM1kln.iUpd.saif'Uesdtrkriig 5-pla!elrldn¢e&a70QrdG:k(I.rnn(Mce nlnenerfarpsdPd—lnl idnes Rrngnu*etaes.1Wusd Mots Rnq.e,T-k;ip'ftp—dl—R..W--r edess sdens:kMslhr(xslm epedepsR n=iil¢IFst.1n1kd.1h lrrs Des!S.Gj�st is l'FCr Willleg geslpxyerL.c9de¢Fr)�n dnrh&q.111"I desdlnxs mssd5nls IIN. 4451 St.Lucie Blvd. • Fort Pierce,FL 34946 (opydg6tOt(16Adradfmss=rAnthocyLTamheIll,P.E.Repmdodianalt6isdosumenl,inanyhrm,ispmh2ilelmidhaut,•6aminenpermission from AdAaalLnsses-Ari6onyl.TamOo III,P.E. Job Truss Truss Type Qty Ply A0126571 XRMSCM133 C05 ROOF SPECIAL 1 1 Job Reference o J 1 At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:56 2017 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-ZGi nvTegnyGCNaWInzNMLsX43_?osGAxpeTowSyTsHH 1-4- 5-3-6 12-10-3 1"-0 25-11-8 5-3-0 7-6-13 6-1-13 6-11-8 6.00 12 5x6= Dead Load DeB.=3/16 in 5 6 5x6 T 3x4 II 4 7 W4 jus 1.5x4 1 8 3 2 W3 9 8x8= 3x4=, v m1 2 y1 12 11 5x10= 3x3 11 3x4= 194-0 M-13 1&9-12 19-11r2 25-11� t 9-9-13 9-0-15 0- 6-7-8 0-4-14 Plate Offsets(X Y)— [2:0-2-0 Edge] [4:0-2-8 0-3-0] [6:0-0-0 0-1-15] [6:0-2-4 Edge] f10:0-5-8 0-1-81 [12:0-3-12,0-3-0] 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 0.60 Vert(LL) 0.09 8-9 >901 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.34 11-12 >656 240 BCLL- 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:153 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2*Except*B3:2x4 SP No.3 1)Unbalanced roof live loads have been considered WEBS 2x4 SP No.3 for this design. BRACING- 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) TOP CHORD Vasd=124mph:TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Structural wood sheathing directly applied or 5-0-14 oc Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); S St r t except end verticals. cantilever left and right exposed;end vertical left and BOT CHORD right exposed;porch right exposed;Lumber DOL=1.60 plate grip Rigid ceiling directly applied or 6-0-0 oc bracing. checked -WEBS 3)Plates chhecked for a plus or minus 0 degree 1 Row at midpt 10-12 rotation about its center. 4)This truss has been designed for a 10.0 psf bottom MiTek recommends that Stabilizers and required chord live load nonconcurrent with any other live cross bracing be installed during truss erection,in loads. accordance with Stabilizer Installation guide. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS.All bearings 0-3-8 except(jt=length) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2=0-7-10,11=0-2-12. bottom chord and any other members. (lb)-Max Harz 6)Provide mechanical connection(by others)of truss 2=466(LC 5) to bearing plate atjoint(s)11. Max Uplift 7)Provide mechanical connection(by others)of truss All uplift 100 lb or less at joint(s) to bearing plate capable of withstanding 495 Ib uplift at except 2=-495(LC 4),11=-146(LC 5), joint 2,146 lb uplift atjoint 11,260 lb uplift at joint 8 8=-260(LC 4),9=-895(LC 4) and 895 lb uplift at joint 9. Max Grav All reactions 250 Ib or less atjoint(s) 8 except 2=771(LC 10),11=754(LC 10), LOAD CASE(S) 9=722(LC 3) Standard FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-11271656,3-4=-757/375, 4-5=-76/307,5-6=-243/407,6-7=-264/380, 7-8=-294/352 BOT CHORD 2-12=-873/1056,10-11=-679/182, 5-1 0=-618/472,9-1 0=-367/406 WEBS 3-12=-499/540,4-12=01330, 10-12=-513/626,4-10=-790/638, 5-8=455/415 x<,n;-n=U n�,Orn:*.o:•ia Eor:,�uss(srsr�s,.nau E:EErs l climn�v rarou�wrErlme�sEwuElE•ma r�w(rprz.a¢,¢r nrt�,ns;:rnnu,t�tnmlpm;�lm�rl.(¢Er 0,E1.Ee«,:n s¢,tdrr.s•ui,¢�n.t¢,m(n e,tao.,�( WLtszM+rin,:sMll:udix!<iOChls,i:t As rTnrs Ox EycarlwSl 'FEI�`^ea,ssl se vrstU;rgmals®regdazs dnsrn4:s1¢d¢rlavrulsnqaxtthlxl¢(rsysdme sullerm:teE�dn6elCDnlr,neaiFFL llelrg,cinr.¢s,I+rtirmLNs4 umEi� Anthony T.Torfibo III,P.E. W dkiT.,kr.1h4er11,6eusp,siS(n,sihCwew,Eednnsowluwels}wcwh:Mltwle:vgw,mdneewsltl,RC@eIC¢Ifal::el57il�eredeulRl1.Eleon:mldG,f00¢Im(fi:N¢edhsLns;ud,i�keselml,,laq:,us(Senweilk-1id!todensEuAdya =80083 ' mEar�o:,t nt0renn.ut¢nsasahr�rountxelwcrnntr,�:mess(�rsdLgOepenleuEiamd�npappuaeElrni¢OSEUm,eiwssnExr�sdpfdm<.TnEthnsRsnsrninnrilannemTrox,n,rr¢se,;si.¢nntin,:vanmu:msss: 4451 it.Lucie Blvd. stlartv iefsdlre(xtrmspwdgmm�ssg lr c7 ryties 4nhrl n,rnnPenes r,7xauEirtlrt,!uiyoai ,:srrossdfarc nnd¢rleatq.ut nrodosEMx;¢s¢a&niklrFL Fort Pierce,FL 34946 Copyright91QI6 Ad NealTmsses-AothoeyL1ombc116p.E.Reprodoaioo oft64 document,in onyform,is pmb1iled wahowhe written permission from A-19oolhusses-ActhooyL Tombo III,P.E. s Job Truss Truss Type Qty Ply XRMSCMB3 CA CORNER JACK 4 1 A0126572 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@aitruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:56 2017 Page 1 I D:ld_OOXyyT6lBi_TXo 1jwH HzefvK-ZG1 nvTegnyGCNa W InzNMLsXBZ_BasPKxpeTowSyTsHH -1-4-0 0-11-11 1-4-0 0-11-11 3 6.00 12 2 0 0 T1 B1 0 2x4= 0-11-11 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 FBC2014fTP12007 Matrix-MP Weight:6 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection b others of truss BOT CHORD 2x4 SP No.2 ( Y ) BRACING- to bearing plate capable of withstanding 3 lb uplift at TOP CHORD joint 3,273 lb uplift at joint 2 and 19 lb uplift at joint 4. Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -3/Mechanical 2 = 166/0-7-10 (min.0-1-8) 4 = -16/Mechanical Max Horz 2 = 114(LC 4) Max Uplift 3 = -3(LC 1) 2 = -273(LC 4) 4 = -19(LC 10) Max Grav 3 = 26(LC 6) 2 = 192(LC 10) 4 = 55(LC 4) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)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. Mnur-Flat•denrdr ann Ge'11IOgr noi,u!u!n,iF63AF 1.7Yf 641ADI45 r7f?gY{-ILT.17lFItEO&tF➢eYlkr'Ern IaE?tzsip µxzthrt aE red w'es attic Ia,s hsip trexurOP'Iw111e I[pari.Fult n;r�.Itbrac S�>rtdae,u.Lel,u,^.,nia rdd a Ce TMair Wita..V leh[,tdlknetfr2,Nult,dL As krnn 0-hla iiiie 51 4I'l v.Cesalnecry i.ga:m—'r,dfu rk inda�aeuiy raya:d�rI;StrespdO'olla 7—hpaW ahe TO tdr,wa Mi.N itlip a.re"L laiurntkm VY,d.Pi aEatdrf,rrm low,I.&,i,ata,14:lgdac. fku.,,<„Alm,d,Itmt.N:lnitio!,:Pa,oa,adtadu,a,el'unui.I lriliq,d,aEm.I.r�te,,ddatmgnEatedratdaTn,:�atEy Tin¢ert.nm=d.aiHnl,ldntea:rasnaAli Anthony=.Tombo III,P.E. t 14 GSr¢7 gesigaal OYutdn.Agedes sd Mi,�IDC nrtlxrrtC're,aEr,:edetsdix4dfq 6epsxl Sathldn¢eticmjllfQrdG:kel lrlPnl SSI c„dnn:Nkr�ndpYa:t inlidaa@t agaswiEa al fditsd2lasgti a,T¢n k:t .80083 mam:Etra,ar a r,wud,geMeia t��y dl rr6a uairri m o-,d gmp 6ratals lgin,I:,we3 gmp¢,¢La::srda[,laa ma,.�ar r m arndedMa,en aamaE a mI. R a <aoElnssPadrbtyalas 445I St.Lucie Blvd. Ic N Fort Pierce,FL 34946 pyrig tgl6 Ad Maoi lmss:z-Ant6n¢y LTami¢'II,P.F.Repmduaian olthis d¢mma¢I,in onr hrm,is plohidileiwuhauttEe mfienpe[missiaahna Ad Yaaf imsus-Arl6o¢yLiumS¢III.P.F. Job Truss Truss Type QtY Ply AO126573 XRMSCMB3 E82 Monopitch 6 1 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:56 2017 Page 1 ID:1 SJHhHY9jUx9g_zzDym3g1 z9N5J-ZG1 nvTegnyGCNaWInzNMLsXC1_9hsPKxpeTowSyTsHH 1-11-14 1-11-14 6.00 F12 2 I o o Bi 0 3x4= 3x6 II 3 1-10-8 1-11�14 1-10-8 0-1-6 Plate Offsets(X Y)— [1:0-0-4 0-0-41 [1:0-0-12 0-5-121 1 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 0.09 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:8 Its 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 WEDGE rectangle 3-6-0 tall by 2-0-0 wide will fit between the Left:2x4 SP No.3 bottom chord and any other members. BRACING- 5)Refer to girder(s)for truss to truss connections. TOP CHORD 6)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied or 1-11-14 oc to bearing plate capable of withstanding 99 lb uplift at purlins. joint 3 and 210 lb uplift at joint 2. BOT CHORD 7)Non Standard bearing condition. Review required. Rigid ceiling directly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in LOAD CASE(S) accordance with Stabilizer Installation quide. Standard REACTIONS. (lb/size) 3 = 38/Mechanical 2 = 115/Mechanical Max Horz 3 = 297(LC 4) 2 = -205(LC 4) Max Uplift 3 = -99(LC 4) 2 = -210(LC 4) Max Grav 3 = 40(LC 3) 2 = 124(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-282/163 BOT CHORD 1-3=-144/297 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. Yaoul-Hye WrtgllJrtrua 6e7l l0ui ilai4f(5£i5 y5[[3llliltlSF[BZCIIIC4(7f?OYI-ILT:n![ridd:tpiltflf lvn lertllnip�r!hn:e{!e:IW,eeCdt ln,tEe!ileUnrulllOCjaalM1e 4ha7L l¢k:4r�-I:�'ev�SYn!Idue ru.Girc,o7eai!e Cdein Ge @A,ufl ' Iffin esempld,:,kltleue{hrSaiaCnle,d:lAseTmsO:va:E,Iris(te,.Sleeol7E'[ian4M1:s�nasri[,rgrt:etlsosery!msdezp!de;sisode:Sh:wugrn,+:z6thk!5alsffpelResughTm:{galalufierCPutp,uinit4l.Iklrsysnao�sss,laeelminc:csAm€ar- pnthonYT.Tombo l[I,P.E. u{ne d b:sLnsWrrryhe3.rs lsih rt,p,i7:4q dAs Oner,E¢Onds oakrudaaec a N:Idl{vI On:Re,ie&e uded d6r RCM1r it{al lnE�f ea:l{irysd•a{ifll tke ep!anl dGr lOOred aJfi:ldne d!h l:ns;hdeiulferIIw;slwep,inLCeawn/kna;sidileF.e nsPe,isJiryd: 2 80083 ' 6elrar�o:upaua6mea.w:d:smeda�?�.mexlaemedpad� dot:sltc�:msdnldad�ailsgl,llu{Irmniswcc!dnn{u+��d {cc.?nll�,asacerynslae,Naesar?!a n:�s,rsn�:mi, �,irn„vunan::rim: 4451St.LucieBlvd. dicNsf irtmJho:xertopedrynenCSYJn3ILroes WdrN.lin ru.CetuUp.,Is FIth Irlllq U:dPe,nLns Sldea Eal6aa d::JkMImJ.YIaICdcel lax:aertdd::elwilN- Fort Pierce,FL 34946 Zt topyridhi rj 2616 Ad hof rossas-h600yL Tamha lll,p.L 2epsododiaa oflhis dosomerUiaooyform,is prohailed wuhooiibe Mitten permissiao tree A I iaofBossas-Amhoey1.Tonha ill,P.E. v t Job Truss Truss Type pry ply XRMSCMB3 HJ2 DIAGONAL HIP GIRDER 2 A0126574 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:57 2017 Page 1 ID:ld_OOXyyT61 Bi_TXoljwHHzefvK-1 Sb97pflYFO3?j5VLgvbu44JLO UxbsZ521DMSvyTsHG -1-10-10 2-9-3 1-10-10 2-9-3 3 4.24 F12 8 v o M 2 1 yJ 61 0 j 9 4 1 0• 2x4 11 2-9-3 2-9-3 Plate Offsets(X,Y)— [2:0-1-9,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:12 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 bottom chord and any other members. Structural wood sheathing directly applied or 2-9-3 oc 7)Refer to girder(s)for truss to truss connections. ROOT CHORD pT 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 lb uplift at Rigid ceiling directly applied or 10-0-0 oc bracing. joint 3,337 lb uplift at joint 2 and 2 lb uplift at joint 4. 