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Home My WebLink AboutTrusses 1 '. =: ;.:r �.. a Lumber design values are in accordance with ANSI/'TPI 1-2007 section 6.3 truss designs rely on lumber values established by others. �_TRU55E5 A FLORIDA CORPORATION "c RE:Job 68868 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce,FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1516 Address:TBD, PORTSIDE DR, FORT PIERCE, FL Subdivision: City: County: St Lucie State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014fTP12007 Design Program: MiTek 20/20 8.0 Wind Code:ASCE 7-10 Wind Speed: 160 MPH Roof Load:37.0 psf Floor Load: 0.0 psf This package includes 33 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 A0036611 A01SGE 6/20/17 13 A0036623 C01SGE 6/20/17 25 A0036635 J7 6/20/17 2 A0036612 A02 6/20/17 14 A0036624 CA 6/20/17 26 A0036636 J7T 6/20/17 3 A0036613 A03 6/20/17 15 A0036625 CJ3 6/20/17 27 A0036637 M01G 6/20/17 4 A0036614 A04 6/20/17 1 16 IA0036626 CJ3T 6/20/17 1 28 IA0036638 M02 6/20/17 5 A0036615 A05 6/20/17 17 A0036627 CJ5 6/20/17 29 A0036639 M03 6/20117 6 A0036616 A05C 6/20/17 18 A0036628 CJ5A 6/20/17 30 A0036640 VO4 6/20117 7 A0036617 A06 6/20/17 19 A0036629 CJ5T 6/20/17 31 A0036641 V07 6/20/17 8 A0036618 A07 6/20/17 20 A0036630 HJ6 6/20/17 32 A0036642 VM02 6/20/17 9 A0036619 A08 6/20/17 21 A0036631 HJ7 6/20117 33 A0036643 VM04 6/20/17 10 A0036620 A09SGE 6/20/17 22 A0036632 HJ7T 6/20/17 34 STDL01 STD.DETAIL 6/20/17 11 A0036621 B03 6/20/17 23 A0036633 J5 6/20/17 35 STDL02 STD.DETAIL 6/20/17 12 IA0036622 I B04GE 6/20/17 24 IA0036634 I J6 6/20/17 36 STDL03 STD.DETAIL 6/20117 The truss drawing(s)referenced have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. �%`tIi I'll dll90pl A NOTE:The seal on these drawings indicate acceptance of professional $i �° ��a�+ea•*:�F} �g engineering responsibility solely for the truss components shown. 4ie` I$ The suitability and use of components for any particular building is the responsibility of the o� 'i e•��°� �' building designer,perANSI/rPI-1 Sec.2. The Truss Design Drawing(s)(rDD[s])referenced have been prepared based on the construction documents(also referred to at times as'Structural Engineering Documents cif ,l' provided by the Building Designer indicating the nature and character of the work. Zr4d The design criteria therein have been transferred to Anthony Tombo III PE by[Al Roof Trusses or specific location]. These TDDs(also referred to at times as'Structural '�i ��• Engineering Documents)are specialty structural component designs and may be part of the oie anyeaoynn,mnyr T� �yr � e�° �0q�� deferred or phased submittals. As a Truss Design Engineer(i.e.,Specialty N CN'pmh' T Tombo III rmp :ear••- 1;ir project's P 9 9 (- P tY ) �`R MttronY•ToinCo��wheigl eennB"7 Engineer),the seal here and on the TDD represents an acceptance of professional Anthony T.TOmbo,lll s c us rbn Iger wit 6, engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for oet 2017.7051601 56-04roo compatibility with their written engineering requirements. Please review all TDDs and all � �'� , ;;,�; ,III P E 'R AL related notes. ;3B,BG;4221��:QOt]OQ04C12E7pF,.. ` Page 1 of 1 ^ � Lumber design values are in accordance with ANSI/TP| 1-2007 section 8.3 A-1 ROOF These truss designs rely onlumber values established by others. TRUSSES xFLO@u^ooRFonmmw AA | | RE:Job 68808 No. Seal# Truss Name Date 37 STDI-04 STD.DETAIL 6/20117 38 STDI-05 STD.DETAIL 6120/17 39 STDI-06 STD.DETAIL 6/20117 40 STDI-07 STD.DETAIL 6/20/17 41 STDI-08 STD.DETAIL 6/20/17 42 STDI-09 STD.DETAIL 6120/17 43 STDLIO STD.DETAIL 6/20/17 44 STDLI I STD.DETAIL 6/20/17 45 STDL12 STD.DETAIL 6/20/17 46 STDL13 STD.DETAIL 6/20/17 47 STDL14 STD.DETAIL 6/20/17 48 STDL15 STD.DETAIL 6/20/17 49 STDL16 STD.DETAIL 6/20117 - ` ^ ' � - ~ ` Page 2of 1 ` � ' I ti Job Truss Truss TypeQty Ply 68868 A01SGE Common Girder 1 1 A0036611 - Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MTek Industries,Inc. Tue Jun 20 09:45:59 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-EsK2haYyPZOwZHuYKOUi7Ace?j9vyVKengSnQ9z4RZc 15-6-0 i1�-p fi-8-5 12-0-3 12-10-3 18-11-13 25-1-13 25s11�10 31-3-11 �_ 38-0-0 $9-4-p -0 6-8-5 5-3-14 0110-0 3-5-13 6-2-0 0-9-3 5-4-1 'I-4-0 2-7-13 6.00 FIT 5x6= Dead Load Dell.=1/16 in 9 - 5x6 i T 4 5x6 �v 3x4 6 11 3x4 �i ko 3 13 f4 5x8 i 1 3x 4 5 5 4 4 1 5x8 E6 3 3 2 14 1 T 5 9 m �1 2 1� 22 44 45 46 21 4748 2049 19 50 18 17 3x4= 3x6= 3x6= 5x6= 4x6 II 5x6= 6-0-14 6--6 12-0-3 18-11-13 25-1-13 25 11 10 31-3-11 31 kl 2 38-0-0 6-0-14 0--8 5-8-14 6-11-10 6-2-0 0- _13 5 4-1 0-7-7 6-0-14 Plate Offsets(X Y)- [6:0-3-0,0-3-01,[8:0-2-8,0-2-81,[9:0-2-13,Edge],[11:0-3-0,0-3-01,[18:0-2-12,0-3-01,[Zl:0-2-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.0518-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.1318-19 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:292 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 11)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 BOT CHORD to bearing plate capable of withstanding 517 Ib uplift at WEBS 2x4 SP No.3 2-22=-339/570,22-44=-352/556, joint 2,1730 Ib uplift at joint 19,1250 Ib uplift at joint OTHERS 2x4 SP No.3 44-45=-352/556,45-46=-352/556, 21 and 681 Ib uplift at joint 15. BRACING- 21-46=352/556,21-47=-456/450, 12)Graphical pudin representation does not depict the TOP CHORD 47-48=456/450,20-48=456/450, size or the orientation of the purtin along the top andfor Structural wood sheathing directly applied or 5-7-5 oc 2049=-737/748,49-50=-737[748, bottom chord. purlins. 19-50=-737/748,18-19=-514[789, provided sufficientHangers)or ient to support concentrated load(s)other connection device(s)shall be BOT CHORD 17-18=-492/764,15-17=-489[773 84 Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS pro WEBS B-20=-589/331,8-19=-1188/1050, Ib down and 8-1 up at 6-3-9,and Ib down and 1 Row at micipt 12-19 8-9=-870/546,12-19=-1 518/1194, 200 Ib up at 8-10--15,and 168 Ib downn and 200 Ib up JOINTS 10-11=-341/404,5-21=-453/697, at 10-10-15 on top chord,and 103 Ib down at 6-0-1, 1 Brace at Jt(s):8,12,7 3-22=0/432,3-21=-1029/682, 51 Ib down at 7-0-13,51 Ib down at 8-10-15,51 Ib 4-7=-608/718,5-20=-653/433 down at 10-10-15,94 Ib down and 281 Ib up at MiTek recommends that Stabilizers and required 124-12,94 Ib down and 281 Ib up at 144-12,and 94 cross bracing be installed during truss erection,in Ib down and 281 Ib up at 164-12,and 94 Ib down and accordance with Stabilizer Installation guide. NOTES- 281 Ib up at 18 4-12 on bottom chord. The 1)Unbalanced roof live loads have been considered REACTIONS.All bearings 0-7-10. for this design. design/selection of such connection device(s)is the responsibility of others. (lb)-Max Horz 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 14)In the LOAD CASE(S)section,loads applied to the 2=-33(LC 16) Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; face of the truss are noted as front(F)or back(B). Max Uplift Cat.II;Exp B;Part.Encl.,GCpi=0.55;C-C Extedor(4 All uplift 100 Ib or less at joint(s) cantilever left and right exposed;end vertical left except 2=-517(LC 4),19=-1730(LC 4), exposed;Lumber DOL=1.60 plate grip DOL=1.60 LOAD CASE(S) 21=-1250(LC 4),15=-681(LC 16) 3) Truss designed for wind loads in the plane of the Standard Max Grav truss only. For studs exposed to wind(normal to the 1)Dead+Roof Live(balanced):Lumber Increase=1.25 All reactions 250 Ib or less at joint(s) face),see Standard Industry Gable End Details as Plate Increase=1.25 except 2=632(LC 20),19=2021(LC 20), applicable,or consult qualified building designer as Uniform Loads(plf) 21=1237(LC 20),15=793(LC 9) per ANSI/TPI 1. Vert:1-3=-54,3-9=-54,9-14=-54,14-16=-54, 4)Provide adequate drainage to prevent water 37-40=-20 FORCES. (lb) ponding. Concentrated Loads(lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except 5)All plates are 1.5x4 MT20 unless otherwise Vert:4=-68(F)3=-199(F)22=-71(F)43=-68(F) when shown. indicated. 44=-34(F)45=-34(F)46=-34(F)47=-81(F)48=-81(F) TOP CHORD 6)Plate(s)at joint(s)2,20,8,19,12,11,10,23,24, 49=-81(F)50=-81(F) 2-3=-687/398,4-43=0/275,4-6=-70/363, 25,26,7,6,27,4,28,29,30,31,32,33,34,13,35, 6-9=-54/489,9-11=-40/476, 36,3,21,5,18,22,14,17 and 15 checked for a plus 11-13=-219/483,13-14=-200/414, or minus 0 degree rotation about its center. 14-15=-972/767,3-5=-184/256, 7)Plate(s)at joint(s)9 checked for a plus or minus 3 5-7=-151/382,7-8=-120/432, degree rotation about its center. 10-12=-178/287,12-14=-1109/922 8)Gable studs spaced at 2-0-0 oc. BOT CHORD 9)This truss has been designed for a 10.0 psf bottom 2-22=-339/570,22-44=-352/556, chord live load nonconcurrent with any other live 44-45=-352/556,4546=-352/556, loads. 2146=-352/556,2147=456/450, 10)'This truss has been designed for a live load of 47-48=456/450,2048=456/450, 20.Opsf on the bottom chord in all areas where a 2049=-737/748,49-50=-737/748, rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. e -nom am w.¢r,r<iuo nmcs2!a;tniunusaemmnesrmeu rclxit¢u�c ufrri.nr are s±¢r[±reer,±¢�rc,e:±i�o Raj�i�wmrm�rr.r w©:rtie.skeaft .rd Ux2eaise Cd lnC±I .±dr ialri�e�dssank�:±ewsetccwk[�trrt¢±ungtyaat±l.sre�erri a±:xinsrm ymmsmer.�ednFound¢5 [�gm� �s�etry�dmnn/rm.ey ¢kioo±ery. t�mLrkt[n�mna .,uarmdweume!q Anthony T.TomboIII,P.E. W-dMI-W 71,96,142-1 Wgdd±a-,6±Cnd[oAlrrned q±dnM:4dfa{O::gu,n@e¢ded d6e QL&±IG¢i4alsxl alta[o!±¢I RI I.Ike±n:nd dOs f00¢t¢r fi±Nm d6r rnss;hd±inr kudos st rye,h±rrfdia¢t F¢x sld'kdxrt±i¢±iiAdrd' �80083 LL±S±erogWu}e±xl6xk±a¢.ine±tes t±f rtlkn±IOC¢Ilzrackn¢Ips:t±lAndfkleuSxs[e:.ry¢±sl5ukg12uae1" ;n51)idFl±e 4r to!is(Ace¢Ir.±re1Wp��d�ilrrte.lFFl i:fiettR[rtsinu37ein n16:e±cdp:Ins P:res,i[:n or.��[q¢±±�n¢n�±±n;nr±±;mns 4451 St.Lucie Blvd. dln+ns±idmllls:¢nxl sQe±lpnhvm;Ir r7 psCes lenhN.l6e fn;t kda Ggauis FlMklliogQ,rilw,erLn;Srn±s 6r�:ad�haiwg.ai mieded;vacross a�¢ssmL Fort Pierce,FL 3494E (opyright�i416 Rd Raoltmsses-Ara6acryLlam oill,P.F,geprodminn dihis dommem,in eny torn,is prohibited wilhounbe when permissiao fres Ad hafLusses-h1hooyLTmbill,P.I- Job Truss Truss Type Qty Ply 68868 A02 Common 3 1 A0036612 Job Reference(optional) All Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:45:59 2017 Page 1 ID:ld OOXyyT61Bi_TXoljwHHzefvK-EsK2haYyPZOwZHuYKOUi7Ack3jA2ybYengSnQ9z4RZc 1 4- 6-7-0 6 -5 12-0-3 1 1 -3 19-0-0 25-1-13 2511 13 31-3-11 31 -0 38-0-0 9-4 4- 6-7-0 0- -5 5-3-14 0-1 -0 6-1-13 6-1-13 0-1 -0 53-14 0- -5 64 4 6.00 12 5x6= 3x4 6 3x6 G 3x4 T 3x6 4 5 7 8 3x4 3x4 3 W4 W4 9 1 m 2 2 1 19 Lil �1 16 15 23 14 24 13 12 3x6= 1.5x4 11 5x6= 5x8= 5x6= 1.5x4 11 3x6= 6-7-0 12-0-3 18-11-13 19 -0 25-11-13 8-2-1 31-5-0 3-0- 6-7-0 5-5-3 6-11-10 0- -3 6-11-13 2-2-13 3-2-5 6-7-0 Plate Offsets(X,Y)— [13:0-2-4,0-3-0] [14:0-4-0,0-3-01,[15:0-2-4,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.04 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.1013-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:209 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2 1)Unbalanced roof live loads have been considered BRACWEBS 2x4 SP No.3 for this design. TOP CIHORD 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Structural wood sheathing directly applied or 5-5-2 oc Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; purlins. Cat.11;Exp B;Part.Encl.,GCpi=0.55;C-C Exterior(2); BOT CHORD cantilever left and right exposed;end vertical left Rigid ceiling directly applied or 10-0-0 oc bracing, exposed;Lumber DOL=1.60 plate grip DOL=1.60 Except: 3)Plates checked for a plus or minus 0 degree 6-0-0 oc bracing:14-15, rotation about its center. WEBS 4)This truss has been designed for a 10.0 psf bottom 1 Raw at midpt chord live load nonconcurrent with any other live 4-14,6-14,8-14 loads. 5) This truss has been designed for a live load of MiTek recommends that Stabilizers and required 20.Opsf on the bottom chord in all areas where a cross bracing be installed during truss erection,in rectangle 3-6-0 tall by 2-0-0 wide will fit between the accordance with Stabilizer Installation guide. bottom chord and any other members,with BCDL= 10.0 psf. REACTIONS.All bearings 0-7-10. 6)Provide mechanical connection(by others)of truss (lb)-Max Harz to bearing plate capable of withstanding 436 Ib uplift at 2=-33(LC 5) joint 2,442 Ib uplift at joint 15,1202 Ib uplift at joint 14 Max Uplift and 605 Ib uplift at joint 10. All uplift 100 Ib or less at joint(s) except 2=-436(LC 4),15=-442(LC 4), 14=-1202(LC 4),10=-605(LC 5) LOAD CASE(S) Max Grav Standard All reactions 250 Ib or less atjoint(s) except 2=498(LC 10),15=742(LC 10), 14=1862(LC 10),10=775(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-340/227,3-4=-38/312,4-5=-47/330, 5-6=-33/453,6-7=-33/453,7-8=-47/330, 8-9=-405/355,9-10=-886/575 BOT CHORD 15-23=-363/454,14-23=-363/454, 12-13=-310/689,10-12=-310/689 WEBS 3-15=-602/503,4-15=-319/247, 4-14=-293/371,6-14=-833/513, 8-14=-1005//93,8-13=-193/497, 9-13=-590/496 t4451aae!-a�una,gly,,.KrlS,!tlog€n�s�s!sr!u;aeafn(lus s(mmr4s(snrau�lur.!'I!1ll,ctlela:Irma roar e,T�::rEa a<:al wa„~;,ra„e.,8,m,.�p(.;wm rmarr.rHl,ert.l�a.,sl�(ear re.e,uv.r„.ne r,�lwm<rro.aq col;zc�nryacsinl:u,exarTeml,nff,rrn:so�v�l�a{.e-yrlyrn,;n::�a�(mrganw,rg�ramrnty,dru„�rmlraaarlrQamewy,ra;;ly,aadrouq.,,iaml.�t<ur,esa( <, Ql ,laauva,lary Anthony T.Tombo III,P.E. Wo:d fz�iT-kl o!l,61r1i,n,i,gn,o:trt dlh,Cn,n,Cr,eisanau,i lu At99fq Oesga,i,ne uaer,dfit ,n,n(Wte 1.15,'18gud,ulRtLtt„tt:addtu 100.9 nr fiellre dAtTr„s,sd,fq!atlq staq,,kM,!tNwul k-1 rid!h9,„slnsnddf d -180083 5t.Lucle Blvd. snems id.dlr s(aedal,geE,p,2 riGre h,di trns l,nh>!.the fnn Ueue 67ca Is E"!ne IligO,syw,al,nsslstex L7asu d.,gMAlloy.AI a(Cdtr,!!nss at n Edal ui!!1. (epyrightr)7416AdRadInisses-Anthuyl.Iamb ill,P.E.Reproduainafthisdocument,Enany form,isprofiNfedw0houllemittenpermissionfromA-1 Roof itusses-Anthony LTomb fEl,P.E. Fort Pierce,FL 34946 4 Job Truss Truss Type Qty Ply 68868 A03 Roof Special 3 1 A0036613 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Tue Jun 20 09:46:00 2017 Page 1 ID:ld_OOXyyT61 Bi_TXo ljwHHzefvK-i3uQvwYaAt8nARTku5?xgO8uG7N?hxOnOKBKzcz4RZb 1 4-0 7-3-8 11-10-10 19-0-0 25-0 4 32-1-9 38-0-0 a9 4-p 4 7-3-8 4-7-1 7-1-0 6-0-4 7-1-5 5-10-7 4- 5x10 MT20H5= 6.00 12 Dead Load Defl.=1/2 in 6 3x6 4X6 i T 5x6 5 7 4 3x4 5 6 3 W 1.5x4 i 13 8 8 W2 14 5x8 W7 1 N I 3x4: v 3 9 1 2 "5x8 9 y 0 3.00 12 1y 17 16 12 11 3x6= 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 6 3-7-6 8 8-12 10-1-14 Plate Offsets(X,Y)— [7:0-3-0,0-3-01,[9:0-2-12,0-1-81,[11:0-3-4,0-3-01,[12:0-2-0,0-1-01,[13:0-5-4,Edge) [15:0-5-0,Edge],[17:0-2-12,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 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 FBC20141TPI2007 Matrix-MSH Weight:222111 FT 0% LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2`Except` WEBS B2,134:2x4 SP No.3 3-17=-1375/818,15-17=-1375/2714, WEBS 2x4 SP No.3`Except' 3-15=-661/1555,4-14=-850/694, W7:2x4 SP No.2 11-13=-1384/2883,7-13=0/449, BRACING- 7-11=-1069/567,8-11=-407/459, TOP CHORD 6-14=-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 Row at midpt 11-13,7-11 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; MiTek recommends that Stabilizers and required Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cross bracing be installed during truss erection,in cantilever left and right exposed;end vertical left accordance with Stabilizer Installation guide. exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise REACTIONS. (Ib/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 Ib uplift FORCES. (lb) at joint 2 and 1006 Ib 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=-1364/2452 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, ssesnT-Flea M1n,rsltreies dn'll lO;;IR40;5?'13;it63ll 19RS841sDIILSs ICSTC4ldt3'}tp'6;6;EDeYFsrhrn ledt Grip FlaMsnlrnl¢ahsnSicrnss Es!ipCmug(IPs;;m96e4nniLluts lS,iL le!anlln!tdne.v.E¢Inr etmiu ccte/nCe l[D,nit �Teium,nrllnu sl114eseE6rYe TCCsle a el'.TmsC:s:re Grass{s:,lp:sETFflirseM1e seln�i6;!gnnelsnr sdfn rrcz:s�¢ne¢�n,�rry:arntrM1<trs�,rfm¢so�!Tns:/ryllselL•IDDulr,niufii.FLaI!ap esvoras, arurLLn,uihliei Anthony T.Tombo I[t,P.E. ¢etn.el¢tr Las tsupleiBFn lshanspnixlatd6eCnn,to OnnsmYsmeiryes!nF:6silloF Cr..=s,isYe ss<A dfieli�@.Ixnifv l¢slhril(iq¢d:attFll n¢eFlnnl a'Ge iDDnd ol8:1lmt8¢Inn,trdriiyMei�,ilnyphsls"etimcrltnaxildlls LLa¢astmiHrttd 480083 ' M1era7fvrCesi$srsi6>•`.3n,ltleiessd¢d"ulelDCnlYep¢ckn1.1us.ty-I;SesGepeslSde¢Ide!ae1m11l5Qrdfi!fx11IINnlSYAu.,finer,¢lVxry�pilm.IFFl1:fis¢s@rusrnu;ilfin�lklinAB�inssC:r:Tev,inssC::ip'�j¢sneirtss6msmn<,:nlns 4451 St.Lucie Blvd. ulems:idmlll.FanalsgelrynY v!Crf Irs]rr8¢;imbed Ike In>t Dela GT,eu is EDtY¢t 1ligDenp¢ynLass9sle Ggles e!sghAfsg.Nulndes!Ief;m rsdG¢,!u itil. Fort Pierce,FL 34946 (oprright 0 2016 A-0G:olTrassas-AxthoryT.lambaIII,H.Repsodonioc aphis domment,innopform,isptoh3ikd without tha mitten pt!oissice hes A-19aa1Tmsses-Arl6noyLT0mla ill,F.F. r Job Truss Truss Type Qty ply 68868 A04 Truss 3 1 A0036614 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@a1 truss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:00 2017 Page 1 19-0-0 -2 ID:ld OOXyyT61Bi—TXo1jwHHzefvK-i3uQvwYaAt8nARTku5?xgO8uN7PNhxUnOKBKzcz4RZb 1 7 -1 12-11-12 25-0-0 30-9-15 38-0-0 9-0 -0 7-2-1 5-9-11 6-0-4 6-0-0 5-9-11 7-2-1 -4 6.00 12 5x6= Dead Load Defl.=7/8 in 5 5x6 T 2 5x6 4 6 1.5x4 1.5x4 3 2 W 3 7 T 12 1 5x8= 1 r m 2 B 14 13 11 10 1 8 � 1 r: 5x6 WB. 3x8 MT20 W29 is 3x4:::: 3.00 12 3x4::-- 1.5x4 II 1.5x4 11 1.5x4 11 3x8- 3x8= 1.5x4 11 1.5x4 11 3x8 I/ 30-9-15 9-10-4 19-0-0 27-1-6 2-1-2 310-6 38-0-0 s-10 4 9-1-12 8-1-0 -0 2-8-40-3-7 1>10-10 Plate Offsets(X,Y)— [2:0-0-5,Edge] [4:0-3-0.0-3-01.[6:0-3-0,0-3-0],[8:0-0-5 Edge] f8:0-4-0,0-5-121.[8:0-1-13,1-3-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 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/TP12007 Matrix-MSH Weight:199 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2'Except' T1:2x4 SP M 30 WEBS BOT CHORD 2x4 SP M 30 5-12=-127812638,6-12=-963!786, WEBS 2x4 SP No.3*Except* 6-10=-2621633,7-10=-373/445, W6,W5:2x4 SP No.2 4-12=-960f781,4-14=-257/625, OTHERS 2x4 SP No.3 3-14=-374/465 WEDGE Right:2x4 SP No.3 NOTES- BRACING- 1)Unbalanced roof live loads have been considered TOP CHORD for this design. Structural wood sheathing directly applied or 2-2-0 oc 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) purlins. Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; BOT CHORD Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Rigid ceiling directly applied or 4-7-10 oc bracing. cantilever left and right exposed;end vertical left Except: exposed;Lumber DOL=1.60 plate grip DOL=1.60 4-8-0 cc bracing:8-10 3)All plates are MT20 plates unless otherwise MiTek recommends that Stabilizers and required indicated. cross bracing be installed during truss erection,in 4)Plate(s)at joint(s)4,5,6,10,7,14,3,2,8,8,8,15, accordance with Stabilizer Installation guide. 16,17 and 18 checked for a plus or minus 0 degree rotation about its center. REACTIONS. (Ib/size) 5)Plate(s)at joint(s)13 and 12 checked for a plus or 2 = 148210-7-10 (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=-509012810,3-4=-4722/2537, to bearing plate capable of withstanding 1012 Ib uplift 4-5=-3390/1785,5-6=-3390/1785, at joint 2 and 1012 Ib uplift at joint 8. 6-7=-4742/2562,7-8=-5087/2828 BOT CHORD 2-14=-240214601,13-14=-1831/3860, LOAD CASE(S) 12-13=-1827/3896,11-12=-1829/3901, Standard 10-11=-1842/3865,8-10=-241814622 WEBS 5-12=-1278/2638,6-12=-963!786, 6-10=-262/633,7-10=-373/445, a.,�7-rinanwr-ryna'"-Iiro::irrmjwar ii 3uigzLnarcmes.youtw7nuceen;IwuurI..TH,fipK-.�r i.1 rnMirra-mirror=map .J11,k"l.raxrmrr.Irwn,lWId.,nrd'.A..wr.M.a,tro.nir uitairrara,ltdrsrkdk,=d ez'CCp!„d:tls,in:san:ereiirsin.'.cores[rsi,eatl,rslnzojt6;rgre;mrmnrem,dor4 ndnlan rp;a:u,*ryh;d,/ml,rf&, fr1-fi-wasPmro it nIn1.rxiry-,n: rus'lasui¢Ivtnsuas41 Anthony T.TomboIII,P.E. set.:•dns 5ns krayidlin D, inWt.,d6rG.a'N0.xrramkwnd gra.,n=IgS, niiq onw,nadUC ,4'fa, D,R(r.1N W15bjad-f RI.L N n:"dAh,loom of Wi-06,r.":W.Cnrk uiliq 'j"adFeanni Ir—pill 1,a,aq., 41"d' ' n,r,:lratorr�aQa.ua.m,orad.disMD.W.'mpaila.alaror—IRr,1(,p,,1SA4 an paprdckcninniMA da—fbrr„oris...IRI a�ran,rrf udlarnirin<rd to<ra a,trrrar�. r,antmnu da n,,dm 44515t.=BOOBS 80083 4451 mawmt,rn,.(xnmryazgmav�yelpanI%, i.rvGussD,r!a,Dp4,ir,9rtl,kligod}r,wins..!d,xEgiaVnlhAlig.19"Im"dan'.aid..1nir4l. Fo(fPie¢e,FL 3494b (eypiIIND201d Ad Roaffmssas Arohoayf.Tombaill,P.E.Remodunioe,of this duumemr in any farm,is prohibited without-the wrinen Permission from Ad1iaf6usses-ArihonyLlimho Ill,P.E. 1 a Job Truss Truss Type Qty Ply 68868 A05 Scissor 4 1 A0036615 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Tue Jun 20 09:46:012017 Page 1 ID:Id_OOXyyT6lBi_TXoljwHHzefvK-BFSo6GZCxBHeoblxSpWACbh3DXIcQOjxF xuV2z4RZa i1-4 0 7-2-1 12-11-12 19-0-0 25-0-4 30-9-15 38-0-0 4- 7-2-1 5-9-11 -45-9-11 7-2-1 4 6.00 F12 5x6= Dead Load Deli.=718 in 5 5x6 T 5x6 4 6 1.5x4 W3 3 1.5x4 3 2 SB2 7 12 1 W n 5X8= 1 N B 14 13 11 10 1 4 6 WB: 1 2 5x5x6 WB= 1 8 ] 0 3x4: 3.00 12 3x4 yo 3x10 3x10 9-10-419-M 28-1-12 , 38 0 0 9-10-4 9-1-12 9-1-12 9-10-4 Plate Offsets(X,Y)— 12:0-2-9,0-1-81,[4:0-3-0,0-3-01,16:0-3-0,0-3-01,[8:0-2-9,0-1-81 LOADING(psf) SPACING- 2-M CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.5712-14 >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 FBC20141TP12007 Matrix-MSH Weight:182 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* T1:2x4 SP M 30 WEBS BOT CHORD 2x4 SP M 30 5-12=-1279/2639,6-12=-9591779, WEBS 2x4 SP No.3 6-10=-254/625,7-10=-373/464, OTHERS 2x4 SP No.3 4-12=-96Of78O,4-14=-256/625, WEDGE 3-14=-374/465 Left:2x4 SP No.3, Right:2x4 SP No.3 NOTES- BRACING- 1)Unbalanced roof live loads have been considered TOP CHORD for this design. Structural wood sheathing directly applied or 2-2-0 oc 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) purlins. Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; BOT CHORD Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Rigid ceiling directly applied or 4-7-7 oc bracing. 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)Plate(s)at joint(s)4,5,6,10,7,14,3,2 and 8 accordance with Stabilizer Installation guide checked for a plus or minus 0 degree rotation about its center. REACTIONS. (Ib/size) 4)Plates)at joints)13,11 and 12 checked fora plus 2 = 148210-7-10 (min.0-1-13) or minus 3 degree rotation about its center. 8 = 1482/0-7-10 (min.0-1-13) 5)This truss has been designed for a 10.0 psf bottom Max Horz chord live load nonconcurrent with any other live 2 = -33(LC 5) loads. Max Uplift 6)'This truss has been designed for a live load of 2 = -1012(LC 4) 20.Opsf on the bottom chord in all areas where a 8 = -1012(LC 5) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Grav bottom chord and any other members. 2 = 1613(LC 10) 7)Bearing at joint(s)2,8 considers parallel to grain 8 = 1613(LC 9) value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing FORCES. (lb) surface. Max.Comp./Max.Ten.-All forces 250(lb)or less except 8)Provide mechanical connection(by others)of truss when shown. to bearing plate capable of withstanding 1012 Ib uplift TOP CHORD at joint 2 and 1012 Ib uplift at joint 8. 2-3=-5089/2809,3-4=-4722/2536, 4-5=-3391/1786,5-6=-3390/1786, 6-7=-4728/2551,7-8=-5098/2830 LOAD CASE(S) BOT CHORD Standard 2-14=-2401/4601,13-14=-1832/3861, 12-13=-182713896,11-12=-1832/3899, 10-11=-1837/3863,8-10=-242314610 WEBS 5-12=-1279/2639,6-12=-959(779, 6-10=-2541625,7-10=-373/464, 4-12=-960/780,4-14=-256/625, 3-14=-374/465 7nY1-Flereeua¢Irseva rM'LI rgli RDi`S(SFLa j,7tl311 t1YS6G1tl01R_Y(If?UYj r4T,f}l([6;9;[[�Y:rl'lan icQlhiq.Irr:9arnf rnl mektuNt rnm Geri/.Dney,7LR')sa9W ltBnr l.raG r�,tf.hknrtSfe".larere re6ue3mise NelnCe PO,uft gLrttss�au fides siA k.sesix SaS�use rd.t.Isarn:son Ega:s(re,Srem[7lsgiry?,IlsrMn�pIDD>Qnsrmeseq,�sampnt:sxtaer;ua:.yn:wcar:�dr�shc,,aassugh?m;er urxfDDny.neann.l e:a��;.� s,RaYs nru,.ss,ua�sm Anthony T.Tombo III,P.E. �ned�trmta�le�_crY,rnFl.raaa.em,mg.aRreaMad �nnel�rr�De:z,a�r�mrarro a.ixmal2lsur.�nernl.r rFl:rRinYrmDntn;fico. aarR.n;mam�taur�nrrt.are,n„naknzgatn.mrtsln,im;d =80083 ' nsdargD!tigvad6a5ttlrt IguleseaeelfxlklDDnilslrcfltoolrn2d¢esahrkufg6pealSa4¢Idtr.ednllfrjrdG4:tIrIRnIS(Gmnfneneltug�sapiltxe IrFlufiees@ensrnsInnnihuecdlhlnr0es,e,rrs,s[:sisrnerntlnnu�ta,�.,a,eaess 4451 St.Lucie Blvd. enn.neleG shsl+mmrsgcMegnY nest ly.lgstiet wdel.tla sn;sonargsrr ss FOrYe lsmq oe:ipH:errosssSdm[elCen a'urleunrg.Sll aindcssivesmntl�eelhttFl Fort Pierce,FL 34946 (apyright�2916 A-IRe.(imsss-Aetho.yT.l.mbo111,BE.Racmdudiw./this dommem,h any(arm,is prohlbed 0houtthe wrinen pemissioe fres Ad InUnsses-A.Iho.yL tomb.ill,P.F. Job Truss Truss Type Qty ply 68868 A05C Roof Special 3 1 A0036616 Job Reference o tional At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 50-09:46:01 2017 Page 1 ID:ld_OOXyyT61 Bi_TXoljwHHzefvK-B FSo6GZCxBHeob 1 xSpWACbh4LXmrQN2xF—xuV2z4RZa 14- 7-4-3 11-10-12 19-0-0 25-0-1 30-7-12 38-0-0 9-4 _4- 4 6 8 7-1 4 6-0-1 5-7-11 7 4 4 4 6.00 FIT 5x6= Dead Load Defl.=11/16 in 6 3x6 4x6 G T 5x6 O 5 7 4 W4 3x4 6 1.5x4 3 4 8 T 13 1 W2 5X8= 8 N 3 12 11 5 v dy 1 2 eV10x10 4x6� 2 9 Ie? 0 3.00 12 3x4 16 15 3x6= 6x6= 2x4 11 3x10 7-4-3 11-10-12 19-0-0 28-1-9 38-0-0 7 4-3 4-6-8 9-1-9 9-10-7 Plate Offsets(X,Y)— [7:0-3-0,0-3-01,[9:0-2-9,0-1-81,[16:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.48 11-13 >945 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -1.22 11-13 >374 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.67 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-MSH Weight:193 Ib FT=0 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30"Except" WEBS B1:2x4 SP No.2,B2:2x4 SP No.3 3-16=-1439/843,4-13=-1269/935, WEBS 2x4 SP No.3 6-13=-1200/2535,7-13=-948/765, WEDGE 7-11=-277/633,8-11=-368/454, Right:2x4 SP No.3 14-16=-1380/2754,3-14=-704/1669 BRACING- TOP CHORD NOTES- Structural wood sheathing directly applied or 2-9-3 oc 1)Unbalanced roof live loads have been considered purlins. for this design. BOT CHORD 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Rigid ceiling directly applied or 4-8-1 oc bracing. Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft; WEBS Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 1 Row at midpt 4-13 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)Plate(s)atjoint(s)5,6,2,15,4,3,16,7,11,8,9 accordance with Stabilizer Installation uide. and 14 checked for a plus or minus 0 degree rotation about its center. REACTIONS. (Ib/size) 4)Plate(s)at joint(s)12 checked for a plus or minus 4 2 = 1494/0-7-10 (min.0-1-15) degree rotation about its center. 9 = 1469/0-7-10 (min.0-1-13) 5)Plate(s)atjoint(s)13 checked for a plus or minus 3 Max Horz degree rotation about its center. 2 = 33(LC 4) 6)This truss has been designed for a 10.0 psf bottom Max Uplift chord live load nonconcurrent with any other live 2 = -1020(LC 4) loads. 9 = -1003(LC 5) 7)'This truss has been designed for a live load of Max Grav 20.Opsf on the bottom chord in all areas where a 2 = 1628(LC 10) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 9 = 1598(LC 9) bottom chord and any other members. 8)Bearing atjoint(s)9 considers parallel to grain value FORCES. (lb) using ANSI1TPI 1 angle to grain formula. Building Max.Comp./Max.Ten.-All forces 250(lb)or less except designer should verify capacity of bearing surface. when shown. 9)Provide mechanical connection(by others)of truss TOP CHORD to bearing plate capable of withstanding 1020 Ib uplift 2-3=-2719/1532,3-4=-4567/2489, at joint 2 and 1003 Ib uplift at joint 9. 4-5=-3337/1715,5-6=-3262/1740, 6-7=-3329/1755,7-8=-4674/2529, 8-9=-5030/2783 LOAD CASE(S) BOT CHORD Standard 2-16=-1180/2332,4-14=-158/424, 13-14=-1979/4165,12-13=-1793/3835, 11-12=-1798/3799,9-11=-2378/4546 WEBS 3-16=-1439/843,4-13=-1269/935, 6-13=-1200/2535,7-13=-948/765, 7-11=-277/633,8-11=-368/454, ae-rnJ-rino0mrtlrrnkr fie71 r9=;1IE541�S':1i3 r fFE31t I]Af 6::14GiN?�i fB/GYt"ICfi')tf[F-.5t@SYT.kI'fen INt Gsipµe:!tns setnd u'es n!dc fust:esi�gnbl�PC,w1 U!ee1!nrL rezh R:rF.lrkln;e Si�'td:e n!.kel,oetenise ctlel n6e I'.G,eeli wr!icumd ri uke<a �:teotera:ir,etnsn=r.l�:{u.tr!5erb>�,e:,a!s:r :grt:naeego.eao:t!xcseed<ese:�!::ra::tr ro, tr�!Im sop tm!t:} nn tcGmr.!otmttlrrs tevrm::,nes.�almtrnec nhtrn Anthony T.Tombo III,P.E. ne nedhsi,ns kxoq teiifnelsQe tasyrtsB;If1Ad O.es,EeC•aels oAFmletgrD ei G!4iilor Gn:�e,h3euge.lrfn!Q:,@e1S(Ql Ge hslb:itigcW.uiRd-6e eyy:nde!fie tGO set�fi!Neuatlel�ss;cdsCnyh lvi sixge,nsfarem nt knsr silhkee:lanii3rr el ' ihrs7( @u sae re*0..tGeales ssletlh RlGGerrYz rtfinsed arixsAtNt<P.te G st sAll lsfiiaeGan;itSGldE:htl I'�nrSlU cueke:etrr ?8006. 9 A l ( i 't+ f gsdsnhee iHli4nrsdertslns 7rineelhMsdreliessG!sees,i�ess�:jshG:xeeentirnsRsufdnei,oelns - 4451 St.Lucie Blvd. ah,.n!t!n�.ans!anmegadgsen�r air dilra:see!trd tee tra soecu ht�isr EI At umq o<n�!,,ais:sssta�hsme,deg e;ug.nl:grdms�„sores t!ne!rmtn�t. Fort Pierce,FL 3494b Upyright Z 10164.1 Reoffasses-Arfbony 1.lombo ill,P.E.Rquisdufior of this dosumeot,in ooy him,is pfohilited wilhowhe minen permissirn frons 4d Roof6usses-Aahmi,L hisbo ill,P.E. i Job Truss Truss Type Qty Ply 68868 A06 Hip 1 1 A0036617 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:02 2017 Page 1 ID:ld—OOXyyT61Bi TXoljwHHzefvK-fROAKcaghUPVQlc7OW2PIpEBSx4r9gO4TegR1Uz4RZZ 11-10-12 17-0-0 21-0-0 29-1-12 38-0-0 19-4 4 7-3-9 4-7-2 5-1-4 4 -1-12 8-10� 1-4-0 6.00 F12 6x6 5x8= Dead Load Defl.=9/16 in 6 7 3x6 5x6 WBS 4x6 T 5 SB18 4 6 3x4 C 3x4 W7 9 m 3 W W2 115 6 14 1 N m a 5x6 I I 1— 3x4 3x4 zz 13 5 Bi 12 1 210x10= 5x10 MT20H5< 1t}' 0 3.00 12 1.5x4 II 19 18 3x6= 6x6= 2x4 II 3x10 7-3-9 11-10-12 17-0-0 ,19-0-021-0-0, 29-1-12 38-0-0 7-3-9 4-7-2 514 2-0-0 2-0 0 8-1-12 8-10-4 Plate Offsets(X,Y)— [6:0-1-12,0-1-121,17:0-6-0,0-2-81,[8:0-3-0,Edge),[10:0-2-9,0-1-81,fl9:0-3-0,0-2-01 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.43 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.06 12-14 >432 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.65 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:203 Ib FT=0% LUMBER- TOP CHORD 2x4 SP M 31'Except' T3:2x4 SP No.2 WEBS BOT CHORD 2x4 SP No.2'Except* 3-19=-1379/813,4-16=-895/679, 132:2x4 SP No.3,134,135:2x4 SP M 30 6-16=-305/578,6-15=-363/856, WEBS 2x4 SP No.3 7-15=-3031738,7-14=-235/571, OTHERS 2x4 SP No.3 9-14=-1263/1008,9-12=0/312, WEDGE 17-19=-1367/2723,3-17=-614/1529 Right:2x4 SP No.3 BRACING- NOTES- TOP CHORD 1)Unbalanced roof live loads have been considered Structural wood sheathing directly applied. for this design. BOT CHORD 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Rigid ceiling directly applied or 4-4-7 oc bracing. Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; WEBS Cat.ll;Exp B;End.,GCpi=0.18;C-C Extedor(2); 1 Row at midpt 9-14 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 auide. ponding. 4)All plates are MT20 plates unless otherwise REACTIONS. (Ib/size) indicated. 2 = 1494/0-7-10 (min.0-1-15) 5)Plates checked for a plus or minus 0 degree 10 = 1469/0-7-10 (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 = -1010(LC 4) 7).This truss has been designed for a live load of 10 = -994(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 bottom chord and any other members. 10 = 1592(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 1010 Ib uplift 2-3=-2716/1522,3-4=-4416/2390, at joint 2 and 994 Ib uplift at joint 10. 4-5=-3565/1858,5-6=-3510/1876, 6-7=-3560/1919,7-8=-3557/1869, 8-9=-3642/1853,9-10=-4969/2677 LOAD CASE(S) BOT CHORD Standard 2-19=-1174/2331,4-17=-164/359, 16-17=-1855/3991,15-16=-1206/3123, 14-15=-123513168,13-14=-226014491, 12-13=-2272/4464,10-12=-2268/4478 WEBS 3-19=-1379/813,4-16=-895/679, 9nur-H�a dmuk¢rercafk'41 tO A8SS3�3^l[r'o>[t3At Ulls&MOM{T?OMS-WTTjt669&t(P-sY{lrSun lnd{tuip lar:ehrt rtindw'efu!ds tress Cesip perby(IP;mdtlr War/.{rzN m:lf.lr!rlmr SSe!telae.s!relvn eSa.ise celdnG Rg,nl{ fLLkraem+rlmrs sidlNrtettr.tlt iFCNlr rdA 4rimsOs 6 e[i'hol"al.ft!RGe:slnaar$ ryrz:Wm'&IK dGtrrh;fivalu sroyr 1.R"Wkrtlret 10.1.nS4rm.06,1.k. ae:toe uq,oea tn{.r[a��:,or Ail, k:urs un s?q Anthony T.Tombo III,P.E. ¢1.etthriwskmtki4brtstle nslnsSO.yAM C.m,Pn CnrroAnirrlrvmu ae Wday Oa:ge,ta3e uxhddtir lM EelK al he lre(a,;lligrohalitrl.ItermrzlA6r lOeat myh:nne ABrrms,hbeighrdtrl,riceie,umrFxomniFnrr skdlh MnslnsiSiliryJ =80083 t4451 St.Lucie Blvd. mlawtse k/udlrr:xno0syedgnur!6s;hdlrner lsnhtA{ie?raaeeslu�l9tu6E1rne ta:tuq ersiim,rr?rns<.tar:6r�tl rarna[al.anajemcr[tsa.mrsamrdutnt. Fort Pierce,FL 34846 (opyrightD 1414AINuofTrasss AnheoyLhmholll,l.E.Recrodonian otthis downrom,in enyform,is prohihad wSShoutthe mitten permission from A-I AnnfTrosses-Acthooy T.Tombo ill,P.F. 5 Job Truss Truss Type Qty Ply 68868 A07 Hip A0036618 Job Reference(optional) I � Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:02 2017 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-fROAKcaghUPVQlc7OW2PIpEA?x5B9gO4TegR1 Uz4RZZ 1 4- 7-3-9 11-10-12 16-4-14 21-7-2 29-8-14 38-0 0 9-4- 4- 7-3-9 4-7-2 4-6-2 8-1-12 8-3-2 4 6.00 F12 6x6 5x8= Dead Load DeB.=9116 in 3x6 6 7 5x6 WB-- 4x6-�- 8 4 3x4 4 6 5 3x4 W7 3 W 9 � or 15 1 m W2 16 5x6 11 14 N a 3x4 3x4 13 5 3 1 2 `10x10: 5x10 MT20H� 12 2 1 0 3.00 12 1.5x4 II 4q 19 18 d 3x6= 6x6= 2x4 II 3x8 7-3-9 11-10-12 16-4-14 19-0-0 21-7-2 29-8-14 38-0-0 7-3-9 4-7-2 4 6-2 2-7-2 2-7-2 8-1-12 8-3-2 Plate Offsets(X,Y)— r6:0-1-12,0-1-121,r7:0-6-0,0-2-81,[8:0-3-0Edge] [10:0-1-10 Edge] [19:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.4512-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.0912-14 >418 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.67 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:202 Ib FT=0% LUMBER- TOP CHORD 2x4 SP M 31'Except' T3:2x4 SP No.2 WEBS BOT CHORD 2x4 SP No.2*Except* 3-19=-13771812,4-16=-807/609, 82:2x4 SP No.3,64,135:2x4 SP M 30 6-16=-304/550,6-15=-399/985, WEBS 2x4 SP No.3 7-15=-343/875,7-14=-214/522, OTHERS 2x4 SP No.3 9-14=-1211/976,9-12=0/293, WEDGE 17-19=-1364/2719,3-17=-601/1517 Right:2x4 SP No.3 BRACING- NOTES- TOP CHORD 1)Unbalanced roof live loads have been considered Structural wood sheathing directly applied. for this design. BOT CHORD 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Rigid ceiling directly applied or 4-4-12 oc bracing. Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; WEBS Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 1 Row at midpt 9-14 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 uide. ponding. 4)All plates are MT20 plates unless otherwise REACTIONS. (Ib/size) indicated. 2 = 1494/0-7-10 (min.0-1-15) 5)Plates checked for a plus or minus 0 degree 10 = 1469/0-7-10 (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 = -1007(LC 4) 7)'This truss has been designed for a live load of 10 = -991(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 = 1618(LC 10) bottom chord and any other members. 10 = 1590(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 1007 Ib uplift 2-3=-2711/1517,3-4=-4401/2374, at joint 2 and 991 Ib uplift at joint 10. 4-5=-3642/1912,5-6=-3595/1926, 6-7=-3817/2024,7-8=-3642/1915, 8-9=-3734/1902,9-10=-5006/2699 LOAD CASE(S) BOT CHORD Standard 2-19=-1170/2328,4-17=-175/364, 16-17=-183113965,15-16=-1264/3210, 14-i5=-1299/3267,13-14=-2292/4533, 12-13=-230514508,10-12=-2296/4515 WEBS 3-19=-1377/812,4-16=-807/609, Miu—nemn MI.;e.wlmark'el.1'.T;acsu rRufsasmn�rs[�smuiurryurrw;t[rtuort�rtarts,:rp.:.t.,,,.e tni e4f..hitrm,hipmr.r��m;�mrmnrr.r.:[.m:r.[.rt!ntvtu��enw.nz r,rnr tnn.ntan�nnt raanr Eai;irmndn,�ns:.suer[enrtrdt.i,.[msnnrsh zt�r,[rtmertrr�,: a:: .er�ruargnrmn.enartdntpksintleHn�ria3t�puF.F.lr[ntt[tgadnt,ia¢erm:lgiSdnl�rup.dr,.dn[NLrnirq.nna/n;lxiurmi4ist,uinit. ArtthonyT.TomboIII,P.E. at.nd ,mub-1buar[en,nrtnmurd0.c.",n,o.dtonmdgWntWig 0.,:4,yea:r:edntncat,xnlni�ima[�aaznErrlLtk.p:nddne NOutaffidantrnt[rs:�au�gre�g.sa.ra.fie.rannitnxs,s�t.n:n<rnsmmrd X60063 ' ntuararuturnae[rr.an.tadnsnanontog.d rt nn:nir,r:ran rasn6 ntsc«i,Idnateen¢nrdl,tl[IfnlSAcanireretkrnail{fxt.[Nlifisntresrnu3 nnikndn:[in;0: yhns[sr.6 <Rnetn„udmntynim. 44515t.LudeBlvd, anw.iaittaedy.[neasegedpnhsnnn7a8rtm:;wdeLrhtrra;sDec[aEa�xnfsE?rnasaan,goon{x,;arurs;srdaa[ap.tadn[reaura.mrtrra❑u;na;mnadauisntl. FortPieree,FL 34940 (opyright�1016AIRaalTrusns AnthanyLTnnholll,P.F.Repsaduninnnlihisdomment,inonyform,isproblhiradwithoutthearivenpermissionfromA-1 RoofTtums-ArAnyLTomhoIll;P.E. Job Truss Truss Type Qty Ply 68868 A08 Hip 1 1 A0036619 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Tue Jun 20 09:46:03 2017 Page 1 ID:Id_0OXyyT61Bi_TXoliwHHzefvK-7daYXybTSoXM 1 vBJZDZelOmNKLRcuGKEiIQ_axz4RZY T1-40 7-4-11 11-10-12 144-141 1-- 23-7-2 30-6-7 38-0-0 '9-4-Q 4 7 4-11 4 6-1 2 6-2 4-7-2 4-7-2 6-11 4 7-5-9 4 6.00 12 5x8= 1,5x4 11 5x8— Dead Load Defl.=11/16 in — 5 6 4x6� , 7 4 5x6 4 w 6 5x6 3 8 cp 14 W2 15 6x8= 13 WB N a 3x4% 3x4 a 12 5 1 2 3 "I0x10% 3.00 12 5x10 MT20HS-- 1.5x4 11 2 910Ia o o 18 17 3x6= 6x6= 2x4 11 3x8 , 7 4-11 , 11-10-12 14-0-14, 19-0-0 , 23-7-2 , 30-6-7 38-0-0 7-4-11 4-6-1 2-fi-2 4-7-2 4-7-2 6-11-4 7-5-9 Plate Offsets(X,Y)— [3:0-2-12,0-3-01,[5:0-6-0,0-2-8),p:0-6-0,0-2-8),[8:0-3-0,0-3-0),[9:0-1-10,Edge),[14:0-4-0,0-3-4),[18:0-3-0,0-1-121 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.54 14 >849 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.21 14 >376 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.80 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-MSH Weight:199 Ib FT 0% LUMBER- TOP CHORD 2x4 SP M 30'Except* T3:2x4 SP No.2 WEBS BOT CHORD 2x4 SP M 30'Except- 3-18=-1428/832,4-15=-562/421, B1,B3:2x4 SP No.2,B2:2x4 SP No.3 5-15=-286/501,5-14=-903/2017, WEBS 2x4 SP No.3 6-14=-252/227,7-14=-857/1935, WEDGE 7-13=-188/442,8-13=-924/773, Right:2x4 SP No.3 16-18=-1375/2758,3-16=-544/1448 BRACING- TOP CHORD NOTES- Structural wood sheathing directly applied or 2-2-0 oc 1)Unbalanced roof live loads have been considered purlins. for this design. BOT CHORD 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Rigid ceiling directly applied or 4-5-13 oc bracing. Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; MiTek recommends that Stabilizers and required Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 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),Provide adequate drainage to prevent water REACTIONS. (Ib/size) ponding. 2 = 1495/0-7-10 (min.0-1-14) 4)All plates are MT20 plates unless otherwise 9 = 1468/0-7-10• (min.0-1-12) indicated. Max Horz 5)Plates checked for a plus or minus 0 degree 2 = -33(LC 5) rotation about its center. Max Uplift 6)This truss has been designed for a 10.0 psf bottom 2 = -999(LC 4) chord live load nonconcurrent with any other live 9 = -981(LC 5) loads. Max Grav 7)'This truss has been designed for a live load of 2 = 1612(LC 10) 20.Opsf on the bottom chord in all areas where a 9 = 1581(LC 9) rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. FORCES. (lb) 8)Bearing at joint(s)9 considers parallel to grain value Max.Comp./Max.Ten.-All forces 250(lb)or less except using ANSI/TPI 1 angle to grain formula. Building when shown. designer should verify capacity of bearing surface. TOP CHORD 9)Provide mechanical connection(by others)of truss 2-3=-2676/1484,3-4=-4345/2320, to bearing plate capable of withstanding 999 Ib uplift at 4-5=-3881/2074,5-6=-5228/2685, joint 2 and 981 Ib uplift at joint 9. 6-7=-5228/2685,7-8=-3997/2066, 8-9=-4976/2664 BOT CHORD LOAD CASE(S) 2-18=-1136/2292,4-16=-225/386, Standard 15-16=-1752/3881,14-15=-1445/3476, 13-14=-1487/3546,12-13=-2271/4503. 11-12=-2283/4480,9-11=-2268/4485 WEBS 3-18=-1428/832,4-15=-562/421, 5-15=-286/501,5-14=-903/2017, 6-14=-252/227,7-14=-857/1935, 9r+uy-flmu Neapllr¢tiea'ht'11If4:7RSH 1Ei j,efi3At lf[Nf 6L7%OIR Sf75r04irOfrlt([C:5!Ft5YE11.1xn 1,11 ierippaa:dtmWWW."¢Zis1—hsipc-otign".14,1*.f(bzh@:ff.10—SWIdtn rtt tltlt¢cltnis+T.dern4e @U,¢I( WT+its¢[derpfdrs sink+selt*r4e 4ktdt A,111.10-111-t11,51•.nNIspw4 4t ssi+.7W'oq'o M, tct(tmt(dforth ftnpd4ts411+T-410dn4:iec++i(,t+t¢IAI. Anthony T.Tombo III,P.E. ¢tntdtsimsfxmhiEku is4emrnsukrddtCnr.,hC.+ttrtaktd.tla3tm¢4t 4si1vp Ot::ptr,hdtaded(tit6:,4tix¢IlxlmlirACgtdt¢tRId.IFe e(fstdd4lNp¢t¢(fitN¢lddlL+ss;udtin;h¢liy.slrept,ies41!tl�nl kasl spolle@z¢srmifld(d 680083 I 4+dn�pos$maiti + .rueAmsd+d44:toetdYxpisC.s¢Ip:iddmdvingh�rt,lu<ryt(:�mn�r+pctarrr¢iswwtt¢m¢twry(p(,z<.rnie�¢sett+sr¢u:r¢¢aftea(sn+uo t¢,r¢ssittinpwu¢mtm¢umtmm,¢Itss 44515 t.Lucie Blvd. +4awiu(da=.firr(xnndgrttdgnsn4`u¢dl ponies 4.IsN.IN iron Drs:p hp4w ac FT4e la:1141 R+siS.rs,¢Ttass.IshzGrotun(egM:ll+xp.Sll apndttd'nasmmltfinl'x1r41. Fort Pierre,FL 34946 (opyrigbt02016 A-I RoofTrosses-Arthonyr.Tombo fit,P.F.Rvrodo(ioo oft6is dommsnI,in ony form,is pmbibhed xRhmfthe written pomissien fro.AI Root buss,-Actbo%L Tambo Ill,P.L Job TrussT__Type Qty Ply A0036620 68868 A09SGE I Hip Structural Gable I jJob Reference(optional), Al Roof Trusses,Fort Pierre,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:04 2017 Page I ID:Id COXyyT6lBi—TXoljwHHzefvK-bq8xilb5D6fDf3mV7x4tqEJdPks9dr?Nxy9Y6Nz4RZX 12-4-14 2'l;1 3 64 19-0-0 L5 7 3116- 38-0-0 9-4- - -7-2 -3 6-5-11 4 6x6 i 6x6 Dead Load Deff. 1/8 in 4 T?5 6 6.00 0,UU 0 F1_2 S I I 3X4 N4 3x4 3 E15 lW4//!! i 7 T 4 5�11 sths- 6 Eli% 3 4 E13 Ar Sri S`h8W 14 1 i T. 12 Sf,1 B., 89 b -—---- it0 i-IM,-- ------------ 1 9�11 22 21 20 50 19 15 14 13 12 11 10 M 3x8= 51 16 3x6= 3x4= 5x6= 3x6 3x6 1 L2:41 �2 3111-1 1 14 �17 E 6-5-11 s, _3 -2ki 61M, R� 21 Plate Offsets(X Y} L4:0-1-12,0-1-121,[6:0-1-12,0-1-121,.[16:0-3-0.0-2-121 LOADING(pso SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.07 19-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.17 19-21 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 18 n/a n/a FT 0% BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:273 lb LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 2-22=-578/1278,21-22=-578/1278, LOAD CASE(S) OTHERS 2x4 SP No.3 20-21=-196f790,20-50=-1961790, Standard BRACING- 19-50=-1 961790,18-19=-539/495, TOP CHORD 18-51=-539/495,17-51=-539/495, Structural wood sheathing directly applied or 4-6-15 oc 16-17=-539/495,15-16=_539/495 purlins. WEBS BOT CHORD 3-21=-568/443,4-21=-153/480, Rigid ceiling directly applied or 6-0-0 oc bracing, 4-19=-5541259,5-19=-423/376, Except: 6-19=-66711267,6-15=-1413/810, 7-9-2 oc bracing:2-22,21-22 7-15=-402/346 10-0-0 oc bracing:19-21. WEBS NOTES- 1 Row at midpt 1)Unbalanced roof live loads have been considered 4-19,6-19,6-15 for this design. MjTek recommends that Stabilizers and required 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) cross bracing be installed during truss erection,in Vasd=124mph;TCDL=4.2psf,BCDL=S.Opsf;h=15ft; accordance with Stabilizer Installation guide. I Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left REACTIONS.All bearings 16-7-9 except(jt=length) exposed;Lumber DOL=1.60 plate grip DOL=1.60 2--0-7-10. 3) Truss designed for wind loads in the plane of the (lb)-Max Horz truss only. For studs exposed to wind(normal to the 2=-33(LC 5) face),see Standard Industry Gable End Details as Max Uplift applicable,or consult qualified building designer as All uplift 100 lb or less at joint(s) per ANSIrTP1 1. 17,18,10 except 2=-651(LC 4), 4)Provide adequate drainage to prevent water 15=-966(LC 4),12=-142(LC 4), ponding. 8=-248(LC 5) 5)All plates are 1.5x4 MT20 unless otherwise Max Grav indicated. All reactions 250 lb or less at joint(s) 6)Plates checked for a plus or minus 0 degree 12,17,18,18,14,13,11,10,8,8 rotation about its center. except 2=1 005(LC 10),15=1690(LC 10) 7)Gable studs spaced at 2-0-0 or. 8)This truss has been designed for a 10.0 psf bottom FORCES. (lb) chord live load nonroncurrent with any other live Max.Comp./Max.Ten.-All forces 250(lb)or less except loads. when shown. 9)*This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a 2-3=-1514/836,3-4=-1024/632, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 4-5=-4911461,5-6=491/461, bottom chord and any other members,with BCDL 6-7=-126/525 110.0psf. BOT CHORD 10)Provide mechanical connection(by others)of truss 2-22=-57811278,21-22=-57811278, to bearing plate capable of withstanding 100 Ito uplift at 20-21=-196/790,20-50=-1961790, joint(s)17,18,10 except at=lb)2=651,15=966, 19-50=-1 961790,18-19=-539/495, 12=142,8=248,8=248. 18-51=-539/495,17-51=-539/495, RMIA 71101 T04y fit It;4 W.417 0- 4t"�5�pv�t, f.(01 ofi-qWMI 14.4'Wa IIR 61011£1:7",173.IW1j W,�*.,wldWV, AothonyT.Tomboll'i P.E. 80083 4451 it Lode BlVd. Fmt Pierce,FL 34946 itimaullion of Ihls daceratnt in any fem,4 pfahlabiltil the w6rien pumlissiop hom A-1 ballmsts-WWII,Tomb111,1`1 Job TNSS Truss TypeQty Ply 68868 BO3 Common 2 1 A0036621 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:04 2017 Page 1 I D:ld_OOXyyT61 Bi_TXoljwHHzefvK-bgBxllb5D6fDf3mV7x4tgEJf6kordw3Nxy9Y6Nz4RZX 1-4-0 5-2-9 9-8-0 14-1-7 19-3-4 1-4-0 5 2-9 4-5-7 45-7 r 5-1-13 5x6= Dead Load Defl.=3/16 in 4 6.00 12 1.5x4 1.5x4 i 3 5 1 m 2 6 rn 1 jo 7 3x4= 5x8= 3x4= 9-8-0 19-3-4 9-8-0 9-7-4 Plate Offsets(X Y)— [2:0-2-0Edge] [6:0-0-10 Edge] [7:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.11 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.30 7-10 >772 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:85 Ib 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 5-2-8 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 7-6-11 oc bracing. to bearing plate capable of withstanding 100 Ib uplift at MiTek recommends that Stabilizers and required joint(s)except(jt=lb)6=443,2=581. cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. LOAD CASE(S) REACTIONS. (Ib/size) Standard 6 = 709/0-6-14 (min.0-1-8) 2 = 793/0-7-10 (min.0-1-8) Max Horz 2 = 74(LC 4) Max Uplift 6 = -443(LC 5) 2 = -581(LC 4) Max Grav 6 = 775(LC 9) 2 = 860(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1215/772,3-4=930/579, 4-5=-931/579,5-6=1219!774 BOT CHORD 2-7=-595/1028,6-7=-598/1034 WEBS 4-7=-271/532,5-7=-354/376, 3-7=-347/372 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Extedor(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. amnl-Hen Mnre4Tsnar4cRllgs;'.145S3;S£dEP;uR931I(L4S6(resglflvlSf3S?041"{Ot:tjtlqE;a;[pSYtYPh-n iriflhsipp.alnsnfml Rsutis(nnCnipfirreuyPPl;wltFe ee�s71.fw1a©,tL iM iSWstelne ns.Glsn dlmisesate/sCe nP,n1( Iklekcaedn lltles s§mlesetfx3ei[Cuk Nd.Is.Tmshsa htm!sQn,Srynlr6pc±.G:sslnvjl6;sys;msaeegexsdis Fsdnsied ngnsmgenpssddilfr.Sr hsgsdt�sis('a lss:seFctdcetSelfiUnl(,nln SN l.lf¢hsip nunrce,hetuimla5nc,snUtfef Anthony T.Tombo III,P.E. M.edhsTmsla:mtsiklrllsftempesilEldCsUn-,CaC.setssaknueiappt nn:kdfogfingn,e3e nshddhe�&Ixallz lmlT,:Ifiageds al itil.