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. lb 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=1 11(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=S.Opsf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;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. Encsp-flea.mgklrrnky Oe7 ilore RaSSFS�tS`,iFfi9ll Rms6[04massWanutMrU11101RINIMP lava Iaral letirap_danaefnsl 4autisimseesi;eane'm;p(s8 mdi{aradwr Llasla Lti rL lf_ev-e5�!tdve an.4:hss.tmises tlmme iGa,nl( fLTsi<esffnu delis slellkuetturR<iedbl<td:L lseims6:sge 6iara(i4 SimrEr hPse Ril:selnea(@9rgrz:ussoreq:sse d5rrn{:shnl agu:n�rnpa:6+u;[x3shv$d0e:u;k fires rt( nb:ITJeaf(,erin iFFl.Rx1<vp vsnnras,la£srad�ns,unilrd( a:tn:dhsLm krs�ttihxr is Re iaprsiiLgdh Gnq toOnn's edlnhel gsdnii Wr o:: Anthony T.Tomb.Ill,P.E. h ge,h3enaleddhsRLdelxdfslmtbnlieredvu/Rtd.ileefl:nddhsnaauerfi:ldnedtlsion.kdeinrFssdie;slnele,iatla0ehwarkm_sSd;IeSenslasrnirt(d =80083 4451 St.Lucie Blvd. t petc;fe(6:sigaue habedn.RVnfu s9 nlhe:l6C edCe rnEirm nlrreelhnsis§hi,Sq Gc7[asl Snxh ldnxe4alli�lslfi}sllr lri n3St"Anardnnnl drivad pilue.lFlle3nrsllt nspas3Ten nl Atiesd A:h:si0:s�gn,iins 0<:in Ee,*sen eei inn Yuah3ntr,nisss r9ama htautlre rahtl tpeedgn le nmrg h cif�tiss hnh:A Ip iron 6nla 67x t is E](fitlniliq 6aslgas,wLns<.ttlee hi.:n drq/Y,Ifug.t�la(ndce!Ine;m n dfinl k7141. (opyrigh107d16 A-1 loaf Trusses-ArihooyL Tomba ill,P.E.Reprodudioa ofthis document,in any form,Is prohibited wuhourbe written permissiou from A I Raafirussas-Arthooy T.iamb.Ill;p.i. Fort Pierce,FL 34946 e Job Truss Truss Type Qty PIY XRMSCMB3 J2 JACK-OPEN STRUCTURAL 9 1 Job Reference o ti A0126575 onal Al Roof Trusses,Fort Pierce,1 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.120 s Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:57 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-1Sb97pfIYF03?j5VLgvbu44MJOXjbsZ521DMSvyTsHG 1 4-0 2-0-0 1 4-0 2-0-0 3 6.00 12 2 T1 B1 p• 0. 2x4= 4 i 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 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/TPI2007 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 BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a Y BRACING- rectan le 3-6-0 tall b 2-0-0 wide will fit between the 9 TOP CHORD bottom chord and any other members. Structural wood sheathing directly applied or 2-0-0 oc 7)Refer to girder(s)for truss to truss connections. purlins. 8)Provide mechanical connection(by others)of truss BOT CHORD to bearing plate capable of withstanding 236 lb uplift at Rigid ceiling directly applied or 10-0-0 oc bracing. joint 2 and 56 lb uplift at joint 3. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. LOAD CASE(S) Standard REACTIONS. (lb/size) 2 = 176/0-7-10 (min.0-1-8) 4 = 14/Mechanical ;3 = 33/Mechanical Max Horz 2 = 160(LC 4) Max Uplift 2 = -236(LC 4) 3 = -56(LC 5) Max Grav 2 = 199(LC 10) 4 = 32(LC 6) 3 = 56(LC 9) FORCES. Ib 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/fPI 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. ear-a�,e�,,;ur,r:�.ee•ino�rnm�s;ut�.cte�ruuusecvomessr�s=.au{tcrr7isnemwurrmar�e��p�.�,raertrt�srrsrrrt,rerarrort.:r�ec;mrmrm�r.rue<®,r�rr��sknt4�.�air,rert.�rcrrmmrreo.wr . WTsirwmarrltlrs s'agkssetWrS<ingnee ldl rseTnss Uesr-.e6 rQ.e,SremhrrW�''e�-s�nm:rirtl;rgrtsWercrybaTdRrrnt:9ud:r�:riurre•.rasJdhl /rs,nd4ksnsleTres:reread¢9eT70edr,ulnlFll�usynvie c rm�s=- :� Anthony T.Tombo 111,P.E. nterdP:sTws WregtriL.re is Re...... �R,dhrOner,ka gneisaeA,mel gednA:6nTfor O:a:gu,mlF.e udrd rfiit�fl<I Qiih lr i>iilfmgcal nfRl l.R+en:neldfse l00n/¢yfieldrses:tlrlms,hdrfnsksdq rlaeie,iesid ti®'estFnzs sid?ke ox rt�rzsiedif(d S80083 ' neGlf¢roesig adh 3edw.men�:nraas topnrdxNeem.edy,,ter n l wr s=ro y ms�tgl�eammsgrre eermnrsTue,moeudW o�sd�te Tnit ersn<n,nleer„rant:an Tmro:pa,Trrne: trr<QatTrt::u mdnu Mr:s 4451 St.Lucie Blvd, ennwiseierzdrrsrwnmsyedgne ntayerµazs meheL ih rmss ueru ursnnsararsru�go<n;ne,ouns5rm.rrg�e:nnrkusq.maredcesmr ornds,rsainL Fort Pierce,FL 34946 Copyrigh 02016 A I Yaotfmsses-AnhonyL hoobo III,F.E.Repsolouion ofthis dommeet,ionny form,is probihiled withool the mitten permission from A-I Raoffsnsses-Amhonyf.Tanh lll;F.E. r Job Truss Truss Type Qty Ply XRMSCMB3 T01GE COMMON 1 1 A0126576 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.120 s Aug 16 2017 Print:8.120 S Aug 16 2017 MiTek Industries,Inc. Fri Oct 13 11:15:58 2017 Page 1 ID:Id_OOXyyT61Bi TXo1jwHHzefvK-Ve9XK9gxJZWwdtghuOQgQHdUzonlKIOEGyyv?LyTsHF 1 4-0 1 4 4 31-2 4-8-07-11-12 9-4-0 10-8-0 1-7-14 1-7-14 1-7-14 1-7-14 14-4 1-4-0 4x4= 5 6.00 F12 4 6 3 7 2 8 1 9 Io 16 14 13 12 10 3x8 II 15 11 3x8 II 1-2-8 1�4r4 3-0-2 4-8-0 6-3-14 7-11-12 811r8 9-4-0 1-2-8 0-1-12T 1-7-14 1-7-14 1-7-14 1-7- 44 0- 112 1-2-8 Plate Offsets(X,Y)— (6:0-0-0,0-0-0),j7:0-0-0,0-0-01,j10:0-0-0,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.05 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.05 13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-MR Weight:47 lb FT=0 LUMBER- TOP CHORD 2x4 SP No.2 6)'This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.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 7)Provide mechanical connection(by others)of truss Structural wood sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding 856 lb uplift at purlins, except end verticals. joint 15 and 857 lb uplift at joint 11. BOTCHORD 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) 15 = 418/0-3-8 (min.0-1-8) 11 = 41810-3-8 (min.0-1-8) Max Horz 15 = -72(LC 7) Max Uplift 15 = -856(LC 4) 11 = -857(LC 5) Max Grav 15 = 502(LC 10) • 11 = 503(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=-153/262 5-6=-149/267 WEBS 3-15=-267/387,7-11=-267/388 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;Part.Encl.,GCpi=0.55;C-C Extedor(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ¢esn{-Hsn!Imegmfre:a.6e'LI ICCF 1rDi6;5flEi,>[YIll 1(WS6(alCmClS(LTCY'W[r�t([[9S(FPuY:kl'hrn rerdfee;ipp;ea3eu¢t rztf x4suCis rnssCe!ipOrtxi+{�Ori AWtdieri.ruG®;t�k!an Slentelae rc±.G4n M!¢aise Mefn6r RC,¢I{ wriirxt@+dlda!zC l:ate(a t<rxi+lame.Isrrrasd:s. E<r�sp.e.tre,ter rro!t�¢�rw a{re:auoreer�rdne rr ts:u¢I¢;nY!ngr,y¢w�rye!dr feadaesadeT�:sgm�¢ramp¢q.