(Ix eRmddOs 170at vgfi:llnedfieims;uddaTkselieysine{e,usLnetinsd Fns/sid!IeEs n:peuliryd 380083 ' netr3rml¢:sig;rai(scaelatfiednsOalulSiDCnigz(rtEis[nlpitdhneltYloilfeiGeyceslShlrldssaetbsg6gldG.telltlnelSI(Amnlrn:utttgasdpilue,IfFlidnssfiensins,�etnnnihtiesdl�luss0:sips,i�euo-:mEyzeenttnssudmm�,ahn 4451 St.Lucie Blvd. sdnrssidmWlrs(osnestegedepehnGaIta1 tc6s lenhsd lle(ren DsCp hls!sskF7lee tr4iop gnlpFynhns Adcs 6susei slegMJfhg.41¢NIM Inasma Mud iIIFI. Fort Pierce,FL 34446 Coppighf�241d Ad gcalTmsss-bfharyL Tenho Ill,P.E.Reprodu0ioe olfhisdorumant,in onyfere,is prohiEited sifhouldfe srtinen pereeistiovhem Ad R�otTrvsses-Actho%LTanEoill;P.E. Job Truss Truss Type qty ply 68868 B04GE Common Supported Gable 1 1 ) A0036622 Job Reference(oDtional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct /2015 Print t$.UZU S Aug 31 2016 M!Fek Industries,Inc. Tue Jun 20 09:46:05 2017 Page I ID:ld—OOXyyT61Bi—TXo1iwHHzefvK-3OhJyecj—Pn4HCLiheb6NRst6814MPUWAcv5epz4RZW _'VO M-0 19-4-0 20-M 1 4 9-8-0 9-8-0 1 1-4-0 4x4 7 6.00 F1_2 6 18 5 3x4 9 3x4 Tj 10 4 d;In T*3 S 3 c, A ................... ........... 131 �2 AT', 12 13 3x4 22 21 20 19 18 17 16 15 14 3x4= "j 3x4::::: 5x6= 3x4 ............................. ........................................... ................... ................................ ................... Plate Offsets(X,Y)-- 19-4-0 LOADING(psn DEFL. SPACING- 2-0-0 CSI. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TI111 Vert(LL) -0.01 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC �J. Vert(TL) -0.01 13 ntr 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n1a BCDL 10.0 Code FBC20141TPI2007 Matrix-SH Weight:105 lb FT 0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 6)Gable requires continuous bottom chord bearing. WEBS 2x4 SP No.3 7)Gable studs spaced at 2-0-0 oc. OTHERS 2x4 SP No.3 8)This truss has been designed for a 10.0 psf bottom BRACING- chord live load nonconcurrent with any other live TOP CHORD loads. Structural wood sheathing directly applied or 6-0-0 oc 9)'This truss has been designed for a live load of purlins. 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 10-0-0 oc bracing. bottom chord and any other members. 10)Provide mechanical connection(by others)of truss MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 100 lb uplift at cross bracing be installed during truss erection,in joint(s)21,22,15,14 except(jt=lb)2=238,19=129, accordance with Stabilizer Installation guide. 20=199,17=129,16=196,12=245. 11)Beveled plate or shim required to provide full REACTIONS.All bearings 19-4-0. bearing surface with truss chord at joint(s)2. (lb)-Max Horz 2= 31(LC 4) Max Uplift LOAD CASE(S) All uplift 100 lb or less at joint(s) Standard 21,22,15,14 except 2=238(]_C 4), 19=-1 29(LC 4),20=-1 99(LC 5),17=-1 29(LC 5),16=-196(LC 5),12=-245(LC 5) Max Grav All reactions 250 lb or less at joint(s) 2,18,19,20,21,22,17,16,15,14, 12 FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf,h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. Anthony T.Tombs 11 P.E. 80083 4451 St.Lude Blvd. • hpridutrm 0i this doromeat ifl,Vy N--is prow..bittd-ithoul[he w1itien permissin.from A-)bol frusses AnIhoyl,Tombo Jk,P.E. Fort Pierce,FL 34946 Job Truss Truss Type Qty Ply 68868 C01SGE Common Structural Gable 1 1 A0036623 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MTek Industries,Inc. Tue Jun 20 09:46:05 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-3OhJyecj_Pn4HCLiheb6NRssc8HQMPaWAcv5epz4RZW , -1- 0 4-0-0 8-0-0 9 4-4-0 1-0-0 4-0-0 4-0-0 10 44= 3 6.00 FIT 1.5x4 11 1.5x4 Hi /T1 1 Ti T §T1 j ! 4 2 5 1.5x4 II 7 1.5x4 ''- 8 1.5x4 11 6 \i 2x4= 2x4= 1-0-8 4-0-0 6-11-8 8-0-0 1_0_B--;-- 2-11-8 2-11-8 -.{.__.....1-0 8 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 0.21 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:35 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 6)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 chord live load nonconcurrent with any other live loads. OTHERS 2x4 SP No.3 7).This truss has been designed for a live load of BRACING- 20.Opsf on the bottom chord in all areas where a TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 6-0-0 oc bottom chord and any other members. purlins. BOT CHORD 8)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 271 Ib uplift at joint 2,272 Ib uplift at joint 4,142 Ib uplift at joint 8 and MiTek recommends that Stabilizers and required q 143 Ib uplift at joint 6. cross bracingbe installed during truss erection in 9 r accordance with Stabilizer Installation uide. LOAD CASE(S) REACTIONS.All bearings 1-4-0 except(jt=length) Standard 8=0-3-8,6=0-3-8. (lb)-Max Horz 2= 28(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-271(LC 4),4=-272(LC 5), 8=-142(LC 5),6=-143(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 2,4,8,6 FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-264/162,3-4=-264/162 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.Il;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 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 ANSIfrPI 1. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable studs spaced at 2-0-0 oc. .. .-. 6a .Ant r ,+«±iNx Be'FSr zn S��SfuR's RARA Tft4S6 rocmms tnt€a{33rini:GE'3)',:"w'6�:Xt'ritn,rft�r dtRerRi.^.Y!fn�FN{[Aure 3iRJ1 r:.Ij3 nsRiilt�nilrf=t11fL!t.�L^191i1.rf.rf6!!6f r{rNdt(M FS66SfS{ fli]F ltrtd n'�?:rrt!nle �:'ei nacs p';r,ns3NndU?6rIC a;l nGi t;eTTss,r.�fgiFM{.F,S(eCt1;(?esnts.t irrnFarloGnneus:nktfrssln4'FFt'als{d tq nnl;;r{psi!tffotxirupFffitlrs;tsT nJ Fp!aeFxErraOsfr:tete Sud.!1rps�p nu sztls'1�rsrlFs,f h:r.1; Anthony T.Tombo lll,P.E. adneFdCut fnStkrMSsf6egnfeMPndF;tra'i!?:af(,fxiC[fG'i n3tfird[sMntitz. s7ni�r Gtietse.Mxt4t7(,+.tCaixFxdlsttap?sk rlifll.ingpenl cl4e1;1Msv;'!e6ia lle an4+t#ii+psJydF!ers,akrvuasll!fq sleCkruF.s,vssrfEd . 8001$3 ' ar:i�[j r1M'iiirtnliht,itb'[i St16}Zfll P,6ms Fat;(Xtne@{rffif�On46erfi�ytt•'�nt&$>iiR lbaNELGR(I(iiR=Ss7 rotidt emierflElL'3dnrnR��td 2,fM1l dttmeslJJe:TFFsa`9asasitan s'.Errass6eu;nFy inn Pfsn[arvaFftTnn 4adFrro,x,?Flsf 4451 St.Luce Blvd. F3et[i:rd�aeftl[rn;a]z�fdgfeWnmxllS aCPGasnlnL ibeLfsfOFJipFstzr.•nb"ft if hfter ofUPrE,nrnssSiskaFrfuret F±aS4":t+?i,1G�M!adh�;mr:ta'.xtdgllN. Fort Pierce,FL 34946 Ce rPPS ll02016A-1Eoonasses-AmbaY 1.Iembo111,P.E,Pe rodau4enerthisdommeat,inan r'fa>n mbffierd.i5oolfhewriuea«missienhemA-1AeoiUassts-AJdhcn 1.tem6allt,P.E Job Truss Truss TypeQty Ply 68868 CA Comer Jack 6 1 A0036624 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:06 2017 Page 1 I D:I d_OO XyyT61 B i_TXo l jw H Hzefv K-XC F h gzd L ljvxu Mwu F M 6 LvfO2 nYfJ 5s Q g O G efA Fz4 RZ V -1-4-0 0-11-11 1-4-0 0-11-11 3 A 612�9. 4= 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 FBC2014rrPI2007 Matrix-MP Weight:6 Ib 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 Ib uplift at TOP CHORD joint 3,273 Ib uplift at joint 2 and 19 Ib 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. (Ib/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=S.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)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. N'nur Flew nntr..9rrcel.nt'Hin:r?ICScg(k'dti^;,5[[71E 1?US6Cut@iR�nS USTOYS-rCFr1:CCE�;F:E@no Imn it�lrlu�eprt_ehn tefrzil w'etn^�t rrtee hsi3t Weril(IR}sdne ldfaT I.itrttmart/tfi•twt SSe,+.letire w.Eeiw acct reac Ge R@,etfr ILTttr.4[@trl[I¢e3'n61.leI dF�@be<i /41TRIi@et11I0?S�e.�lni�'(Fltiv n Sl itn,7lhe,gtetlsmtGgbm[dni rtf'Z:5�i111llSbYtO)lgr9Y,n?t(+XSt ettipd mtSRr4 T(n:lq!$IelblC@!It ua lfll iYtergl Ln ume;ni: Anthony . teenedsi-tT tm ml kifkrt lsn npn¢ti?td&On.r,dtOnn's inkmndgleunt Gd/'erC.pe,ndx mderdly ll4ni lC u/ntb'rlsi•Ihqtdtut l[41.Qi epmsldtit l@Catq fiddrstdneT�sx mdeturfAiq dmge,nb'etm al Fn:ty 121,nert rtemertld Y TOrrIbO III,F.E. ' nt rtafe Csi w4:&etln.sCettes sfl iduNTG ulmt amtnedlxtlnndhtlnla C,.eel Sehh ldtimehm(i(S tlrr}xl It lFl nlSIX.Intdmrrtbr.rd lIfFl efiusne to it s.mltitrnnuar�un;h TiwC:tit6 ?80083 r r r One 9r r�+ ri s snm, p n<etltlm:Pnihsiin;niss:' 4451 St.Lude Blvd. enemlidmslrt:xnm gte4epem vfi_hdri�ies mtl¢el lhlrrs DlCs,Glixnb[In<eauaCUni}me,eruw<t�ripsc dsgso:uiq.maiedtrtlitr:;mis Ehnsxmt tort Pierce,FL 3494ti CopyrightV 2LI164-1 Roofriusser-Arthomy I.Tomho Ill,R.I.Repiodumion of this domm@nt,in ony form,IS prohi6iled Wilbur she minen permission from 4d Roof Truster-Anthony 1.TamSo 111;P.F. i 6 Job Truss Truss Type Qty Ply 68868 CJ3 Comer Jack 4 1 A0036625 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Tue Jun 20 09:46:06 2017 Page 1 ID:ld OOXyyT6lBi_TXoljwHHzefvK-XCFh9zdLljvxuMwuFM6LvfO2nYee5sQgOGefAFz4RZV 14-0 2-11-11 1-4-0 2-11-11 3 6.00 12 I� 0 0 rn 1 U 2 81 4 1 0- A' ri 20= 2-11-11 2-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MP Weight:12 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BRACING- to bearing plate capable of withstanding 103 Ib uplift at TOP CHORD joint 3,240 Ib uplift at joint 2 and 2 Ib uplift at joint 4. Structural wood sheathing directly applied or 2-11-11 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = 60/Mechanical 2 = 201/0-7-10 (min.0-1-8) 4 = 30/Mechanical Max Horz 2 = 200(LC 4) Max Uplift 3 = -103(LC 5) 2 = -240(LC 4) 4 = -2(LC 5) Max Grav 3 = 88(LC 9) 2 = 227(LC 10) 4 = 49(LC 3) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Extedor(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 9r,xvr-fl^ra nmryeltrenerne'1-I10'tICi8143�.iE13if 1!IYf6rDeD!n�li NSttIYj ICfiY'}i!F6:b'J6SY:XThn refit iuip prm¢.et red re4s¢Rls tree Ce:ipLlexatlllR;m:dfleerb¢rl.trrkErf.rdarsrs f'rnttdme ru.kilns Rm�se ritei¢Ge trP,edt FLTakrsahrpklrs skRkrsetfr9:iCCnltrtL lseTrusDesg hiax(.e,fre:not[fpr;;rp.9e ssl¢arylGJrgrt:rnsmrvrrmrdns rnk;;'roil uflo;rihJrz:pavhtir 6rSe4q*e rt�sd;k lmsee} uA:166ult,tteniFN.lkksgafsnar¢s,�iw rednss,s<mhrm Ar.thpny T.TOn1bo III,P.E. ¢{rserf ksrmstx¢rtrYhrisne mrnii7laf rlCx O�rgMDreds osftrmdsfSCn MeriHiq Dn n,udx utlerid!irlM@eLK¢Itielre('�iltirhrdr¢/Iti I.Re eprrrtl C(3t ID0¢l mffieNsre ABeL ss;Gdein7kselml,slee¢,iesLl'n&aRt F.e�rsltlh Rt nsr¢sisJigd =80083 ' Ye lnlfq aeu}x¢lGmrArt.iueetess9 rtla R1U0 n15z f¢Cir¢nlptteF+es rine rofllelfe:}cesl kYelr khraehm;I(S(1rd6::alklFl nlfrG xtiAcn:ellnrxad�il:xe.lFlltdmes@e iesrnuLtoes nikti¢dMLn;asifen,iisn 0•:iFr Eysee¢llnul✓sreh;trtn;moss 4451 St.Lucie Blvd. rflaMnk6allrr(unmrp¢6efnlr:>LamM,drrur N"U.lho frost Des's Gtsu h L91ne ldfighilrn.T hiln. Fort Pierce,FL 34946 (oplrisht02616Adh.Musees-Whorl,L(ambo ill,P,L Repradoulm oftbis dommeof,in any form,is prohibited wuhootthe nrinen permission ftem A-1 Radrusses-AmhonTLTomba nl,P.F. Job Truss Truss Type Qty ply 68868 CJ3T Jack-Open 2 A0036626 ' Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@a I truss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:07 2017 Page 1 ID:IcI OOXyyT6lBi_TXoljwHHzefvK-?Pp3NJezWlloWWV4o3daSsxCcyz8gJgpdwOCjiz4RZU -1-4-0 2-7-10 2-11-11 1-4-0 2-7-10 3 Dead Load Del.=1/16 in 6.00 12 to 0 0 so 1 vt 2 B1 4 ri• d• 2x4= Plate Offsets(X,Y)— [2:0-4-0,0-0-41 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 0.24 Vert(LL) -0.04 4 >907 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.10 4 >345 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-MP Weight:11 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 3 = 84/Mechanical 2 = 201/0-7-10 (min.0-1-8) Max Horz 2 = 200(LC 4) Max Uplift 3 = -108(LC 5) 2 = -240(LC 4) Max Grav 3 = 124(LC 9) 2 = 227(LC 10) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=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. 6)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 108 Ib uplift at joint 3 and 240 Ib uplift at joint 2. alrlq.em;!n!!lgigll.awn!•t,.smeEnes�?;:"�;r•;>[eauricasaEosnin_x„rs*eafrersrxcean;teguElrtnarnagr<s>,�I:�nller!!e trllr.,:u.!se<,ireoa:Aq{mlcdneldgr!pLt!zGlc:ri.lde:na$#!!PAxevu.Gd!ssYu•iserdermnePO.e!it drtar�mlyld!s seltk!ati f'4Cu Wo,d AslrrasesaGer=Airrd ILyGg kal., .l!srt[,ttrRsu6 arsr-epaardns Er sal iuy ys:ddhh r!up!f4usiyk Ul+:rry Mune1P➢u¢,!len inL lute dam p I aq rlrnus,saned.ry Anthony T.Tombo Iii,P.E. ai lsldn:.L.ss tx sgkii'srsin uprsulrgdd!C •z Crursode mel lged R67rsggn,i!nz udlddns ll:,nelt(nnaeloxl5!76q ld llrri ike en�r•rldue l00s:t ui fi!Nn!!'ne i�ss md!Im,.lnel! slsegl,edluu it sld lens r!•Fr!s!Inrd =80083 ' nl5r r4�e!S�'<tLt GYldl rltufls Stl ld'rt lktC Enx/nareitllr rHf>azri;,aq Eli'�C[•315fdeldFlSIIIC¢I;1[$I]Itgfi:FtlGtS!d$rra n!!IIF.! lvXj�2ri STCl7PFI[91!!Sn!RSq!fk:il4ln fll(EIN[dR!tl!S.r?S:yY,TiF15*.ISI GjiEnnlllfSS lFanh:lrt<I;LIIKS 4451 St.Lucie Blvd. m! a N:ar!E nenepelgnM1viYaa-iy irlrrzsGnM1!s I4efn,sDCaGga!nI fMet.l/3Uai;#r,uLass.<r aGrc!d!srla]lur larrd.ldM.n.ls9an1sR41 Fort Pierce,FL 34946 Cepgright�Ylfld4-IRaa(Irusss-ArthanyLlcm5oIII,P.L Repawlioralthis dommem.inuoyform,ispsohlifedxishoutlew!ittenpureissierirnmAIR^oiTrusses-ActhonyI.lemboill;P.E. e Job Truss Truss Type Qty Ply 68868 CJ5 Comer Jack 3 1 A0036627 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:07 2017 Page 1 ID:ld OOXyyT61Bi TXo1jwHHzefvK-?Pp3NJezWiloWWv4o3daSsxAgyxVgJgpdwogiz4RZU 1 4-0 4-11-11 1 4-0 4-11-11 3 6.00 12 0 m 0 N N 2 5 6' 4 2x4= 4-11-11 4-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.07 4-7 >872 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MP Weight:18 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 196 Ib uplift at BRACING- oint 3,271 Ib uplift at joint 2 and 13 Ib uplift at joint 4. TOP CHORD jp � p � Structural wood sheathing directly applied or 4-11-11 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = 112/Mechanical 2 = 268/0-7-10 (min.0-1-8) 4 = 59/Mechanical Max Horz 2 = 288(LC 4) Max Uplift 3 = -196(LC 5) 2 = -271(LC 4) 4 = -13(LC 5) Max Grav 3 = 156(LC 9) 2 = 300(LC 10) 4 = 88(LC 3) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(Ib)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 Extedor(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. xF.;.i x,:,narrilirrr...a•i t mrd 11Ei1('SF1fPr ifr3lt tiZYS 641lCnclS(JSiOYj 10FJ'jif[r;fi[rall91'Ix¢rner tuipµt9ns ui reri ahs u�r LRc:Ee:�romrorOm;minr lrnnrl.nw ci rt rrn�,sr�linre�rdruw,.nr rndwGe iro.urt waruarrdrsskfkrxtinetiglrNi.lseim50t[y3{i1,Spaq[sl ¢.tl:senvUrgrtW®rcrmrdnsrrr4:sunlereGn�mpwtfiry6!kh6pd0shgTre;ierarblCedr,ntalFFi.11ek:pmers.waaruiencumfrat Anthony T.TomtwIII,P.E. M nednrs Trns Wrwl r.iusi is neminsixNidnsRngne guts eshmri gesnn:la7Gai 0.::.:ee,nne rrded dhllN nr;G¢I nelr l},iiliyroG.aeTili.6x ennrti d7le IDRn/eryfi:linrdflelns;tErliy Eaurmi,slsgs,iestef fmnt haq s5111e er re:imiuliryd =80083 ' ne UefgR:ugerc2 Gs!:dn.sRenss sN rd'u lrlaC nl!�puacesed pikruadre kufq Gcjtesl So'elr ldmasren(I(S9PIfnFetlriH srl SArl er rdnn:e/Mivad polxe.IPFl ifivesnlresins M7tes nlAfirsdli•Lan Oagu,Telss hsip'�i<nnl Ines Rafi;tnei,nlm 4451 St.Lucie Blvd. @mmn NGxdklrasa¢Irye?dlinenrs ii!]isles Wds:i l6 rosseehr6itrufs E_Tnrfailiygniptt;nLns S{nes�perc drrpb!Illsi.sli aiedtei Frzsmesduds int- Fort Pierce,FL 34946 (eppight02016 A-I RnalTresses-AathocT LTam"a iib,P.L Rtproduniondthis dosumem:in any form,is prohibited without-be wiven permission from Ml Raaf TTasses-AmhonTT.Tomb fib;P.F. Job Truss Truss Type ]II1,11, Ply A0036628 68868 CJ5A Comer Jack 1 J I I Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 5 Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:07 2017 Page ID:ld–OOXyyT61Bi–TXoljwHHzefVK-?Pp3NJezW1 lovAw4o3daSsx99YWGqJgpdwoCjiz4RZU 4-11-11 6.00 F1—2 c? 3 2x4 4-11-11 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) !/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) (]L06 3-6 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 037 Vert(TL) -0.08 3-6 >777 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n1a n/a Weight:16 Its FT=O% BCDL 10.0 Code FBC2014rrPI2007 Matrix-MP LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 115 lb uplift at BRACING- joint 1,204 Its uplift at joint 2 and 23 Its uplift at joint 3. TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc, purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 18210-7-10 (min.0-1-8) 2 117/Mechanical 3 = 64/Mechanical Max Horz 1 = 216(LC 4) Max Uplift 1 = -115(LC 4) 2 -204(LC 4) 3 = -23(LC 4) Max Grav 1 201(LC 9) 2 = 158(LC 9) 3 = 89(LC 3) FORCES.(lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult--160mph(3-second gust) Vasd=124mph;TCDL=4.2psf-,BCDL=5.Opsf,h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. MI,Nft"P Anthony T.Tombo III,P.E. roql7n,loffttoa.144i..Ia,T,.�kWtiltgq"i.l,k�lf-,t�..ii�.4!kf�kD,,T,uiAllI 384683 4451 St.Lucie Blvd. Fort Pierce,FL 34Q46 '("op'fiighl C 2016 A-1 Reaffiums-AnlbaayT.Tamha III,F.E.RepjDjurijor,51 ibis doment,in ony form,is pblited Atom the written isemissien Item A4 R00111"sm-An'banyl.Tomh III,F.I. i v Job Truss Truss Type Qty Ply 68868 Ci 5T Comer Jack 2 1 A0036629 Job Reference(optional) At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Tue Jun 20 09:46:08 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-UbNRafebHK9f8g4HMn8p?4UJ_MG8ZmwzsZ71F8z4RZT -1-4-0 2-7-10 4-11-11 1-4-0 2-7-10 4 Dead Load Defl.=1/8 in 6.00 F12 0 N N 3 N 2 to 6 sa 3x4= i 2-7-10 2-7-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.10 6 >596 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.21 6 >277 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:20 Ib FT=0 LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 164 Ib uplift at BRACING- TOP CHORD joint 4,263 Ib uplift at joint 2 and 40 Ib uplift at joint 5. Structural wood sheathing directly applied or 4-11-11 oc purlins. BOTCHORD LOAD CASE(S) HORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4 = 108/Mechanical 2 = 284/0-7-10 (min.0-1-8) 5 = 74/Mechanical Max Horz 2 = 288(LC 4) Max Uplift 4 = -164(LC 5) 2 = -263(LC 4) 5 = -40(LC 5) Max Grav 4 = 146(LC 9) 2 = 316(LC 10) 5 = 93(LC 3) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;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. 6rf�-FL urtme�Jrre�ee Ce'411aii ilcSSiS�K18;Rr3{II!tYS6(1e�71ES ritOYS-tL1Y'Iin6u6:I[roYilrlua iMl[e;ip�c:9atMnol etetntit lnttd!i}t Ortx:f(f[£i ni11e44�Lrn1,R,rtlhrn-e S7n!Idae.n.rd,n e3naincdelnRelFU.edf '. wTKax�rydrtt�nl:exi�r2e�xuserd:trtelmtD.?hfeastu,Stu„crlrp.4eetslnotrlmntntmsnrafnxrde,p5i.urdn :,!iq,arm,Ih.ixtehap dcet1IYrmsfipMarelrcWI.et.%I. Anthony T.TomboIII,P.E. nt nedtttims hra7rei!Sr_isCe ntrntodtlld6:On,r,G Ondr eaenuedy!dniSe kdfaf Oc:pn,hie nded dtieYCYe lidn/raSnl L:IfartoA nt lr4L Reery.,M d71e@Ont ntfi:ldnedfteims;ted,fnff�eTery dxye,htld:n:sni Fn:_ildi le Re,nd,esii0dtd =80083 ' Ye WdfoiO:tiger¢dh>Sed-IOntntd.4isr'100erit,po"sud rrMmiltaehdfry firp'.t Seell IA'.rm(ItSQfd64e11flfnd SKA nfnn:ee to pwd pit—ifllddnss@,res/ns,�irnn ndklind b,,s0.•t-eev,Tntt Lk:ifrh eeernelnnpmhUntynlat. 4451 St.Lube Blvd. ene.n,id�dlf,dxnmepatgnsncu lr z�rrne,nnts,i.lse tract oteu hf�uft[?Inr t,:u�fnedpn,nl,n;sfm:hfaa mnr trtns#:uttgedolat nendfedsmt. Fort Pierce,FL 34946 CgAht 0 2016 A-1&nof frosses-A t'oryLTanba III,P.E.Repichnin if this domment,in any larm,is prOb;bd2d whboutdo mitten permissia.hom A-I RdOf riussts-hihoayL fGID50 III,P.I. Job Truss Truss Type Qty Ply 68868 HJ6 Diagona�Ird� 1 1 A0036630 LobReferLce(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.cem Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 METek Industries,Inc. Tue Jun 20 09:46:08 2017 Pagel I D:ld_OOXyyT61Bi_TXoljwH HzefvK-UbNRafebHK9f8g4HMn8p?4UFwMAOZh lzsZ7lF8z4RZT 1-10-10 3-7-12 8-5-1 1-10-10 3-7-12 4-9-5 4 Dead Load Defl.=3/16 in 1 4.24 12 1.5x4=11 3 N 1 2 1 s s 13 14 15 6 @ 6. 4x4= 3x4=5 8-5-1 Plate 8-5-1 Offsets(X,Y)— [6:0-3-4 0-1-6j 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 0.65 Vert(LL) -0.14 6-9 >706 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.36 6-9 >278 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:36 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 3)Plates checked for a plus or minus 0 degree WEBS 2x4 SP No.3 rotation about its center. BRACING- 4)This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live Structural wood sheathing directly applied or 5-3-9 oc loads. purlins. 5) This truss has been designed for a live load of BOT CHORD 20.Opsf on the bottom chord in all areas where a Rigid ceiling directly applied or 7-3-10 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. MiTek recommends that Stabilizers and required 6)Refer to girder(s)for truss to truss connections. cross bracing be installed during truss erection,in 7)Provide mechanical connection(by others)of truss accordance with Stabilizer Installation ouirlp to bearing plate capable of withstanding 221 Ib uplift at REACTIONS. (Ib/size) joint g H n9er(s)or o59 lb f her ift at conne oint 2tion dend vice(s)slb pl alift at l be 6. 4= 162/Mechanical) ( ) h provided sufficient to support concentrated load(s)131 2 = 452/0-10-6 (min.0-1-8) Ib down and 67 Ib up at 1-4-7,131 Ib down and 67 Ib 6 = 268/Mechanical up at 1-4-8,155 Ib down and 120 Ib up at 4-2-6,155 Max Horz Ib down and 120 Ib up at 4-2-8,and 191 Ib down and 2 = 305(LC 4) 189 Ib up at 7-0-5,and 190 Ib down and 195 Ib up at Max Uplift 7-0-7 on top chord,and 41 Ib down and 43 Ib up at 4 = -221(LC 4) 1-4-7,41 Ib down and 43 Ib up at 1-4-8,23 Ib down 2 = -459(LC 4) and 11 Ib up at 4-2-6,23 Ib down and 11 Ib up at 6 = -170(LC 5) 4-2-8,and 46 Ib down and 26 Ib up at 7-0-5,and 45 Ib Max Grav down and 33 Ib up at 7-0-7 on bottom chord. The 4 = 182(LC 19) design/selection of such connection device(s)is the 2 = 464(LC 19) responsibility of others. 6 = 307(LC 18) 9)In the LOAD CASE(S)section,loads applied to the FORCES. (Ib) face of the truss are noted as front(F)or back(B). Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. LOAD CASE(S) TOP CHORD Standard 2-10=-793/486,3-10=-704/502 1)Dead+Roof Live(balanced):Lumber Increase=1.25 BOT CHORD Plate Increase=1.25 2-13=-658/707,13-14=-658/707, Uniform Loads(plf) 14-15=-6581707,6-15=-6581707 Vert:1-4=-54,5-7=-20 WEBS Concentrated Loads(lb) 3-6=-7291678 Vert:12=-82(F=-43,B=-38)14=-9(F=-4,B=-4) NOTES- 15=-67(F=36,B=-31) 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)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a tiny;-Fhn M1u„sklprner Gt'FIINNIIISSEM"ur;RIEW UPS r0.NMVIS NSTCY'rLT:P) ;.IN9fJrtn d;Wip pxx:±!xt„trcd eres„3!rnuh!i;tUrtre;{IRj dtlttrp„pr.f„hf1;rF.ih aS5„1F:Sre ra EeM„eSaain rRldnGe 21i,ee1; RiTaks>aeRrr44sszllk„tlk:t<i[CNr<rawL lstT!„sD.�Egaas;s!.,.yemMF<rys,M1:!x1„�st6,rtFrts„ssatcq�stAnapdz;!i„tl ven„:u1:�yauFb.faltlnipSA�suph rm:l:ps>rt„telDatd;.„la rtlL r�lt;�ptx:.s}ca<,Irtihp mL'i„s.s�tattry „t.s•tpssumi„.gtsutyisnt«!p:„o:6rydao.„±,t:g.,rrsat.Rnnr„n±t�7rpu::.�e,��t„ttesiti,aLn,uc„Iteu�ta•,:u�pak„arria.ittp:„d�n±me„i etfi±,i„trntrr.n.eate�ptn�;.n�qt.o:t,ptia„it„,rssd�nl.nR„snamss AnthonyT.TomboIII,P.E. ' IitbIftpU±si�zt¢1ptatetlrt.AlfM„SsttquhID:nlYxp[Ciroedpai(tli„ititekil::ry(epaxelLtnrSAe!xni:n;tfSQpdG;E:OrtY„fSKAre!dne„tlhepa�dpiirzt.ir4te±fieos@t„spss?eiiticsniknesda:Ins0:4uss,Tsae±:�p:v:,t„„n„ssu d,m!n,.d„: =80063 m�m:islrrsr„neagezry„¢iLghapm„mts:I1hTrrssO„#shpxwlski1atklsmpgsl;xt,„ue SyftIsom ot„pnlp.Angi!detd1„xsmssldtdrzmL 4451erce,FL 349. • Fort Pierce,FL 3494b (oppight:a 1916 Ad&cofTmsss�dnt6onyLTccabo!16 P.E.Re;,Iodunbn althis doroment,inairy form,is prohibited without srrittenpermissicnfrom AI YaolLusss-Anthony T.Tcm'I!It;P.E. v Job Truss Truss Type Qty Ply 68868 HJ7 Diagonal Hip Girder 1 1 A0036631 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Tue Jun 20 09:46:09 2017 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-ynxgo?fE2eH Vlgf rwUg2XHOTulaEl7_64DtJnaz4RZS -1-11-105-1-9 9-10-1 1-10-10 5-1-9 4-8-7 4 Dead Load Defl.=1/16 in 4.24 F12 1 3x4 3- 1 1 11 2 1 tr tr tr It 14 15 7 16 6 1.5x4 II 5 2x4= 3x4= 5-1-9 9-10-1 5-1-9 4-8-7 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 0.51 Vert(LL) -0.06 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.10 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:42 lb FT 0% LUMBER- TOP CHORD 2x4 SP No.2 2)plates checked for a plus or minus 0 degree BOT CHORD 2x4 SP No.2 rotation about its center. WEBS 2x4 SP No.3 3)This truss has been designed for a 10.0 psf bottom BRACING- TOP CHORD chord live load nonconcurrent with any other live loads. Structural wood sheathing directly applied or 5-6-9 oc loads. This truss has been designed for a live load of purlins. 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 7 4-12 oc bracing. bottom chord and any other members. MiTek recommends that Stabilizers and required 5)Refer to girder(s)for truss to truss connections. cross bracing be installed during truss erection,in 6)Provide mechanical connection(by others)of truss accordance with Stabilizer Installation guide to bearing plate capable of withstanding 167 Ib uplift at joint 4,492 Ib uplift at joint 2 and 238 Ib uplift at joint 5. REACTIONS. (Ib/size) 7)Hanger(s)or other connection device(s)shall be 4 = 123/Mechanical provided sufficient to support concentrated load(s)126 2 = 519/0-10-6 (min.0-1-8) Ib down and 66 Ib up at 1-4-9,126 Ib down and 66 Ib 5 = 327/Mechanical up at 1-4-9,151 Ib down and 118 Ib up at 4-2-8,151 Max Horz Ib down and 118 Ib up at 4-2-8,and 189 Ib down and 2 = 334(LC 4) 189 Ib up at 7-0-7,and 189 Ib down and 189 Ib up at Max Uplift 7-0-7 on top chord,and 41 Ib down and 43 Ib up at 4 = -167(LC 4) 1-4-9,41 Ib down and 43 Ib up at 1-4-9,23 Ib down 2 = -492(LC 4) and 11 Ib up at 4-2-8,23 Ib down and 11 Ib up at 5 = -238(LC 5) 4-2-8,and 46 Ib down and 26 Ib up at 7-0-7,and 46 Ib Max Grav down and 26 Ib up at 7-0-7 on bottom chord. The 4 = 146(LC 19) design/selection of such connection device(s)is the, 2 = 533(LC 19) responsibility of others. 5 = 374(LC 18) 8)In the LOAD CASE(S)section,loads applied to the FORCES. (Ib) face of the truss are noted as front(F)or back(B). Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. LOAD CASE(S) TOP CHORD Standard 2-11=-922/441,11-12=-837/454, 1)Dead+Roof Live(balanced):Lumber Increase=1.25 3-12=-760/461 ,Plate Increase=1.25 BOT CHORD Uniform Loads(plf) 2-14=-622/798,14-15=-622/798, Vert:14=-54,5-8=-20 7-15=-622/798,7-16=-622/798, Concentrated Loads(lb) 6-16=-622/798 Vert:13=-72(F=-36,B=-36)15=-9(F=-4,B=-4) WEBS 16=-61(F=-30,B=-30) 3-7=-18/287,3-6=-866/676 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 Extedor(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 e�4;.rte«e,«,�r¢H.r•r l msr nm�a;zap;arau�w:a cru,2u unrau;-rortyeueceuuu,rp=matceaQ�s¢,¢t«,e wn nuc r¢,sr«,�op.�prw;x sa,rm«ri.rat.4rt rr*�r s¢�.m«,.0�i,s,n«.,¢vxe n a,eco.«q Wh"zmeau,lelrs sldlkentisle tmlpksd.e lsrimsOsge h;r,:a0r,s;e;nyff;p�:>tla ssl easrII,«;roms m,re;m«dexp&:m¢l¢;iodry r«pae:6,7-rt*,ya ls,ga,116e sud,im:te;�.M¢relWedt,ni«RFL Tuituptdwapms.Wq w,W«s.wailed, Anthony T.TOmbo III,P.E. ¢t rsedrs,Tmslm¢lUidx;I,M«,in,¢Iiy A6tCnG Ex Cxvd,oal«kd wc«delaifer gngn,pCe««e«dn,li(.a,t!(¢Itkbxl s:ilie;mlertinl Bx ep,«,I dfs,IUb¢t¢r fi:llnedtle ;hdetv;f,Lry¢«ge,u«tlnn¢«1F.nse S�tefx«sr«sMin,d 3 80063 I IYeUiifu,0esig¢ere6ffi«I«.16Mnsd,ArterlOCneYxpMittietei�sel�n,11'e4dSgGs�eslS,!th ��etenQ(SI)peE:kNlrlfi¢lSKAcidttereeh:ryed�ilrce.lfNid�eap,«s,,,u'titch¢lhiiesdli:L,ssMsp«,i«sso-:�ph„<«¢et«ssawp;m«;,dm 4451 St.Lucie Blvd. rp«vha iehmrrye;«emcpelot«e.�cxe ry e;�,pmseL the fnn Das!n E,;ae i,rgrtl,izllia?Reslyu,nLass S;pea Egp?a N¢7 h:l0a;.'dl¢;ddneltvs;m¢d�«I s ir41. Copyright®2016A-IReoffnsss-Act6ocyLTamho.Ill,P.t.Reprodurfladelthis doremeet,inenytnrm,isprobiibimdwilhadaiearfienpermissionhesAJReofSossss-Aethonyt.Todd Ill,P.t. Fort Pierce,FL 34946 Job Truss Truss Type City Ply A0436632 68868 HJ7T Diagonal Hip Girder 1 1 Job Reference o tionai Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:09 2017 Page 1 ID:ld_OOXyyT61Bi—TXo 1 jwHHzefvK-ynxgo?fE2eHVlgfTwUg2XHORLI V 716e64 DtJnaz4 RZS -1-10-10 3-7-3 5-6-10 9-10-1 1-i0-10 3-7-3 1-11-6 4-3-1 5 Dead Load Defl.=3/16 in 4.24 12 1 3x4 4 / v 1 is 4..\, 1 2 _ o w 1. 4 I 20 7 � 1 r a 1.5x4 1! = 19 12 11 10 3x4 3x4= 1.5x4 11 1.5x4 11 1.9-6 2-7-4 3-1-33-7-3 5-6.10 9-10.1 1.9-6 0.9-1A -5.1 1-11-6 43.7 0-0-0 Plate Offsets(X Y) 12:0 0 9 Edgej 13:0-4-10,0-1-81,[12:0-2-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.20 11 >596 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.33 10 >351 240 BCLL OA Rep Stress Incr NO WB 0.48 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MP Weight:45 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-10;Vuit=i60mph(3-second gust) WEBS 20 SP No.3 Vasd=124mph;TCDL=4.2psf;BCDL=5.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 4-3-14 oc exposed;Lumber DOL=1.60 plate grip DOL=1.60 purlins. 2)Plates checked for a plus or minus 0 degree BOT CHORD rotation about its center. Rigid ceiling directly applied or 6-2-15 oc bracing. 3}This truss has been designed for a 1 O.0 psf bottom MiTek recommends that Stabilizers and required chord live load nonconcurrent with any other live cross bracing be installed during truss erection,in loads. accordance with Stabilizer Installation guide_ 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 5 = 97/Mechanical bottom chord and any other members. 2 - 54910-10-7 (min.0-1-8) 5)Refer to girder(s)for truss to truss connections. 6 - 385/Mechanical 6)Provide mechanical connection(by others)of truss Max Horz to bearing plate capable of withstanding 133 lb uplift at 2 = 334(LC 4) joint 5,463 Ib uplift at joint 2 and 245 Ib uplift at joint 6. Max Uplift 7)Hanger(s)or other connection device(s)shall be 5 - -133(LC 4) provided sufficient to support concentrated load(s)126 2 - -463(LC 4) lb down and 66 lb up at 1-4-9,126 lb down and 66 ib 6 = -245(LC 5) up at 1-4-9,183 lb down and 127 ib up at 4-2-8,183 Max Grav Ib down and 127 Ib up at 4-2-8,and 188 Ib down and 5 - 117(LC 19) 166 Its up at 7-0-7,and 188 lb down and 166 Ib up at 2 - 566(LC 19) 7-0-7 on top chord,and 41 Ib down and 43 Ib up at 6 = 442(LC 18) 1-4-9,41 Its down and 43 lb up at 1-4-9,and 58 Ib down and 46 lb up at 7-0-7,and 58 lb down and 46 lb FORCES. (lb) up at 7-0-7 on bottom chord. The design/selection of Max.Camp./Max.Ten.-All farces 250(lb)or less except such connection device(s)is the responsibility of when shown. others. TOP CHORD 8)In the LOAD CASE(S)section,loads applied to the 2-16=-3121101,3-17=-1276/640, face of the truss are noted as front(F)or back(B). 