¢en mr.raft:�s;:.a{�es.i�a{ar(astc+ansaar Anthony T.Tombo III,P.E. ¢ers:drcs irnsfa agtetdzs isfts mpnrarrted6!Cnn,Co-CmriseAkaueis taN:in74q{Cmrsa,ute aped slti!IM ds ld(dme bzl Ss:ILe?cede¢Irr1l.Ile eRmd Eye iCO¢t¢yRlfae EBerrzn,odrfiyfnds;slage,usg"etiwnt F.nsr sSd h@e rz!In!iiClf el =80093 I LLe G7fm{C:si}n¢dfsEndrt.ICMasel sd'n1CC nits{ntirzsal{rdduss el takilfs{4cpanl SEe¢IEe:zdaa;t(S0{d04tels rT ad S{U es:En sffx{vsd{dluze.Ir4l ifi¢s Re rzs{¢s3irG<snf hLesde:Lr:;C:s:,^en,TmsCeli{s(y.en¢i lrzss Vaesfelau,Ness efinxis:dera!drrr(¢ame cede ncenr,.ra (rues lndred.lie rna CennG iris Euitle{aJfiv Cal 451 e 34946 R 1 hKt• I r fm,erine5rdes 6{0.aa'nt hufnd.tll¢jddetf tna;m rsdffal!sRLI. Fort Pierceerce,,FL 34946 (oppighi02016A-IRoofymsses-Anthony LTomho III,p.L Rearodurtioaofthisdommeat.inanyform,isprahihited•aahowhsmittenpermissionfromA-IRuffmssas-AothonyLIomhaIll,P.I. III 9 JANUARY 17, 2017 TYPICAL HIP/KING JACK CONNECTION STDTLOI CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Meant Roof Height and Exposure D up to 30' Mean Roof Height. 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) 1Od x 1.5" ea. end @ BC ri 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 { ti ttach Corner Jack's! / (2) 16d Toe Nails' @TC & BC (Typ) I :.,. -,b ss HaASregipserle�4 ta1 G:;CitSEss 1t?i�:dc'�ti!(;t4SdsOSpTTaS(�S"�:4;^Rt�lnl�aFEA��:1^�.�a{e{pk�:�7ceyti4airotakse:�:sl,�st G:}sFm�(T'Pn3"�l�tnT asEs 7;lf t..,�f4ti bhrr �-u6sri;risMa gcdp;- -Yi�ucsjret's sStCl+ra6tnR7mte�5-f. !n■�xsi:�afr.�h?cite.4z�Ea�o;Ys udumtica:giss_rsmsiq�edev;.�rine n,ria;nyssu3:�h:"t ttgedi in}t=lrst L�(:�aMcetSu4 W.dml,nilei�::+q`,as:iuiix;u3S¢ctwtiisty; AnL�otiy:T TasrEo.7FT:G.E;:�: ndrral'xsTazrEskSaF s.en�iz3le,la��rt, rtr,�:e��>:t��•erg:a��crt�sc:e��xw��kma:,aml.r�'g��,�di,:r W�r�t�:a,�,::.��ye>��,�5 ne�m�rny;sm�asna�€a��. i i�7c�tvipdud.o�rasa.tguy„Kragtzt: WFi�xtcRlpa:w`utzYaii.gar#3m.,idcoa[-zctp`a*�!+[ri cfi'+aretd¢exd!xpuctpaix+.ttu tEs uan tsme fan:das ('"-,rme q.sre2mikes•a Lama 1xu- ;�' a5mm{d.-sf¢rFkz�rdttdge krtq tp rffiya.zt a�sFd T�fr+4adacvi;.�.�nfgl GeldSv39esRaT:R7msf:aw:4-r'-tPrtjsP.irya{ml•8tsa�;rl t+..�e+! Pi7 I- �. 4351'S$[uae6l4 .., ,., .. FoffiRerce F1.34446 ••'� ;,(opynght Q 231E fi 11t s"s}tSaajT ioah¢At,PE&•seisciaa rAM1isdammaae,ia as Fatm,is n°:bfedcnhuat lts'ati3te;etmtssserfiem R•Iflx(Ffassis-kathaarF i-�Sa[tI,PF. ,. .. FEBRUARY 17,2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD ■' HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48' s: (SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH TRUSSSES @ (4) - 16d NAILS, AND ATTACHED TO 24' O.C. BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 2X4 PURLIN FASTENED TO FOUR 772-409-1010 TRUSSES WITH (2) - 16d NAILS 3' MAX. \ EACH. FASTEN PURLIN TO BLOCKING \ W/ (2) - 16d NAILS (MIN.). \ PROVIDE 2X4 BLOCKING BETWEEN DIAG. BRACE \ THE TRUSSES SUPPORTING THE AT 1/3 POINTS BRACE AND THE TWO TRUSSES ON IF NEEDED _ \ EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - \ \ 10d NAILS AT EACH END. ATTACH \ DIAGONAL BRACE TO BLOCKING WITH IT IS THE RESPONSIBILITY OF THE BLDG. \ (5) - 10d COMMON WIRE NAILS. ❑ESIGNER OR THE PROJECT ENGINEER/ARCHITECT \ TO DESIGN THE CEILING ❑IAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. �_s, ` END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE STRUCTURAL FOLLOWING NAIL SCHEDULE. GABLE 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 WIND SPEEDS 120 MPH CASCE 7-98, 02, 05), 150 MPH CASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' D.C. - FOR WIND SPEEDS GREATER 120 MPH CASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID / AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS ❑ETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: -:� ASCE 7-98,ASCE 7-02,ASCE 7-05,ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE y CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE:THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24-O.C.OR LESS. • A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772-409-1010 PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2-X 8" REFER TO ACTUAL TRUSS DESIGN DRAWING FOR TEE-LOCK MULTI-USE CONNECTION PLATES SPACED 48-O.C. PLATES ADDITIONAL PIGGYBACK TRUSS INFORMATION. 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(1.57 X 0.099-)NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS.AT EACH 2'X 8'TEE-LOCK MULTI-USE CONNECTION PLATE.(MINIMUM Of'2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) n ir] u pa BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' OC.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. i i ....• ..-.•8%cry F,atrcg'tStlN.r!!'111'.G(.fIXhS(S„7r6!173itUY46:�sC-T�le�ili(L'SiljllCl?S4i»"�.YEiT?ae,P4ty4flepr+rt rilttdttxftt�T.f P.t3fGa ryS LJ:r�e ta.tyl l«iaPo,F I�tutLc[6;fcn1 ttttifa-e!Sti+EYC lalt�4.� - --.It<<ttne2•�e"ni&9blml�fn E6rtitr�3.i tTp sCvsY+[»a!?rns.k"�':[^f,zrlmftdmmil.rz�sszrsmsa�<medbPtkssaatl�aea�yn{ash'rrm'�+f�spd'EE!k{l�krsrit«ti^��Jltyle�a tt-3.aiiEipefses�m:4>rt�orrir acs�a.�, fv7Uiat7YT Tambo i?,P.E. s;SmdAetronbcr SeblL}i.t iesyu.,SiFt!•tCat-��T+r¢tssdmis 9r. Ui€�pNfrp.�,ehstmeIId',atG,c!Riad te(cst1R33rya lml tF,3.1!. a lS@!r`tla�ala aaCntt+is;cikdsytm:3p-s^rzt.s+aralo!•{aitjs+�€kl arcylsuit yA;; S.083: ::.�... - §+i dl pkupatsf;wtt r.Yrc4 fltPaeS S:`.tc31l pvrfnadga a+x.d:,c3�'.tcGf .d r€�aR.4,pASs'altr(J;ziltkisceade nad rd>,_=:fit ttltu.als Fs)stpr.@i..:sa lbDni!!el sCny!rfrls C gnG{ara Wlrca l4rsirdx_.... ..... 