4-17-1227/655 BOT CHORD 3-9=-800/1257,8-9=-800/1257, LOAD CASE(S) 8-20=-800/1257,7-20=-800/1257 Standard WEBS 1)Dead+Roof Live(balanced):Lumber Increase=1.25 4-8=-116/403,4-7=-1326/844, ,Plate Increase=1.25 9-11=-193/345,3-12=-552/407 Uniform Loads(plf) Vert:1-5=-54,10-13=-20,6-9=-20 Concentrated Loads(lb) Vert:17=-39(F=-20,8=-20)18=-62(F=-31,B=-31) 20=-92(F=-46,B=-46) ae,ui.re�nnm�atma.m'rtm=;r;est5{s-n1u';uraixt:esasa;manes;cm?eu�ueua.rny-art°u.trarc��µarnr:#„rans..b,m:,asst,oalp,.,,�rnrct.t>za,prttrh;a,t�etd�,nxos:,,ara. xrt.,ceta.,nt Anthony T.Tombo III,P auc rapnts>�a�aa,Mltx,,a:x:gin!rz�r,rnnsou:rr°:u e,y ,Mr r :e:suinetto,quser nscp�,dwra;vwdur,.wsut,ur��:rne rrµp,tresu4 trt:ryauetooalr,nr°mt rxasy n:.ue runt a °n,r.� .E. 4451 5t.Lucie Blvd. eredsfsimsinwtkbi_,r fieayns3dx�d4t fl+xr,OaC+ss:ise�,+k,fqe.C,rR:WlmrDes.�s,isleumfs4aeRUkrQCarMMiiA9i,iwY.ntftkL t4eg:,,ddtsr7CAeinrflerd•udfle7zsx rcd,te}toet},1arye,n,sirtiwezlkmxr s4€h4cnynu>;tdrJ X88083 ner=trutdssp�t[rma°.rnn,ssani° toBntSrmCre>edyie:rnnrctat..u6arunitmimurmp6tauettrtrnrstnc„n°<retxraxarsze.tnld°na,ustn tre:,.tnnnaRtn+ueupn,unseur,e u,,ctussvm,anu;nrrse as*nsieec:dlro:xaas+QedsrnSviCrq 4t Mane,iu,h>dtieiru:soruGr rtstitmtzdtrogoairxy,rvrr,.ynesrrr4:°dsgyarm.ututnA°:e�,a:mrs nta�tt Fort Pierce,FL 34946 Zt ni9hi020164.1Reafimsses-ArthonyL2o.o.III,P.E.Reptonivalaa of this document,in any form,is pohiiiied withoutibe minen purnissian from A-I Roof huss2s-b1hanyt.TWn!it;V.I. 4 o Job Truss Truss Type Qty Ply 68868 J5 Jack-Open 4 1 A0036633 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MTek Industries,Inc. Tue Jun 20 09:46:10 2017 Page 1 ID:Id_0OXyyT61Bi TXoljwHHzefvK-Q_VC?LgspyPMN_EfUCBH4VZdN9yvlgQGJtcsJlz4RZR 4-7-0 4-1-0 , 1-7-0 4-1-0 3 a 6.00 12 0 3x4 II a 2 N , 1 5 4 3x4 11 4-1-0 3-11-8 Plate Offsets(X,Y)— [2:0-2-0,0-1-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.06 4-5 >827 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) 0.05 4-5 >970 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MR Weight:17 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)w This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 5)Refer to girder(s)for truss to truss connections. Structural wood sheathing directly applied or 4-1-0 oc 6)Provide mechanical connection(by others)of truss purlins, except end verticals. to bearing plate capable of withstanding 399 Ib uplift at BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. joint 5,202 Ib uplift at joint 3 and 168 Ib uplift at joint 4. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in LOAD CASE(S) accordance with Stabilizer Installation guide. Standard REACTIONS. (Ib/size) 5 = 263/Mechanical 3 = 84/Mechanical 4 = 37/Mechanical Max Horz 5 = 306(LC 5) Max Uplift 5 = -399(LC 4) 3 = -202(LC 5) 4 = -168(LC 5) Max Grav 5 = 263(LC 1) 3 = 128(LC 9) 4 = 71(LC 3) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-248/287 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;Enc1.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a�l.Hawmm3¢adea6e•ltm:;nasss;sssfr;area[tussmsmms[:s[nws-[cr,nuer:a:¢su:rrtaaraarlramp,�a,n�etnl�,ns,ta„entr,m�.mfpo-lmlae�err.r,ohm,r�l�:�,sswh+ae.�r�,n.�,.aernelm�t[a,�t[ IM,enamrrWrs sSAkaelaxt,iCCtal.n:i n.rmsUn:gh w{�,spadryhryerl aes�romriD;yrt:aumsegea,dtlrsnt:sinal ash:sm3rnq:cd�rydraelespd0em¢erm.;lryia.Nneela➢nry,sdo iFll.lkksmn±,e n:,lmrzs nd:;ns,ue,7idt- Anthony T.Tombo III,P.E. adeudsYsim,lar wgl.iBksr is Mseq rsiSd0ldd d.m,hC.aetsssu,mel.;edua.sail�r On.'w,h@,aa,ddha oCe.lxa/ik hxl5ilfur<deatnlL ReeryaddU,IPOalalfisNaedtl.Fn,;udsdgsaday strge,nd r al ka:�sSdih6e a•rasfiilift.i 380083 ' Iieh�itc�0.siger¢lfstsaa.lQaluW.44MON alb sacimnl0ahniftmI;P.tR4 esISAMldaaekaM1tsrjs,ltekllrIr.1Stu aealaw.sltxradpihruMIii'anfteresry,vNinnHfindMD...�sne,s�earo.q.[,Is—IT.nvafiaaa:'een '. 4451 5t.Lucie Blvd. s4amsielsflr.;xnmspetpnahenlydlrav�santultarnaDss:aEay¢!aicCCrtl.rrlliyPnlsw;aLasStmsOsb.+ndarh:llhal.tllatttdeNCra;atnddhelrtT41. Fort Pierce,FL 34946 f:opytight02Pld4-1 Roof asses-AashoeyLTamboIII,P.E.Resodonimdthisdoomem,inanyform,ispsobaitelwhfimftAswrinenpensissienhom4-I Goof losses-Aathoay1.Tambo1%P.E. Job Truss Truss TypeQ ty ply I 68868 J6 Jack-Open 3 1 A0036634 Job (optional)I Al Roof Trusses,Fort Pierce,FL 34946,design@a1truss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:10 2017 Page 1 ID:id_OOXyyT6)Bi_TXoljwHHzefvK-Q-VC?LgspyPMN-EtIJCBH4VZcv9v11gQGJtcsJlz4RZR 6-0-0 6-0-0 2 Dead Load Defl.=1/8 in 6.00 1-2 Is sI L-:d 3 3x4 9-0-0 Plate Offsets(X Y) [1:0-0-12.0-0-01 LOADING(psq SPACING- 2-0-0 CSI. DEFL. in (]cc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.62 Vert(LL) 0.11 3-6 >634 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.16 3-6 >443 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0,00 2 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:19 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SIP No.2 to bearing plate capable of withstanding 136 lb uplift at BRACING- joint 1,243 lb uplift at joint 2 and 24 lb uplift at joint 3. TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and requlreil I cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 220/0_7-10 (min.0-1-8) 2 143/Mechanical 3 77/Mechanical Max Horz 1 = 256(LC 4) Max Uplift I = -136(LC 4) 2 -243(LC 4) 3 = -24(LC 4) Max Grav 1 = 241(LC 9) 2 190(LC 9) 3 = 108(LC 3) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf'BCDL=6.0psf,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. .....Wp Anthony T.Tombo 111,P.E. T4qr1'f S.IDOW jotlj'.oil, 380083 IF11 ieawh rni.Ohn WON,d ftfloss Ump.,T 4451 St.Lucie Blvd. ha Th Fort Pierce,FL 34046 (opyriglif 0 2016,4-1 bd Twses-Artharir I.lam5a III,F.I.Repnfidbnafffis dotumenl,inanyformjs prohi6AadwBhoat the arittenpermissian from A-1 Ruffinssas-AntfimyUcmbo 111,P.F. Job Truss Truss Type Qty Ply 68868 R Jack-Open 1 1 A0036635 Job Reference o lienal Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:10 2017 Page 1 ID:Id_OOXyyT61Bi_TXoliwHHzefvK-Q VC?LgspyPMN_EfUCBH4VZYG9thlgQGJtcsJlz4RZR -1-0-0 7-0-0 1-4-0 7-M 3 Dead Load Defl.=3/16 in 6.00 12 n m� T A 2 1 e e e e 4 3x4= 7-0-0 7-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.17 4-7 >478 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.28 4-7 >300 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:24 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 268 Ib uplift at BRACING- TOP CHORD joint 3,300 Ib uplift at joint 2 and 18 Ib uplift at joint 4. Structural wood sheathing directly applied or 2-2-0 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = 164/Mechanical 2 = 340/0-7-10 (min.0-1-8) 4 = 85/Mechanical Max Horz 2 = 360(LC 4) Max Uplift 3 = -268(LC 5) 2 = -300(LC 4) 4 = -18(LC 5) Max Grav 3 = 218(LC 9) 2 = 373(LC 10) 4 = 126(LC 3) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=S.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. FIZ 6 OIB;vlS[OS OY'IbTr t[f;iiu YEkI tun 1 N{[u p p c Mt teCnf/oaks twit tnttCxge Ourhr� ;m[�e ecpmrL roll m,rLlM1tmt Ile t x l i Lxlnsefmiu sh[m e l U,edr f5isinffiht fidessiegle,sdWttTDO Uktd:LAs,Imsotvn,hrius(u,Sfu+Effsfi.r'5"adl srID:rtn,'..hot'r—dr.fuhsquelxru:friyroy;xetninsee inodsee snf41-e{dx VeIN td[,Id.1111.fwtsgt—.Pk Wr xt[ehts,wivq Anthony T.Tombo III,P.E. r#.sedCesiussEveryteik4xtlsetrtrmdli�dd Unw,tt CnetstAo'rtl e}emnh:la7[y0.^.gn,net udeddnf OGet lxu[hehnllrBftlmhx[fil.tll ep;xslditt IDOxlm;fiddmdsltTa.ss;trEriiglneTrel slxrye,inh"etinxllaa9 tSdJYe etferyxsittliffd X80083 ' e!lr.Ifc�Ctdgx xe ltm+dx.AVxtlf SdMhs„lUR 1+[ee IliV9xiltlt'9st�ttlllklt�E1�(ICfFStelSdd(Idf15t6A1ISgriffi;lll[I�x1SBCI CtIdCx.f[5x(�'Jdrflltll.IPFI IPnIPfetfftiKli ilGm ttlltflffdRf113Ef Ot5."p.limn L.iphnfnxllnss Msshaeref,nlns- 4451 St.Lucie Blvd. +efrmfitlafdl{+[xuWfgatgn4�ess4dlrsmnituhtilitirazDfvxhg:eftisR91t1t6aII:c7Rtd}aysrLtss.{dfaGAYtmH+Irh9[h}Alcryrdvt!!sasm+sdeAtdMinl. FOftPierCe,FL 34946 (appig6t-V 2016A I Roothosses-k.1.hany f.lomfo ill,M Repraodim of this dommem,in any few,is pfohilited wishoutthe mitten permission Iran A-11Roof Tmnes-Attfi ny 1.la111;P.E. Job Truss Truss Type Qty ply 68868 J7T Jack-Open 4 I 1 A0036636�Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. True Jun 20 09:46:112017 Page 1 ID:id–OOXyyT61Bi–TXoljwHHzefVK-uA3aDhhUaFXD?7oslviWci6nsZGAm5KPYXMQsTz4RZQ -1 -0 -7-161 1 4130 j 1-0:� � I —1140 7_1 1_q 2-90 5 Dead Load Defl. 1/8 in 6-00 5-2 1.5x4 4 Cv so �3 B-B 1)5-2 4 7r 2 2x4 3x4 'v" 9 8 2x4= 1.5x4 I i 7-0-0 _3-9 '-2 4-4-6 Plate Offsets(X Y} L2:2-4-4,0-0-41,[3:11-11 qel LOADING(pso SPACING- 2-0-0 CS11. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0,15 8 >547 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.23 8 >362 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-MP Weight:31 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 SIP No.3 4)This truss has been designed for a 10.0 psf bottom BRACING- chord live load nonconcurrent with any other live TOP CHORD loads. Structural wood sheathing directly applied or 6-0-0 oc 5)*This truss has been designed for a live load of purlins. 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 6-0-0 oc bracing. bottom chord and any other members. MiTek recommends that Stabilizers and required 6)Refer to girder(s)for truss to truss connections. cross bracing be installed during truss erection,in 7)Provide mechanical connection(by others)of truss accordance with Stabilizer Installation guide. plate capable of withstanding 90 Its uplift at joint 5,288 lb uplift at joint 2 and 196 lb uplift at joint 7. REACTIONS. (lb/size) 5 39/Mechanical 2 35810-7-10 (min.0-1-8) LOAD CASE(S) 7 = 222/Mechanical Standard Max Horz 2 360(LC 4) Max Uplift 5 = -90(LC 4) 2 -288(LC 4) 7 -196(LC 5) Max Grav 5 54(LC 10) 2 390(LC 10) 7 = 276(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 314=-3781250 BOT CHORD 3-7=-448/432 WEBS 3-9=-84/264,4-7=-484/501 NOTES- i)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)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. .4 '11 T TO it, r, M "Ult 't, no. . .. ...... "On' s80083 541ri6ssif I?lr,.J so 4451 St.Lirde Blvd. gill VlllqFort Pierce,FL 34946 (oppight 9 2016 AA Roof Trusses-ArnfionyL leinbir Ill,P.F.Replodutfix of this dumnifirtirry form,is pirrhibirad wahout It written permission from A-1 RoofLasses-ArflhonyL Tomho 001. Job Truss Truss Type Qty Ply 68868 M01G Hip Girder 1 1 A0036637 Jab Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Tue Jun 20 09:46:112017 Page 1 ID:Id_OOXyyT61Bi TXoljwHHzefvK-uA3aDhhUaFXD?7oslviWci6jaZ8QmyyPYXMQsTz4RZQ -1-4-0 7-0-0 8-4-7 , 15-0-0 •16-10-14 19 -8 22-0-0 23-4-0 , 7-0-0 1-0-7 6-7-9 1-10-14 2-5-9 2-7-9 1-0-0 5x8= 4x4 x8 Dead Load Dell.=7/16 in = 4 43 48 40 6.00 12 C? IVS0 6 7 ia to 1 2 I21 22 23 8 jo 0 11 10 8x10= 5x6= 5x12= 3x6= 1.5x4 11 5x6= 20-0-2 7-M 8-0-7 15-0-0 194-8 18-1 orgi 22-0-0 i r 7-" 1-4-7 6-7-9 4-0-7 1-11-14 0-1-11 Plate Offsets(X,Y)— [3:0-6-0;0-2-41,14:0-1-12,0-2-01,[6:0-8-12,Edge),[8:0-3-0,0-3-0),[9:0-6-8,0-5-4),[11:0-3-0,0-2-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.44 8-9 >593 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.71 8-9 >365 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.27 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:110 Ib FT=O% LUMBER- TOP CHORD 2x4 SP No.2`Except* NOTES- T2:2x4 SP M 30,T3:2x8 SP 240OF 1.8E 1)Unbalanced roof live loads have been considered BOT CHORD 2x4 SP No.2`Except* Standard for this design. B2:2x4 SP No.3,B3:2x4 SP M 31 2)Mind:ASCE 7-10;Vult=160mph(3-second gust) Vert:1-3=-54,3-5=-54,5-6=-64,6-7=-76,10-12=-20. WEBS 2x4 SP No.3*Except* Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; 9-15=-20 W3,W2:2x4 SP No.2 Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Concentrated Loads(lb) BRACING- cantilever left and right exposed;end vertical left Vert:3=-157(B)5=-21(B)11=-364(B)8=-558(B) TOP CHORD exposed;Lumber DOL=1.60 plate grip DOL=1.60 21=-202(B)22=-202(8)23=202(8) Structural wood sheathing directly applied or 2-6-11 oc 3)Provide adequate drainage to prevent water purlins. ponding. BOT CHORD 4)Plates checked for a plus or minus 0 degree Rigid ceiling directly applied or 4-8-11 oc bracing. rotation about its center. MiTek recommends that Stabilizers and required 5)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 Quide. loads. 6)'This truss has been designed for a live load of REACTIONS. (Ib/size) 20.Opsf on the bottom chord in all areas where a 7 = 1661/0-7-10 (min.0-7-2) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 1728/0-7-10 (min.0-2-3) bottom chord and any other members. Max Horz 7)Bearing atjoint(s)7 considers parallel to grain value 2 = 71(LC 15) using ANSI/TPI 1 angle to grain formula. Building Max Uplift designer should verify capacity of bearing surface. 7 = -1032(LC 5) 8)Provide mechanical connection(by others)of truss 2 = -1191(LC 4) to bearing plate capable of withstanding 1032 Ib uplift Max Grav at joint 7 and 1191 Ib uplift at joint 2. 7 = 1812(LC 19) 9)Hanger(s)or other connection device(s)shall be 2 = 1874(LC 20) provided sufficient to support concentrated load(s)343 Ib down and 380 Ib up at 7-0-0,82 Ib down and 83 Ib FORCES. (lb) up at 9-0-12,82 Ib down and 83 Ib up at 11-0-1,and Max.Comp./Max.Ten.-All forces 250(lb)or less except 82 Ib down and 83 Ib up at 12-11-5,and 226 Ib down when shown. and 222 Ib up at 15-0-0 on top chord,and 429 Ib TOP CHORD down and 226 Ib up at 7-0-0,214 Ib down and 138 Ib 2-3=-3306/1926,3-4=-4199/2520, up at 9-0-12,214 Ib down and 138 Ib up at 11-0-1, 4-18=-3842/2262,18-19=-3842/2262, and 214 Ib down and 138 Ib up at 12-11-5,and 633 Ib 19-20=-3842/2262,5-20=-3842/2262, down and 356 Ib up at 14-11-4 on bottom chord. The 5-6=-4125/2342,6-7=-805/476 design/selection of such connection device(s)is the BOT CHORD responsibility of others. 2-11=-1574/2851,9-21=-2386/4298, 10)In the LOAD CASE(S)section,loads applied to the 21-22=-2382/4288,22-23=-2377/4279, face of the truss are noted as front(F)or back(B). 8-23=-2373/4269,6-8=-2003/3719 WEBS 3-11=-1844/1142,9-11=-1897/3565, LOAD CASE(S) 3-9=-1805/3219,4-8=-592/374, Standard 5-8=-601/1273 1)Dead+Roof Live(balanced):Lumber Increase=1.25 ,Plate Increase=1.25 Uniform Loads(plf) B,;tuE-Flew C„teT!¢rener be'1-I 10 lIF4S;5'.'d0}ClE3lt 10058[9YC;004(CS10Yt-14`!rX'126WfiiElkY:krh�n TrilE4rip .9m ntrcd nt,n Cis lnn hti;aCntimTit�'Im�!Ife ItPsnrl.(,zkt®:if.1AAnttdce re.reltn a2nife rthl nne FC,ed! WTtitarda ildet sidl deeseivr 2ti[Cnk<ta:t 4rUus0mip hinan0+,5lHoer(tEsxai Oesnlnxs716;,gmnlsnrcerCsedlfrEnh:sinal eF;isw,iym;as4itrytx3r/rsigOdl9eslty'eim:leTr,�nreTP6sdl,nfn i8l.rxlnln ssauieSn,Infrti mL�ns,uilil?M. Anthony T.Tombo III,P.E. Wgad ersTm,Crnet,6k,I,*,mpuakq dS D—,f.0—%'lrl eg nuan0elaalai Cr.Rn,hle Hoed d5tKW(nits,l,nl6Ahgnit of 1111.Tlt,"Tml dflt TCCnlnifia8.uddrlms Ilanapmf0ffId -80083 ;udNi,rf:+8up,duge,nd,CetinnlEmnl ilC'le Ztlie 6i:I21Casigxrce Ganarc.EOedes ssltaeBlCC niCz pnOisnnlpadimdlhloifnl(ee'peslSdegl.Snndea101}pdGlctlrTF.nlAS.l cr ufneme/fxrmsd piltxe.l8l iefimlte nsinsiLtnn nibretd0_Lsu Cevpa,imt Cxsip Epa,nnE snsskoed,nrcn;mess- 4451 St.Lucie Blvd. tllaviv4tmEMr:ua�tpedgnla,nrre hr7 ptiet ludsd.l4alrrt 6n:Tr iSl�nls A"TlkhIligCed}w,nLsnSltlea Et)cen dtRroun�.sg o;paacel tcssmmEdnEID1' Fort Pierce,FL 34946 (oppiggt1)2016 A-I loofirass:s-Arrgony I.lemba III,P.F.RepradoniavollAisdammeni,inonyform,is psohitrtalwuhouttde svinenpemissiealremAIfaofTmsus-Aolgeoy i.TcmSo III;P.E. Job Truss Truss Type OtY PIY ,. A0036638 M02 Hip 68868 1 1 Job Reference(optional). Al Roof Trusses,Fort Pierce,FL 34946,design@allruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Tue Jun 20 09:46:12 2017 Page 1 ID:id 04XyyT61Bi TXoljwHHzefvK-MMdyQli6LZf4cHN2bcDm9weuKzWeWTYnB5zOvz4RZP 1-41 6-4-7 8-4-7 -0 13-0-0 19-4-8 22-0-0 23 4-0 1 4 0 6 4-7 2-0-0 -7- 4-0-0 6-4-7 4x6` 44= Dead Load Defl.