4451�SE'LuUe 8(4di -s&c.seo_xle;Pt cEnfae�a, .m�tWA YdMf s�ls-aF aaratsetai~tEnewcairn,f.sim taf<.ea rfcttE.;�v,iN .L«t�rsi a;et N.EuimEPl c..;: 1;+vt..PerrL+tfL.349i6 -...i• .. .... 4 ••t• - :;:.EapyliTH�2d16 A•idea{aiatsii�AnfEi yLTevEa II1,P.E:i.ptic^,wn tflsis3oa�eeG in anyE.•raf,isplakiti:red■'t6oai�tariaenptla'asslao(tuaiAltmtLusses�.ArFhn®p LTcmbb 116 P.L..... ......... JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 - GENERAL SPECIFICATIONS: A00 is �i 1. NAIL SIZE=3'X 0.131'=10d 2.WOOD SCREW=4.5'WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. � 4. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE TO BASE TRUSSES AS PER DETAIL'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 END,COMMON FORT PIERCE,FL 34946 TRUSS,OR GIRDER 772-409-1010 TRUSS T__ It II II II II 11 11 II 1 I I I 11 I1 II II 11 II II II II ji 1 I It jl It 11 11 II it II tl jl II II 11 II 11 11 jl tl II II II 11 t 11 I I tl It II 11 11 jl I II 11 11 jl 11 Ij Ij �j �j 1 11 II �I BASETRUSSES VALLEY TRUSS 1 (TYPICAL) 11 LL P 12 VALLEY TRUSS GABLE END,COMMON (TYPICAL) TRUSS,OR GIRDER TRUSS SEE DETAIL"A" BELOW(TYP.) TRUSS CRITERIA: SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH W/ONE ROW OF 1Od WIND DESIGN PER ASCE 7-10: 170 MPH NAILS 6'O.C. MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF ATTACH 2X4 CONTINUOUS#2 MAX SPACING=24-O.C.(BASE AND VALLEY) SYP TO THE ROOF W/TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45(1/4'X 43-)WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A . ... ;kv��fisi�rsd>ImEe'e'Ltt9Jt0.�}(fF!�';5,%tL't rltl.i<.UtCI!�1Ttsii7d�3';3fEM;at!%YE%F'0xa i?rh;rs:lslertvtlepe 3x tatnl_u[due q fLBj>ri�.s�c .lira t4ir t. 14.i"✓=airs p+l s aE.e;ir stG-dsf0.fsa�nr . ithowy T.Tomba III P.E. :: V'hi:nea zpla:lkS Heulfa^..i 1Dp!i Saint,laf Gs ala{�3€1%.a.fta�ifttl4a t'M dr an1i0•efr5�5;n assrp!raadCal�2 si�aigbe{<,grµpnC"✓�,!Gf.jsdln Sara M.srx�f>a8a 7" e4 n:}?,isa a. n5 i�k�� sF-I�4Ycta`t mtsed9'.='rrs!sar fat"iq ud ra4ii deS xraC u d?Frni a«n sl r:7circ l„y.a..gt!ga.,nbus dlh ltt,✓.R, tmi.mW¢3 r�1;.,,.9rexi.x Lt;n sdlu4s..:.7SaSstnFaia'q . .�: .L�ifii:f��'Sj[fittd ttL"fDt:try hFh 54mht➢`;�it'.M.j24[hSR14hIt911Ehf t'S£ta�0'fi'f:fits$t'Y1j�..UBDtFI �E t::;kt5jl�i Rt$EIt Ci 3a<dttkat 331 j.�titl3:.fFt'Z�fitlG`+J.1Sf fl ft fL.w'41 S6�fliltFfIhht F�t"�.('F.3G5cG lG&1$fZSMSFIX'.XU 4E6 44�] 80UGlf_EjIJd des se 6e'aH t[s(F�a?a,e Zapttiarf 6p patswc3et.--:!i=ssLls aG;Aeu lstB tzp bat Set,«er:glesss}Psrnta{if edlu4idl ra.AccrT::afrad>w�s ri es t-. tu'flE _.FcrtP�tt�ft..... .. ...... ..r .c . ,C�pprphr0p,116A•IRaafitosttt=;<atEo:piTa ,el(I,.F,.PtFrc3rdlaael/aitCacrsaentiak:,face,isprnEtitedxataetihtasiuenpatuiss.nfrsmAlpmudiesscs•.isffi,apl.Iestai(IPE, s JULY 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. 3. INSTALL VALLEY TRUSSES(24°O.C.MAXIMUM)AND SECURE PER DETAIL A ....... tom; •�' 4. BRACE VALLEY WEBS IN ACC ORDA ICE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT -- - — TO THE RAKE DIMENSION OF THE i ALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NOS-01. 4451 ST.LUCIE BLVD. GABLE END,COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48-O.C. FORT PIERCE,FL 34946 TRUSS,OR GIRDER 7724109-1010 TRUSS 11 II 11 II II II II 11 11 11 II II II 11 II II 11 11 II II I I II II 11 II II 11 11 II I 11 11 1 II II II 11 II 11 II II II 11 11 II II 11 II II 11 11 II II 11 11 II II ' 11 II 11 II 11 11 I I! II II li j1 1s1�1II��I II 111�1 li li VALLEY TRUSS BASE TRUSSES 1 (TYPICAL) II GABLE END,COMMON TRUSS,OR GIRDER P [ 12 VALLEY TRUSS TRUSS (TYPICAL) i SEE DETAIL'A' BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3112 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE WIND DURATION OF,LOAD INCREASE:1,.60 ATTACH 2X4 CONTINUOUS#2 MAX TOP CHORD TOTAL LOAD=50 PSF SYP TO THE ROOF W/TWO USP MAX SPACING=24'O.C.(BASE AND VALLEY) WS3(1/4'X 3-)WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. i DETAIL A (NO SHEATHING)N.T.S. ... R p7. � (!CTIF',s`f33{R,r[�6fkl!'(i14561J1[l."uSitBIEYiWP".t'`tfCilslwal{4Cp!a-Pa€+lr -tasxe'ars9al�&h{fl4;SiPf&. 24 LT,6lP, 1 fe?w4T-lFtxe<LdHfPh, ,de sc5..i:.e4�laC+s f3LNf1;_ - Y?t>,u-.s�rL sila➢euUknetlattk,�"3p,rrr{acpr�:ee[r.sr.1;r�r,B�uaarlrrayx�smax�`.n�.esM�siesscduc .sgr:yaiksti{n 3tL�sil;,�sxtkux!-g..�n.,�sc`t aet�,i?IrTigR�rrnt'un;&ersi aritinisev"t{:=----:Atitfi��pT Totit6o iii;Pf .. ,eais�d5x,{sf3,cr WGgiste es{�ssdShNG�s,e! lels[efsa�sl_!_Jv�Eeli-gNv�{.eE3sc+ildSa O.`Pelt:clSs htlled6ti�usa.t lF t.Glc�a{retCvi elmr5�ita �+�t[au,{sO;+.sgFm1>.s'^,rtcssC:�astc¢t1 s+�FN an�grx.�il:.;al.. - 40993. lu lwssg suc.tstl:mumM)duk t8ltgi',JW`�ckoixassdg+htrtssddalz [aspmGgc' €1#rrAuap,'4,wNu'sri5lili allELleerdr,.a!"vaR,`m.Pit/w`^xs fis,{a laa, ;ss sEvdAeL'�t6rp.,7{m kx,.{{.wa.N.sc-ads4-Sztr waF.' 4451`?C LU[ii+61Vd;. .:::� t�ru�salt e(Nat 'Nlgnrc tm7 fA�sex{ caed7keLrsii ,+Sq:*,:§nR3T9zEs'J.3 CaJy s'.a t�tt kska lw,s�1s7t 11a(.tUcd -!W 4 erb:Esalu[tif J ' Ftxt P tt FL 34946 '�' ;;ftpynl4t�,21i6,R•t4ednesstsAntSagTTl.lalll,P,L�gpedsefame(itsdolwuaGin¢ayfca�n,itplakl6'sd+�a6oe1t5awlisttapt{a^!s{enhgai,ki[ iLcsuS74sthaaTT,Tem6otlLPf... '� :.. JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL07 HIGH WIND VELOCITY NOTE:VALLEY STUD SPACING NOT TO EXCEED 48"O.C.SPACING. .ram: Ei ti ter•' rta_ tamer 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: 170 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 FACE UP TO A NON-BEVELED MAXIMUM 6/12 PITCH NON-BEVELED BOTTOM CHORD BOTTOM CHORD o� I FOR BEVELED BOTTOM CLIP MUST BE APPLIED TO CHORD,CLIP MAY BE APPLIED THIS FACE WHEN PITCH TO EITHER FACE. EXCEEDS 6112(MAXIMUM 12/12 PITCH) ¢` lICESE Ra t—d n++z&a'fA.1 (R'X"':i '�3'j.frffEEitiEltt£LE4sOT:51(r57fdjk7,ttYt'7#1Pr,MEs1'G>-a.Yn�kra pm�tcs misats't e.Fis'rriE Peutsta�s(1•?j�raEif lam-i.Tss'�EPE 3e!::sxs ileEl6r'F nE`t uE9d...fl At+t:s SvlCU ai:q.. `:lE�I!