=5/16 in 3x4 4 5 a 6 6.00 12 3x4 r 3 va B2 Vi �Vi0 IV r W77 2 4 14 x - 9 ]o m 1 13 12 16 153x4= 3x4= t1 10 4x4= 1.5x4 11 3x4- 3x4= 8x8= 44= 1.5x4 II 6 4-7 84-7 0 13-0-0 19 4-8 20-8-81L2-0-0 6-4-7 —T-CO-0-7-0 4-0-0 6 4-7 1 4-1 1-3-8 Plate Offsets(X Y) [5:0-1-4,0-1-81,f6:0-24,0-2-41,f7:0-1-8,0-0:1L18'.0-2-4,[8.0-2-4 Edge] [14.0-5-8,0-3-81 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.19 7-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.46 7-12 >568 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-MSH Weight:116 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) BOT CHORD 2x4 SP No.2*Except* Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; B2:2x4 SP No.3,B4:2x4 SP M 30 Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); WEBS 2x4 SP No.3 cantilever left and right exposed;end vertical left BRACING- exposed;Lumber DOL=1.60 plate grip DOL=1.60 TOP CHORD 3)Provide adequate drainage to prevent water Structural wood sheathing directly applied. ponding. BOT CHORD 4)Plates checked for a plus or minus 0 degree Rigid ceiling directly applied or 6-0-0 oc bracing. rotation about its center. MiTek recommends that Stabilizers and required 5)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. 6)'This truss has been designed for a live load of REACTIONS. (Ib/size) 20.Opsf on the bottom chord in all areas where a 2 = 85710-7-10 (min.0-1-8) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 8 = 950/0-7-10 (min.0-1-8) bottom chord and any other members. Max Harz 7)Provide mechanical connection(by others)of truss 2 - 33(LC 4) to bearing plate capable of withstanding 612 1b uplift at Max Uplift joint 2 and 638 Ib uplift at joint 8. 2 - -612(LC 4) 8 - -638(LC 5) Max Grav LOAD CASE(S) 2 = 923(LC 10) Standard 8 - 1022(LC 9) FORCES. (Ib) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-13081724,3-,4=-l309/793, 4-5=-1112/693,5-6=-11121701, 6-7=-1279/671 BOTCHORD 2-16=-477/1091,4-14=-272/431, 13-14=-367/1028,12-13=-348/994, 7-12=-372/1038 WEBS 6-12=0/264,3-16=-2841210, 14-16=434/1030,7-10=483/386 NOTES- 1)Unbalanced roof live loads have been considered for this design. grm;•Ftn+!lruntt.rniYlix7Et��FiEi43�3^Sff';�tdtt};7ySa:ai.61i0YsiA1Rt1!;'tdYY4MCGJ0'ittPh hrtFtetlnpssknnfnsixSs n:dt Frns:esi;st�ipg(3fimt&itshe+rF,[utr GFE.tth na iixtteFrx w.[ekns4n.ne saht�Gr l!O,ntt FLT!kcemaptra sia7knettxttrltCNle rdi AttLrn Dtrrs Din!m¢e.,'.itatrT6pr.xn:ftdnat;TU;rgrtaeas®totA:xxrdhr;ath:sirnlaema!th;rapn:niJrh;St/ayndstsapt Gw:feld'Cd se lSelDOutr,ttln lflLtkkx;t assapaxes,IMal utl5nt,sdlili:tlT Anthony T.Tombo III,RE. at nidi sinnlatt.+9lrishseisRacnpn3.itIASs 9•an,te Uxm imdtdn2ye�np:Saliap 0eue,unetxsedt#tir fl;,Rt;Hntru6xikriln!¢niF}=.r Re e�:nda'frrFODatelfl:M.udOt7nssodrFu}knetvi axeit.asiakimts3kn:q ss#ileAen,pm!rT1}d ?80083 I Ntrelctumc;i(naWa.lhax.euth 1-I&WIa pa'b"mi pa:Moo tilk.- �"t;[n sliaSryldxzC {S61dBkllrlhnl Mrt ttl—A bgmv2Pit-,FFH teflatsdtafit 1 not h&tA aLe:iO ps,Trn36:in6jrenueln!i cnhtlne!,tdtal 4451 St.Lucie Blvd. therieetfmllF x:anWtflett;naWezp f.at ptrealndnl.Ik Uat Dara GjxtatCui h<6^iilig0eti}asyaLnSiFStx Mata dnrNlilby.daatndtrtd maunnedandaAt't- Fort Pierce,FL 34446 s (oppight02016.41Roof Tiusses-Anthony LTo.5aIll,Ff.Rtprodutiiondihisdorumol,inany form,isproh3hedwhhoulthe mi»enptimissionfrom AARoof Trusses-hotionyT.T'mSaIII,P.F. Job Truss Truss Type Qty Ply 68868 M03 Common 1 1 A0036639 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:12 2017 Page 1 I D:Id_0OXyyT61Bi_TXoljwHHzefvK-MMdyQ1 i6LZf4cHN2bcDm9wez?zUQVXwYnB5zOvz4RZP 1 4-0 7-2-7 11-0-0 14-9-9 22-0-0 1-4-0 7-2-7 3-9-9 3-9-9 7-2-7 4x4= Dead Load DeO.=5/16 in 4 6.00 F12 1.5x4,\\ 1.5x4 3 5 1 m 2 6 n RJ 7 [� 01 0 8 4x4= 5x8= 4x4= 11-0-0 22-0-0 11-" 11-" Plate Offsets(X,Y)— [2:0-1-12,Edge),[6:0-1-12,Edge),[B:0-4-0,0-3-0) - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.18 8-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.48 8-14 >556 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MSH Weight:97 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 chord live load nonconcurrent with any other live BRACING- loads. TOP CHORD 5)'This truss has been designed for a live load of Structural wood sheathing directly applied or,4-7-13 20.Opsf on the bottom chord in all areas where a-7-13 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 2-2-0 oc bracing. to bearing plate capable of withstanding 641 Ib uplift at MiTek recommends that Stabilizers and required joint 2 and 641 Ib uplift at joint 6. cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (Ib/size) Standard 2 = 890/0-7-10 (min.0-1-8) 6 = 890/0-7-10 (min.0-1-8) Max Horz 2 = 33(LC 4) Max Uplift 2 = -641(LC 4) 6 = -641(LC 5) Max Grav 2 = 966(LC 10) 6 = 966(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1291/787,3-4=-1030/659, 4-5=-10301659,5-6=-1291/787 BOT CHORD 2-8=-526/1071,6-8=-52711072 WEBS 4-8=-436/719,5-8=-368/398, 3-8=-368/398 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)Plates checked for a plus or minus 0 degree rotation about its center. eRNg-asNd�nr¢d.r'!nw nesw urs;;!sauinusscnrn ynsmu rciayunacrtM1!Wh'n rare mwt ,¢and«„¢ r„:u,ig on.e3p ,csn,w�rrr¢'o:rir ¢nsNredst¢ �N¢exn ,tr traetratnr rsLFtiIDfO,frlti¢tSAktNfLl�SfiGS'NIIIII:CIStrntie!i7lFIF5:n{,srttertrr ,e:,x!n�rr„qm¢n¢,ctrestdexuit,d¢rdy,u3¢:pa:'u'.h,�4/¢�ptlmtm�eirt:lgetd¢f¢reeulr,tunlM.fY.lnipnNons,,latrzr¢LLEiutuailtn:; Anthony T.Tombo III,P.E. te ¢ ar!.rnN 4,gbi!gd a,'af.'qOn a—,fs(1—Aea.W.1,sud:N11.1en.7a,n@en@d dfi,Xft,nr¢Jr.!nl'Whq,d!WMI.ne yFinalfGtleU¢r ery fi!N.NdNeL N;cdetiytndeg,tinert,hsid:mn¢I kna sid'reWeny¢,ii3dr,1 180083 Ztntr,jr gow¢n¢lrt�:an.�rr¢s�MNretoe td�z nid!msedr,:r¢n+g ra,r r[tcg¢s!ss`Eh! t:tna;nsgr,st~krir r';¢assn et,nn<¢dfn�dy«ia>r,.snlidnantresr¢xv>fi¢nlrne,a�sNs o:ipre,r,:d es:irh un¢nnn eu.Nenn:¢sns 4451 St.Lucie Blvd. tdc.N:feraealr t rua�tpnarynN ntmg hd!t�Nnhaa.lle rro¢RU¢hriv�t is r;i(NtWalNggnl}xy¢Lau Srtlm 6i2n d,gh71N}9lnaad¢d'nrt¢e ss aaN,!#n41. (apraight92lt16 A-I raafbosses-Acthoer I.TamSoill,P.f.Reprodomac_I this dommeaa,in onyto,m,ispmhi6ifxiru6omhe minenpemissicnJim J14 iRol Lasses-AeihoorLiac6o!I!,F.I. Fort Pierce,FL 34946 Job Truss Truss Type Qty Ply 68868 VO4 Valley11 1 1 LbA0036640 Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MTek Industries,Inc. Tue Jun 20 09:46:13 2017 Page 1 I D:ld_OOXyyT61Bi_TXo ljwHHzefvK-gZAKdNik6tnxERyE9Kk?i7BGzN 16D l9i?rrWwMz4RZO 2-0-0 4-0-0 2-0-0 2-0-0 6.00 12 2 3x4= T l a 3 B1 \\\\ io Y o ;9 0 2x4 2x4 or 4-" 0 -8 3-11-8 Plate Offsets(X,Y)— j2.0-2-0,Edgel 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 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-P Weight:10 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural woad sheathing directly applied or 4-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 1 = 101/3-11-0 (min.0-1-8) 3 = 101/3-11-0 (min.0-1-8) Max Uplift 1 = -95(LC 4) 3 = -95(LC 4) Max Grav 1 = 120(LC 9) 3 = 120(LC 9) 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)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 lb uplift at joint 1 and 95 Ib uplift at joint 3. I(e s;•'1•ssr'err Jr•[rxt tse Fl V'i Islri>_B,SI1IFr),RsJI!?Wr 1 rC4fFsF-,1C+1{17R1�S�t.7�::E1 lt'Ma iadr lna F.r.t•s�i,e(ed t lzs n.L:1•.r gelCFrJ:s in:en•I.ia:isG,r:.ilk:sre SirdFch•e ne.M1ess t�siru rk ia. :E-0,et; Uhl:ae fxF s!e'-Se sttlMfi[IB bot M,L S;t I?.t.r.�7s Sean ta,;r45l,spsrr rs,s werrl4Cnatsr as:t!'s<taa irh,isel•u,,s eu;.e.;,+s:jM&t.s petkr u.¢elrnt etpltla�'t ii0 S.ain lPN.iu[ssgs ns-t,x;lasl+; E s,s LSi!s! yr:, �ih d st Anthony T.Torobo III,P.E. arteuden7:,6millz;uar pnuumdds t_� xers[:~anregaettt>atman�ere`�lrt»:u, tamtrm lesalru r ad�ti;am dl,edte-,.;t.v.a n< ismrtrtr sstea an.mni,d 80083 ' ntE>.int"[a�erWleatnr i]mtsfleamq[F6a{exlrnresod;•at eesftr.a:l�AepsYShct-rtsdi•aS(S(,:p4F.sY.lt}Ht•.fS.:L ve te':r[sua hty••dpa.a.IY-:nves 4e to;pt,u-2.se:ld:Mse'c[i+ss:tux,inss[s n[reeer et:m;X;w:laane,rcles3 4451 St,I ude Blvd. tsixutltinet!EtCahrJ9ssa3ga§rn;M;NII'IzM said[t.;him,NOV bp"'i;SDI At WfaiDr;tsrt;,v 1-SFstsa'imd ,1e?tb}.47 m;Mshe1't E.ettul:•lglFFl. ropyriyE13;20,16 A-1 loot Tresses-Amhnayl.Tambo ll;,P.E.Rtprodatlian dihis dotomeat in any hsn;,is pmbUtd.4hual l6ewrirea perminssoe horsA-1 Raaf lratses•AclhaayLlaeha llL p.E Fort Pierce,FL 34946 { Job Truss Truss TypeQty Ply 68868 V07 Valley 1 1 A0036641 Jab Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MTek Industries,Inc. Tue Jun 20 09:46:13 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-gZAKdNik6tnxERyE9Kk?i7BDaNyoDl9i?rrWwMz4RZO 3-6-0 7-M 3-6-0 3-6-0 3x4= 6.00 12 2 i B1 o p 2x4 2x4 0-Q-8_...._.............................-------------._..................._7-�-0.........---- — -._..................._..............._............_.._._...1 0-0 8 6-11-8 Plate Offsets(X,Y)- [2:0-2-0,Edgej LOADING(psf) SPACING- 2-0-0 CSI. j DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC0.21 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-P Weight:20 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 212/6-11-0 (min.0-1-8) 3 = 212/6-11-0 (min.0-1-8) Max Uplift 1 = -186(LC 4) 3 = -186(LC 4) Max Grav 1 = 248(LC 9) 3 = 248(LC 9) 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.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 186 Ib uplift at joint 1 and 186 Ib uplift at joint 3. 5arsq.n�,r;a,a,•v,ml::�'1Ir_:nvs>,"sluryrr�utae�serosaran:l3tca;�atuir;u3r,;:xusr'hr^.t^fi Uesrzttns^Faeet e.7e:er�s;ms[..yr:m+opirQf;Wile S�hnt.ieuia�,r..reM•nr Reelk6irnr.Csfss,2e,tice,teltt�e FG6,nit wino a csmtrlmrleleunsrr,r[:ssa�vEn�^;rMranrtrrar ,,y;<,a�rporueu rsr�:e,rrumctx�nmurnr �ina!< dasluTe rpessrer,6nk;^aalFla.leehnpm�er.:�rmanvtN AnthortyT.Tombollr,P.E. -aOft 11n,nrran,rklt-nn n:p.weer�n ^acre rec^i�tr=�^rut terse: ,aNoftt:nrn,st,f�,el^dl�er;'!e3gTwr 1a,9Fod'?WN l-4A,gar r a�,i l�,y my,�,4t�ea�aa�s¢r,rxr�"Ulpi '8u083 ' 3eBcbr a3x WlE rtlr sis,ssd xaerr�el rr9„,s es l nndxe^u tc�a sa rkxm a ar,u elJl esram dr:uah prel l,.m! m,aesesr,x. <tollnarar ssri ,.rns,a,,rR r�rrm uaiw^^.,ales, 4451 St Lude Blvd. afeninlAse!'rr nSaa eepeed9samergglt eige3n afaRa4"ti N5 0PRorwBKot 4e Nn'ttag caska,<,rr rass risks spare;dmD.�ay Sl urea mdx�e:mota elattN. Fort Pierce,FL 34946 Copyrighl Q2016 A-I iaaltreaus-AdIk'gI.lombo ill,P.E.ieprodaar=eiltris dommeet,in any haat,is probibbedwitboeuhe written permission bare A-1 bot i,nsses-Anl6eeyl.lamba 111,P.E Job Truss Frusspe Q(yplyJob VM02 1 A0036642 + Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Tue Jun 20 09:46:13 2017 Page 1 I D:Id_0OXyyT61 Bi_TXoljwHHzefvK-gZAKdNik6tnxERyE9Kk?i7BGHN2CD 19i?rrWwMz4RZO 2-0-0 2-M 6.00 F12 2 T 1 � _..._........_. --......_............._....-_i v ' a 0 3 2x4 i 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 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-P Weight:5 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 7)Provide mechanical connection b others of truss BOT CHORD 2x4 SP No.2 ( Y ) BRACING- to bearing plate capable of withstanding 32 Ib uplift at TOP CHORD joint 1 and 70 Ib uplift at joint 2. Structural wood sheathing directly applied or 2-0-0 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. (Ib/size) 1 = 51/1-11-8 (min.0-1-8) 2 = 37/1-11-8 (min.0-1-8) 3 = 14/1-11-8 (min-0-1-8) Max Horz 1 = 61(LC 4) Max Uplift 1 = -32(LC 4) 2 = -70(LC 4) Max Grav 1 = 56(LC 9) 2 = 51(LC 9) 3 = 27(LC 3) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Cat.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)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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. 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. -� au;q-Iks bra-L«rkx ke-. i-�RZY-i�.lt?i'prd]tf':t48(U%'1'35(kll'.+ssbPal3'Stl9F.:[yiAl'dro.ttth/es«Ar a+essrc�n{-b �I«n&;Ia,n ;IC,eiieksS nt.ieeix lyrt.USeru lia;e,hte rse.4's;rtn,rse�a ±2-0,tdr Ydafu�..mr;45!f.!tt n'd(,6t lC:ak+{,d,rsar•r:s,rn&;om,x..ptielry ;SAeey.euEnaylfGuArrsr•na.hiaataP arefrs ualryxruy rryas:ASY fa&eastridgr uelaiR?ssrpctMs Gt r30 ulry xen lrFl.iird4tr}no-:psss.lrx's;«t.:bt hti'.S �.ud'wsr ura�.s=ia 3u•rrrsAmt�,;ttl7 w MceKsc✓w.ru y+alueeklx;7 sga,Gtin,c.m c7t,sr�san y,d mzy;ete ad:r�l.t�yFansdue t:il stmr5etds,ed�c.a;y:rriylsiay:nrc;e,�tetir�+tre�rMhsr.�:.ui�pd '�hony T.Tombo III,P.E. #xlSu^a "altaeonrto , maerna(curss�em4res�unat (, zsr am�x r(nl rialss3vnr«��u 380083 t r a s ut r 17tnatlf§«es2a«yaa aMv,ecr,r,a ,.;mnP�rsx aer« p,a�r,ila:e 4451 St.LudeBlvd. e3aaisrie+nAisft(eri.7ae,eMsgex o+�:to;l;eC;esn Enhr4 BeLAss7 N�IEl�Rt51!t�l�l{.ielir'i5fl4Y.,St r255:5SIFA(tjiRlEdHrt�le;,1:�j{I iPL.'SiR,O1 eS t:FMFIPII. topyrigtl C.2016 A-1 Roof pasts-h1huy 1.hosho 111,P1hpsodurton of1his dosomem,in ooyNs,is prohibitedAdlhool ibe written permissies hom A-1 Roof Trusses-Ambenyl.Tombs llLP.E Fort Pierce,FL 3,946 71 Job Truss Truss Type Qty 68868 VM04 Valley 1 1 A0036643 Ply Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MiTek Industries,Inca Tue Jun 20 09:46:14 2017 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-IlkjdjMtAvosbXQj1 FEELjPQmNZyTZrEVa4Soz4RZN 4-0-0 4-0-0 1.5x4 II 3 6.00 12 2 �1 a o _ ; N !` WV d / B1 !o � 0 5 4 2x4 1.5x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight:13 Ib 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)Bearing at joint(s)3 considers parallel to grain value Structural wood sheathing directly applied or 4-0-0 oc using ANSI/TPI 1 angle to grain formula. Building purlins. designer should verify capacity of bearing surface. BOT CHORD 7)Provide mechanical connection(by others)of truss Rigid ceiling directly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 34 Ib uplift at MiTek recommends that Stabilizers and required joint 1,126 Ib uplift at joint 3,77 Ib uplift at joint 4 and cross bracing be installed during truss erection,in 355 Ib uplift at joint 5. accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) LOAD CASE(S) 1 = 87/3-11-8 (min.0-1-8) Standard 3 = -92/3-11-8 (min.0-1-8) 4 = -39/3-11-8 (min.0-1-8) 5 = 294/3-11-8 (min.0-1-8) Max Horz 1 = 149(LC 4) Max Uplift 1 = -34(LC 4) 3 = -126(LC 9) 4 = -77(LC 3) 5 = -355(LC 4) Max Grav 1 = 90(LC 9) 3' = 174(LC 4) 5 = 371(LC 9) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-288/397 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=S.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)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ....... ....... if rd.flnse�£xyJy;c?ae&t'4!t-'r.-tEOS'v3(SEtIPF rfRJts_isR4:e{Og;�a?i�S:!?lC�i'L7!RlSC�0�.i7EU:gi'tem.tnA+!}cu rtt}sFtttads:sfntHsaBz£?itis r:}t;A;azugjlC[;eadit}k>ia.+t.!}uigt3,rftj'e:}va St}etlehat tsz tiyi}ss�asise£idtx".+T6,ah 4iitlu—xS y.•sA.h"Wn N ILI hitnd I&-i{x}aFHs,W.14fci Anthony T.Tots!bO Ii,P.E. btt£d#!i'Vfy if f�[Nt✓.KArO.S tiiriEMSEC!dt£.^:KlLlt�sHl:S tY:'Y..�S]td Hit rfiYAr�Sij ,IBrft£§E''..'IHI�!1r,3f�'ibtlll!*ICSd Gs UIIT:F,..36TT11.Ikt/ftFtd d14S1'.`�RE 6Ar!£d7 FtI{tiles Rr'a3$.'.�ftF(tj st@A0[ta^�h0[Sff ''6.r#£?S3tt/}i:Zr i{ 360083 ' 2 rS6Llj ,,.9id{fFAt[Ei=71.9iS9W3CQIrH1(Y.X535 HtraYtiH£ftst+.!'3r(22TAPSfiSt' GFkdt£,j($�rR{T`;,tHi Ss.14[tlt{tfRV'llS Ffrn't!,. ".tr!