(tmf"©:JESX:C�1 Efii'ritillFh{PPCiL IflT?SfFEkiEeT.i]T¢'�^•(E,}IP(plh iSj'tNR�(:�YII010(!'EiibtE)fa12E1i L'!IXI?t"...e':d�� SSLRith�'��;%ly':}{'.E?!'1'gtaE d�'3ttfl6^fPtitStt=3EiPC:TIjlESJ .211.i:1d:4'H91;Y5)A41L�L6�f3G{IG8Sr1 �(._ Anth oRy.T TGdRI?6 ::sat ad^ss tExsxn 4�ySGe!n&x Im�lL tsair aaG nxsa'r:Eiai¢gml Er Fa Etr;uptaiy-¢n,.hEa[sc4t;xiPa ltf,Pa3C vd2E lulekegate srt Fi.is s7gl.tlAGs f--bmi etialdnP��l n�,-l;dsT it stuyr<,ns7lse�d�eul @lfS!„a!s{ess9t?{d,. :,:iitf AAtHF]ttl.-..IR;(Aht.1B6J1 SPG:QIE?t?2,!°@,qZG�l1C1§FItI1.5fftE?tk'iSi_J?aY4'8<f Edtr�l.SIIFI'}`1(sE.uE6l if;tt i?,ii'„1(S�tCIF^.I?•E;)i&45+141 je:b3.ET1P•`1PatE325J+AFtE.:SF?t5d�4it355(HJSL['tli'P 51'ItJ NJ U13RiS�"E(tG``F3. BQE36j;; %' � SELv Sta'14,E.!fEtt'3".S,mB!!0 C5GfEft��SfYSttF'tPd•"wTiBldf!£Eqki[�*ltlhR�ili?t.-CCSQe'.i{SK:&i95f$jSic1?'s&iC9'�C'J C.�.11t[Y:,4(FPd'�F954(tff'Jt?innxt 4451•St.ltlde 3tv�J :. F tt...ce FL 34945 Ca¢gtisha�fU26A ti¢¢(t oust-tntbcagLTRmh¢IIIP.L Hetl¢dcttita eftSisd¢:etttal,inarylarm,isPlabibi±rd vii5eaitbe vittenpersissiaa 6sm AI Lia(TEcsys AatSea}1 Tt¢:h III P.E: . .: I i FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTLO8 I VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL TYPICAL 2X4 L-BRACE BRACE :C NAILED TO 2X4 VERTICALS W/lOd NAILS, 6. O.C. (4) - 16d NAILS VERTICAL 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 TYPICAL HORIZONTAL 4451 ST.LUCIE BLVD. BRACE NAILED TO FORT PIERCE,FL 34946 772-009-1010 2X4 VERTICALS TRUSS GEOMETRY AND CONDITIONS SECTION A-A W/(4) - IOd NAILS Is HOWN ARE FOR ILLUSTRATION ONLY. 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 WO TRUSSES AS NOTED. BLOCKING TOENAIL TO TRUSSES * WITH (2) - IOd NAILS AT EACH ENO. ATTACH ❑IAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS z (4) Bd NAILS MINIMUM, ROOF B 3X4= PLY 2X4 STO SPFWOOD ING TO BLOCK SHEATHING Iyl"Ilk *DIAGONAL BRACING **L - BRACING REFER / REFER TO SECTION A-A TO SECTION B-B 24' MAX. NOTE: 2. CONNECTION BETWEEN BOTTOM CHORD 1. MINIMUM GRADE OF #2 MATERIAL INH F GABLE ENO CHORDS.TOP ANDTTOM TR SS AND WALL TO 12' MAX. I NAILS IOd 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 lOd NAILS SPACED 6' O.C. TRUSSES @ 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0 O.C. 2X6 DIAGONAL BRACE 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN SPACED 48' O C. ATTACHED WITH 16d NAILS SPACED 6 AC ' O.C. HORIZONTAL BRACE TO BE LOCATED AT TO VERTICAL WITH AC - THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE -- STUDS WITH (3) IOd NAILS THROUGH 2X4 (REFER TO SECTION A-A) 16d NAILS, AND ATTACHED 7. GABLE STUD ❑EFLECTION MEETS OR EXCEEEDS L/240- I TO BLOCKING WITH (5) - 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE 10d NAILS. 9. 00 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 ACES AT SIZE SPECIES SPACING BRACE L - B BR RACE BRACE BR POINTS AND GRADE 1 1/3 MAXIMUM STUD LENGTH 2X4 SP 931 STUD 12'O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP#31 STUD I 16'O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP#31 STUD 24'O.C. 2-8.6 3-11-3 54-12 8-1-2 2X4 SP#2 12'O.C. 3-10-15 W 1 6-6-11 11-8-14 2X4 SP#2 16'O.C. 3-6-11 4-9-12 6-6-11 10-H 2X4 SP#2 24,O.C. 3-1-4 3-11-3 6-2-9 1 9-3-13 ?� 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 907 OF ❑IAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. I 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. s T-BRACE / I-BRACE DETAIL FEBRUARY 17,2017 WITH 2X BRACE ONLY STDTL09 r; NOTES: T-BRACING / I-BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I-BRACE MUST COVER 907 OF WEB LENGTH. THIS ❑ETAIL NOT TO BE USED TO CONVERT T-BRACE / I-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. ...�.€ A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 NAILING PATTERN BRACE SIZE FOR ONE—PLY TRUSS T—BRACE SIZE NAIL SIZE NAIL SPACING SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. WEB SIZE 1 2 NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I-BRACE (ON 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE TWO-PLY TRUSSES NAIL TO BOTH PUES) 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 -A 2X6 2X6 T-BRACE 2X6 I-BRACE k 2X8 2X8 T-BRACE 2X8 I-BRACE k' WEB T-BRACE / I-BRACE MUST BE SAME SPECIES -A AND GRADE (OR BETTER) AS WEB MEMBER. k } T-BRACE NAILS NAILS WEB NAILS WEB I-BRACE T-BRACE SECTION DETAILS FEBRUARY 17,2017 LATERAL BRACING RECOMMENDATIONS STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BEI'POSITIONED ❑IRECTLY UNDER THE _- TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4461 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 CHORO, 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 (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0.131' X 3') NAILS (0131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') BLOCKING BEHIND THE VERTICAL ATTACH 2X4 VERTICAL WEB IS RECOMMENDED WHILE TO FACE OF TRUSS- ATTACH TO CHORD NAILING THE STRONGBACK FASTEN TO TOP, ANO WITH (2) #12 X 3' BOTTOM CHORD iWITH WOOD SCREWS (2) - 10d NAILS (0131' (0.216' ❑IA-) X 3') IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL 'INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' - 0' WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS)' (BY OTHERS) 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). FEBRUARY 17,2017 LATERAL TOE-NAIL DETAIL STDTL11 NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE ENO ❑ISTANCE, EDGE ❑ISTANCE, 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 ❑IFFERENT SPECIES. FORT PIERCE,FL 34946 772-409-1010 TOE-NAIL SINGLE SHEAR VALUES THIS DETAIL IS ONLY APPLICABLE TO PER NOS 2001 (LB/NAIL) ITHE THREE END DETAILS SHOWN BELOW. OIA 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 p .131 75.9 69.5 60.3 59.0 51.1 J in .148 81.4 74.5 64.6 63.2 52.5 NEAR SIDE ri VALUES SHOWN ARE CAPACITY PER TOE-NAIL. SIDE VIEW SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X3) 2 NAILS EXAMPLE: NEAR SIDE NEAR SIDE (3) - 16d NAILS (0162' ❑IA. X 3.5') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE NEAR SIDE FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84-9 (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° s FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12 ' TOE—NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF—S Lo Z .131 59 46 32 30 20 J � .135 60 48 33 30 20 A-1 ROOF TRUSSESLQ 4451 5T_LUCIE BLVD. M .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 Q r� Z .120 51 39 27 26 17 0 THIS DETAIL SHALL BE USED FOR A CONNECTION Z .128 49 38 I 26 25 17 RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER O IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. _j .131 51 39 27 26 17 148 57 44 31 28 20 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 END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE 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 (01G2' DIA. X 3.5') WITH SPF SPECIES TOP'PLATE FOR WIND OOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIN❑ DOL OF 1.60: 1 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE i0 WIN❑ IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *** USE (3) TOE-NAILS ON 2X4 BEARING WALL *** USE (4) TOE-NAILS ON 2X6 BEARING WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY NEAR SIDE NEAR SIDE 30' X17 TOP PLATE OF WALL L 1_"rNAIL 1-1/1 25' NAIL FAR SIDE 1-3/16' FOR 3.5' NAIL SIDE VIEW END VIEW I FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS Aar A-1 ROOF TRUSSES FORT PIERCE,LUCIE FL U946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 772-409-1010 7-10, 29'-0" Mean Height, Exp. B, C or D. �O 2� Z� 2x4 SP No. 2 (Min) o° o° 1 .5 x 4 o° o° 2x2 SP No. 3 1 .5 x 4 t April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS I' a A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 1 FORT PIERCE,FL 34946 1 7721109-1010 VARIES (4) 12d TRUSS 2411 O.C. (4) 12d MAX �30" (2'-611) UPLIFT CONNECTION 2x SEE ROOF TRUSS 6 #2 SPA (Both Faces) 24'' O.C. i EXTERIOR FLAT SIMPSON H5 GIRDER I 6any!x is gS,ii3 ks..{!.JrilSik!`!£• '-Ef?L'111dStECi3�'6tCl Y'R'+Ri71;2S AfAntl?Tf c.T Mi+ E•� sel efa� ft Tsi1 N 1,r" =i7 "z Lkt jif 4Q,!L1'fA SedWat Fmn�luiw' ! N1,t.tj.. s,a �.tas,,.ftini aE�p In N:dd.p t •fiesp[r Ei s,w-ar.ern s..�s of a w©«•ro�a+t s ref q i+ra� tQe a g�du,;sFx tep� a.E� rs •s,as p w -�.a,,,a.m� �7 �;jth^--Y T.T6.bo 117,P E ad- kfa lrnt4t�7 Su.a3 M umardmeC !»C»e aP tf dK"a M=tulh gd,¢te uuuxdmREi tl; 4 bel s+.fr�if9t edR' gr+xxd9e PD myezta dlfk .pdda{Ly: etemsl uA?9 ib tpns6'1x�d. 8Q493 dde!ra;Wpad d'utsl IgseGSda'r.Ae �'SM1�P.d;r/l ip l33,1 ek l±ayI"id -ryr 3- ai Herdic usv.<tp+i�tim6 pt E,rttn�ts�Xa+d+.rc..®tst 365!$i t17 IC P!�cl r<ian.ldeM4E ;sgt lrJnb e7� pvYss bN..IkI 10t� it 563! y-et�pn 1 Spa.-bye lcY Wdq,_114 w"�+dy .[Gxilh Ulf :. FOle:Pleice FU'34940 •• --� L:prg6tJ 201dki;Ban(6Ysses AntSep�I TeetY04P.t.,Rrprod nau utrbts dcroarcn�lFi nnykrnkispiYAi$itet �16om d}e«�iieaplm as eYTram�Ad RYol Lesser,%yAYe!F Tam6aC1;P,L 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 _......_........_...__..;ram' 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 FORT PIERCE,FL 34948 772.409-1010 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' D.C. AS SHOWN (.131' ❑IA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C �ZN 1 BREAK 3 � • 10d NAILS NEAR SIDE rlrl +10d NAILS FAR SIDE y� 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 ❑URING 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. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 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 ENO BEARING CONDITION NOTES: 1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, ❑F) TO ONE FACE OFI TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS 048' ❑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. 1 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 12112 AN[] 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 ,I J JA a Jar A-1 ROOF A16 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 `SCSI 1-03 Guide to Good Practice For Handling, Installing,&Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design,connection, material, and labor by others. 3) Truss designs are for an individual component,not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer,any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should.verify all loads uplifts,and bearing requirements. Truss manufacturer is not responsible for specifying beams,other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding.- 7) It is the builder's responsibility to assure there is adequate room for A/C ducts,electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified,valley framing design,connection,material and labor t&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. joint 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. i 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com I i US STRUCTURAL CONNECTORS' S;OA Mffek'Company Hangers Allowable Load(lbs) DF-L/SP LSL LVL PSL SPF I-JOIST USP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T1 JUS24 1881, 655 750 820 510 - - - - - (4)-10d(Header) FL821.39, (2)-10d(Joist) 11- 0510.01, RR 25779 w524 670 765 825 490 - - - - _ (4)-lod(Header) (1)-Iod(Joist) T2 JUS26 1881, 850 975 1060 1115 (4)-10d(Header) FL821.42, (2)-10d(Joist) 11- 0510.01, RR 25779 LU526 865 990 1070 1165 - - - - _ (4)-10d(Header) (2)-lqd(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) li (2)-15d(Face-Top Flange) (4)-16d(Top-Top Flange) THA1422 1835 1835 1835 - - - - _ _ (2)-10d x 1-112 or 2-10d x 1-112(Carried Member) (20)-10d or(2)-1od(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)-1od x 1-112(Carried Member-Max Nailing) (20)-16d x 1-112(Carrying Member) (20)-16d x 1-112(Carrying Member-Max Nailing) US STRUCTURAL CONNECTORS' A MiToW 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) HTU26-2 2940 3340 3600 2175 - - - - _ (20)-10d(Carried Member-Max Nailing) - (20)-16d(Carrying Member-Max Nailing) T6 THD28 1781, 3865 3965 3965 2330 (28)-16d(Face) FL13285.35, (16)-10d x 1-1/2(Joist) 06- 0921.05, RR 25843 HTU28 3820 4340 4680 2140 - - - - - (26)-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- - 0921.0S, RR 25843 13116-R HHUS28-2 4110 4770 5140 2000 - - - - _ (22)-16d(Face) (8)-16d(Joist) -- --- - --- - - HTU28.2 3820 4340 4680 3485 - - - - _ (26)�Od(Coirled 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 HHU546 2790 3160 3410 1550 - - - - - (14)-16d(Face) (6)-16d(Joist) U S P STRUCTURAL CONNECTORS' A MIT&W Company Hangers Allowable Load(Ibs) DF-L/SP LSL LVL PSL SPF I-JOIST USP 160% Label Stock No. Code Reports 100% 11S% 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 HHU548 4210 4770 5140 2000 - - - - _ (22)-16d(Face) (8)-16d(Joist) T10 THDH26-2 1881, 3915 4505 4795 2235 (20)-16d(Face) FL821.75, (8)-10d(Joist) 06- 0921.05, RR 25779 13116-R HGUS26-2 4355 4875 5230 2155 - - - _ _ (20)-16d(Face) (8)-16d(Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 (20)-16d(Face) FL821.75, (8)-10d(Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 - - - - _ (20)-16d(Face) (8)-16d(loist) T12 THDH28-2 1881, 6535 7515 8025 2665 (36)-16d(Face) FL821.77, (10)-16d(Joist) RR 25779 13116-R HGUS28-2 7460 7460 7460 3235 - - - - - (36)-16d(Face) (12)-16d(Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 (36)-16d(Face) FL821.75, (10)-16d(Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 - - - - _ (36)-16d(Face) (12)-16d(Joist) US P STRUCTURAL CONNECTORS' A Mofrek'Company Fastener Comparison Table Connector Schedule Group Label USP Stock No Required Fasteners Reference No Required Fasteners (4)-10d(Header) (4)-10d(Header) - T1 JUS24 LUS24 (2)-10d(Joist) (2)-IOd(Joist) (4)-10d(Header) (4)-10d(Header) - T2 JUS26 LUS26 (4)-10d(Joist) (4)-lod(Joist) I (22)-10d(Face-Face Max Nailing) (6)-16d(Carried Member-Face Mount) (6)-Sod(Face-Top Max Nailing) (6)-16d(Carri d Member-Top Flange) T3 MSH422 (6)-10d(Joist-Face Max Nailing) THA422 (22)-16d(Face-Face Mount) (6)-10d(Joist-Top Max Nailing) (2)-16d(Face Top Flonge) (4)-10d(Top-Top Max Nailing) (4)-16d(Top-Top Flange) (18)-16d(Face) (11)-10d x 1-112(Carried Member) (12)-1 Od x 1-1/2(Joist) (20)-Iadx I I/J(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)-lad(Joist) (6)-16d(Joist) (28)-16d(Face) (26)-10d x 1-112,(Carried Member-Max Nailing) T6 THD28 HTU28 (16)-10d x 1-1/2(Joist) (26)-16d x 1-1/2I(Carrying Member-Max Nailing) T7 THD28-2 (28)-16d(Face) HHU528-2I!i (22)-16d(Face) - (16)-10d(Joist) (8)-16d(Joist) (18)-16d(Face) (14)-16d(Face) - T8 THD46 HHUS46 (12)-10d(Joist) (6)-16d(JoistJl (28)-16d(Face) (22)-16d(Face) T9 THD48 HHUS48 (16)-1od(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)l (36)-16d(Face) (36)-16d(Face) T12 THDH28-2 HGUS28-2 (10)-16d(Joist) (12)-16d(Joist) (36)-16d(Face) (36)-16d(Face) T13 THDH28-3 HGUS28-3 (10)-16d(Joist) (12)-16d(Joist) USP STRUCTURAL CONNECTORS' A M!Tek Company 14 II\R 1 1 f r JUS24 JUS26 MSH422 TH D26 TH D26-2 TH D28 2 / q TH D28-2 TH D46 TH DH26-2 d 61 t�^ t..' � t j n �i '� :i n 3 •�m': s `� _ y 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. See details below. 8RE4K5 t Is - ALTI-rv#OYED BEARIt-tG COtlr`ITIOPt - _ - - TRU5S fi,1QDIFiCATIOPt, _- — � Ifs_l�YsC - M1SSIN 5 t DAMAGED PLATES t•t<v! nh 1 iC Iron r bet It 1 ar10 -- - f t 4a t5 C to 41 shot'.r v al H - th Qz?�1t c f,r,n t f7e t;r�1n `:c I;.-,lams i7 t rre;� - - - - -- -- 5{ .t <.t,rrt,.t !;,'r_;n,t .! and p;tr,:de --_- - --- -- — --- - - - _. -__3x3 FP 3x3 I I - 3x4 1.5x4=1I --1-.Sx4 II_- - _ , - - - - ----.-_. - -_ 5x6 =2 -_ -= 3 _ -= q_- 6 7 8 _ �- — _ A wq, � 19 I 1$ 17 16 _ 15 -14 _ CsO.LdPdG =Zx4_4Ix6 1rl 3x6_ 3x6 FP 3x4=- 3x3=----_--- -_----- =4x6 <� and- -- - _C.•'rl.€tt:C Ira ?r'ril??7:IiTEc't`z Innfaa;.t. _ -the e ac,iocil on trn.+ r€ea - — - -- - MISSING PTE�E fithere arc __ _ _ �nufktl?r I�e I c r��ctl��g-- 3x4 i 3A_t = - - - _ - 1tS53hIG I DAP�NGED PLATES = - i _ 5 - - { rr_Ie plate th e deds addressed = _ - 3x6 .._- --- 3x 4- 3 1N M12 -__ a