+.m'!RSFf,SHr}S.M�.£ft/d�l}S}'.Gir SS ti>y'E.t.Tp£t £S rtf&Ea Hi rR5S1r3dtiY H!!Si St F.TtliRtisf:Ltf3tiwc'^dig}xlgfFt}f(]VylS Sb rB.'tSFiGbN,i![1'lSS.iS>¢Itf�SSYI: ><S Q:`14t:k1t}.k'r4i55:5SQtl t}jAt�`ti tE)h ,Aw Q{dE'Ftd:..fi:tff Gtr`dGt ltE! ort erCe,FL 3494 � fort Pierce,FL 34946 ropyri;ti02816 A-I Faoliassses-AnNtnrT.Tomb ill,P.E hpmdutrnn diAis dommeAt,in coy Um,is pmh!tced.Ihan3 The arirenpermissinn f}omA-)tnoi rrunrs-Adihnspl.Taa:Sa II1,PL 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' Mean Roof Height == and Exposure D up to 30' Mean Roof Height. R-1 ROOF TRUSSES h Kin 44e�ST.LUCIE a�va. Attach ( FORT PIERCE.,FL 34948 � Jack w/ 3) 16d Toe 772-409-1010 Nails @ TC &24" Strap w/ (6) 104 x 1.5" ea. end c? BC Attach Corner Jack's Attach End Jack's w/ (2) 16d Toe Nails @ TC & W/(4) 16d Toe Nails @ TC BC (Typ) & (3) 16d Toe Nails @ BC :E b t F- ttach Corner Jack's / (2) 16d Toe Nails @ TC & BC (Typ) t,&n�:j 4k-.nss�isv� R•Re(1t.2t'4-4�SE'i`Citi;;{aB«t`lT„kYSEiS+t!Ti&£SWSSG#s"S::ti"t!?[x�t'vla fs:�a.Fidtdett4ar»treai s7eF�em�tiei&.�GRroEs'Tr�+,ed"�t'�"amT'�cx+'34its!,m.it.kts r cia..�rtr�iac 'Rl:r�6 .;�.Y icR.:�1ajC^�si•.c.arshr ht'€3�3E�'w.FSx�s�ssSxU�.ti�czG;`[x..it:9zix[&4nn,2a:?i6ae�7[L+rE4re�•t?3tKserxbn'!�'E?�n3i�fcadx,eEmpre;(zrsct*96.h!fat_t:vjE trs�(kMwf»t;9 x'.r,sr3Cr?I..7 1f'4&c�.aL'�ajtskice 334N�'Pi .raYc1"'1�'3x 7 TGfCt;.s1T� P�.- �czs�axSSs{rrs zs TSr>xay �r:irfy i�'s'�+rfrz.cx3i'as.�.mdser. 3{ai.�x�:e, ,-*ar aad'ke�:ealCeaz.,+rcHk€r: mb�tSfYt.ra n•��sFwitscans qtr Ads s,;lea».gErc:e.S;�zs!,aarsnaeE�ery`�n�e c,tai.&�:R� sa4?€S3'. ■■ ;s.�s Ss k�x ,�e^iH�� ➢aa as.✓ws Cie-aafts;p�kns 1�Y:Ym.d:4ed:f»9u'g�3s'.�s a^I�'&i;•Ad=z�zsttratv"ci re k t3hr�ex€{--feA tPFI ear ikriF^xsu�'ssalh;rc d� ssT��:smsx fe q rx-�ul7rm ke3ear+^f?'ax AASS S CntYe ElY'� ' =-= ;r't;=rtatry3t�.7DSd:ATk�uFTt txes�A..t'EceyT FoaSall�PEi Etp+cSr»i�dtrisdaaereat.iaEaytnrro,`sspu�b.ted eitkm,�acvt`st4e pararssia�fiem3)Ecc'fims+n Antberrf?mta'bEsl EL �� rct T*etce i 1 January 17, 2017 TYPICAL HIP/KING JACK CONNECTION STDTL02 - MIAMI-DADE CORNERSET SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE =' 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 77409-1010 Attach King and End Jack w Attach King and End Jack's / (1) HJC26 Hanger on BC. w/(1) LSTA12 Twist Strap @ TC w/(10) 10d Nails Min. Per Strap and (3) 16d Toe Nails Attach Corner Jacks x w/(1) LSTA12 Twist Strap @ NOTE: IN ADDITION TO STRAPPING ¢ TC and BC (Typ)w/(10) 10d Nails Min. Per Strap TOENAIL BOTH CHORDS OF CORNER o JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: I` 2X4: (2) 16d Toe Nails 2X6: (3) 16d Toe Nails LSTA12 TWIST STRAP W/ MIN. (10) 10d NAILS (SEE MANUFACTURER'S RECOMMENDED CONNECTION JACK/CORNER JACK (TYP.) HIP OR KING JACK(TYP.) NOTE:CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6-2321.7 PROVIDING METAL STRAPPING(FLORIDA APPROVED PRODUCT)TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HVHZ ::: .. ..s >4 tw se rt ra At F.Cf tF��'¢?1H"F E'Itl'.T2LLS t93iCA'�(�eFGFt'E�Yfi"�'tC6Et?a�'iT'4�a fu:d<� eaeas F�3miet.;a�-iLr�"Q•e. .. �. ............... � , s a,. �• .- t� L �� ur ��#rJ&FF�a,t sn� i+�is��,��x daa,vu�au4't)mt ..: Y,eYume'pk3ts�l?<iie,�hitQltNr�i Ls�s.ezpaEyawrye.r:r3;Ix�a;tc ti�:imgiFQ+rmci�sar��.aEdEs{<,&ssms:�am�gecsg�s�SWil G�rttY[�gfsIres[&p3aLrxEr7'-m'3 mL�tLRt�cLs�vr�aa�s;htlaFeFCSIr•vi�YLy {slflfr;T ota:a�st�;sxa 5r.7ati^,,.ttn�•raL�rtB�Qm�cn �a:roa:�,aa�F�,��v,��F�nar�;,,;�esmsn�vF�.�rie,�s rstc�..aa��.,m.�wax.ee�i.�ss.�r��ne aa€�aaa��.amn��aa Ta e:i.�ser�nose�,ser a�n,a:rto 'cvostt�prrniws-S.�.:w�F�;rp,��Is�r +F:�rea�etFtflxuc,�F��,�s�,a�d,�:tnis��r:�,r �,�smna� stx��ar�y, �ir�-n,='�, s� s�e�nn .... i9asare7t-dhtt>fiS# .59 Fua�rtaiF7�Fa7n neds:elmssM�iryxvnX}Cxe t�fijCxs:ptctt nssti7rn;r,-..�c�a/alfsp.ttl:al'afs<itrsfann�inaDn s}L e (srFrySi�jDl�d 11[501!'nssu�A.u�Eacy,/iamba llLPf,9eptsdacise aft4is domrr<eaFinccyiatgnpsk�LiledaaOaa;Fhe nYue permisffsabe®kl6ca,Emssts,l�1i-.}I,Tcm�a Pl P.f. ........,.:.....:......... ......... '..,,....,....._-:.. ....,....,....:..: s. FEBRUARY 17,2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48' (SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH +' (4) - 16d NAILS, AND ATTACHED TO TRUSSSES R BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 2X4 PURLIN FASTENED TO FOUR FORT PIERCE,FL 34946 TRUSSES WITH (2) - 16d NAILS 772-409.1010 3' MAX. EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 26d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN OIAG. BRACE THE TRUSSES SUPPORTING THE AT 1/3 POINTS \ BRACE AND THE TWO TRUSSES ON \ EITHER SIDE AS NOTED. TOENAIL IF NEEDED BLOCKING TO TRUSSES WITH (2) - \ \ 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH IT IS THE RESPONSIBILITY OF THE BLDG. (5) - lOd COMMON WIRE NAILS. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. 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 STRUCTURAL OF THE STRUCTURAL GABLE AND FASTEN PER THE GABLE TRUSS FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID 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 MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF GABLE TRUSS / THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR/ STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD GABLE i TRUSS 1 FEBRUARY 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 A-1 ROOF TRUSSES ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 4451 ST.LUCIE BLVD. LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. FORT PIERCE,FL 34946 772-409-1010 NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 3' X REFER TO ACTUAL TRUSS DESIGN DRAWING FOR 8' TEE—LOCK MULTI—USE CONNECTION PLATES SPACED 48' ADDITIONAL PIGGYBACK TRUSS INFORMATION. O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) Gd (1.5' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 3' X B' 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) ow 11 Ed I 1 11 SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE BASE TRUSS TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. FEBRUARY 17,2017 TRUSSED VALLEY SET DETAIL-SHEATHED STDTL05 ` GENERAL SEPCIFICATIONS: e.+rr ®' 1. NAIL SIZE = 3' X 0.131' = 10d 2. WOOD SCREW = 45' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. r.: =F 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL 'A'. S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS - 01. 45 ROOF TRUSSES 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 4451 ST.LUCIE BLVD. GABLE END, FORT PIERCE,FL 34948 COMMON TRUSS, OR 772-409-1010 GIRDER TRUSS II II 11 II II 11 11 II 11 II II 11 11 11 II 11 11 jj 11 II 11 Ij Ij 11 II 11 11 11 �I 11 II 11 11 II 11 II 11 I I 11 11 II 11 11 II 1 I II Ij Ij II II II II 1 11 11 II II VALLEY TRUSS BASE TRUSSES (TYPICAL) l L GABLE ENO, COMMON TRUSS, OR P l VALLEY TRUSS GIRDER TRUSS (TYPICAL) I I SEE DETAIL 'A' BELOW (TYPJ WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WINO DESIGN PER ASCE 7-10: 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET SECURE VALLEY ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 TRUSS W/ ONE ROW CATERGORY II BUILDING OF 10d NAILS 6' O.C. EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' D.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES_ ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4' X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A FEBRUARY 17,2017 TRUSSED VALLEY SET DETAIL STDTL06 ..:..................... ......: GENERAL SPECIFICATIONS 1. NAIL SIZE = 3' X0131' = 10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 00 NOT USE DRYWALL OR DECKING TYPE SCREW. 3. INSTALL VALLEY TRUSSES (24',O.C. MAXIMUM) AND SECURE PER DETAIL 'A'. i 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. -- "� 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING A-1 ROOF TRUSSES EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY 4451 ST.LUCIE BLVD. GABLE ENO, TRUSS SPACING. FORT PIERCE,FL 34946 COMMON TRUSS, OR 6. NAILING DONE PER NOS - 01. 772.409-1010 GIRDER TRUSS 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. ---I -- --- --I -- --- I I 1 ZI--- -- ---T-- II 11 II 11 11 II11 11 11 1 I 11 11 II II II 11 II it it 1 1 11 11 11 11 II 11 II 11 11 11 II II II it jl 11 11 II II II 11 II ,1 11 li Ij 11 11 II II 1, II II 11 II II . 1 II 11 I 1 11 11 ii ii 11 II i� i' VALLEY TRUSS BASE TRUSSES , (TYPICAL) 'I L GABLE ENO, COMMON TRUSS, OR P t2 VALLEY TRUSS GIRDER TRUSS (TYPICAL) f i SEE DETAIL 'A' BELOW (TYPJ WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 SECURE VALLEY CATERGORY II BUILDING EXPOSURE C TRUSS W/ ONE ROW WIND DURATION OF LOAD INCREASE: 1.60 OF 10d NAILS 6. O.C. MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' D.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS3 (1/4' X 3') WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. i TRUSSED VALLEY SET DETAIL STDTL07 y FEBRUARY 17,2017 HIGH WIND VELOCITY NOTE: VALLEY STUD SPACING NOT TO EXCEED 48' O.C. SPACING. 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: 14G MPH WIND DESIGN PER ASCE 7-10: 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACEO LENGTH OF 2' - 10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF—S SPECIES LUMBER. CLIP MAY BE APPLIED TO THIS NON—BEVELED FACE UP TO A NON—BEVELED BOTTOM CHDRD MAXIMUM 6/12 PITCH IBOTTOM CHORD 0 o� FOR BEVELED BOTTOM CHORD, CLIP MAY BE CLIP MUST BE APPLIED APPLIED TO EITHER FACE. TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) 3 FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08 VERTICAL 2X6 SP OR SPF STUDf2X4 #2 DIAGONAL TYPICAL 2X4 L-BRACE BRACE NAILED TO 2X4 VERTICALS �� W/IOd NAILS, 6' D.C. (4) - 16d NAILS VERTICAL 16d NAILS STUD SPACED G' O.C. .�.; �■ (2) lOd NAILS ■� INTO 2X6 2X6 SP OR SPF #2 4z SECTION B-B 2X4 SP OR A-1 ROOF TRUSSES SPF #2 4451 ST.LUCIE BLVD. L HORIZONTAL FORT PIERCE,FL 34946 NAILED TO 772-409-1010 ERTICALS TRUSS GEOMETRY AND CONDITIONS SECTION A-A W/(4) - lOd NAILS SHOWN 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 FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO A BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, ROOF B 3X4= PLYWOOD SHEATHING TO SHEATHING 2X4 STD SPF BLOCK *DIAGONAL BRACING L - BRACING REFER / REFER TO SECTION A-A TO SECTION B-B 24' MAX- / NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2) - 10d 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF - SYSTEM. / 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. / TRUSSES 8 24' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' OL. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' D.C. ATTACHED THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A-A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A-A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIE/ALSC. ENO WALL MINIMUM STUD STUD WITHOUT 2X4 DIAGONAL (2) DIAGONAL SIZE SPECIES SPACING BRACE L - BRACE BRACE BRACES AT AND GRADE 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12'O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP 431 STUD 16'O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP#31 STUD 24'0.C. 2-8-6 3-11-3 54-12 8-1-2 2x4 SP#2 12'O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2X4 SP#2 16'O.C. 3-6-11 4-9-12 6-641 10-H 2x4 SP#2 24'O.C. 3-14 3-11-3 1 6-2-9 1 9-3-13 DIAGONAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I-BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE B OR C ASCE 7-10 19O MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. T-BRACE / I-BRACE DETAIL ,r FEBRUARY 17 2017 WITH 2X BRACE ONLY STDTL09 NOTES: T-BRACING / I-BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING �I IS IMPRACTICAL. T-BRACE / I-BRACE MUST COVER 907 OF WEB LENGTH. ■ THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. rte,.i A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772.409-1010 NAILING PATTERN BRACE SIZE FOR ONE-PLY TRUSS T-BRACE SIZE NAIL SIZE NAIL SPACING SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. WEB SIZE 1 2 NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / [-BRACE (ON 2X3 OR 2X4 2X4 T-BRACE 2X4 [-BRACE TWO-PLY TRUSSES NAIL TO BOTH PLIES) 2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE BRACE SIZE FOR TWO-PLY TRUSS NAILS SPECIFIED CONTINUOUS ROWS OF } LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE SPACING } --A 2X6 2X6 T-BRACE 2X6 I-BRACE 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. } } T-BRACE NAILS NAILS WEB NAILS WEB I-BRACE T-BRACE SECTION DETAILS FEBRUARY 17,2017 LATERAL BRACING RECOMMENDATIONS STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 NOTE 2: STRONG13ACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409.1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0131' X 3') NAILS (0131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 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 AND WITH (2) #12 X 3' BOTTOM CHORD WITH WOOD SCREWS (2) - lod NAILS (0131' (0.216' DIA.) X 3') IN EACH CHORD USE METAL FRAMING /ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d' SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (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) 4 2E 2K 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 (0.131' X 31) EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). FEBRUARY 17,2017 LATERAL TOE-NAIL DETAIL STDTL11 r NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER w� AND MUST HAVE FULL W000 SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). C 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL _...__.......___-..._.._:++ *..... BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST.LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE,FL 34946 772409-1010 TOE-NAIL SINGLE SHEAR VALUES THIS DETAIL IS ONLY APPLICABLE TO PER NDS 2001 (LB/NAIL) THE THREE END DETAILS SHOWN BELOW. DIA SP OF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J .162 108.8 99.6 86-4 84.5 73.8 �i SIDE VIEW (2X3) 2 NAILS .128 74.2 67-9 58.9 57.6 50.3 z NEAR SIDE 0 .131 75-9 69.5 60.3 59.0 51.1 J NEAR SIDE N .148 81.4 74.5 64.6 63.2 52.5 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' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: NEAR SIDE NEAR SIDE 3 (NAILS) X 845 (LB/NAIL) X 1.15 (OOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30' TO 60' 30' TO 60' 30' TO 60' 45.00° 45.00° 45.00° FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12 ' TOE-NAIL WITHDRAWAL VALUES PER NDS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 O J .135 60 48 33 30 20 A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. LQ Ch 162 72 58 39 37 25 FORT PIERCE,FL 34946 772-409.1010 J - 2 C7 .128 54 42 28 27 19 � Z L7 .131 55 43 29 28 19 Z OJ LLI --1 .148 62 48 34 31 21 Lo _J N Q M Z .120 51 39 27 26 17 THIS DETAIL SHALL BE USED FOR A CONNECTION Z .128 49 38 26 25 17 RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER 0 IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. J .131 51 39 27 26 17 .148 57 44 31 28 20 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) - 1Gd NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (OOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. ** USE (3) TOE-NAILS ON 2X4 BEARING WALL rx: USE (4) TOE-NAILS ON 2XG BEARING WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY NEAR SIDE NEAR SIDE 30" TOP PLATE OF WALL L /X 1' FOR NAIL 1-1/16' 25' NAIL FAR SIDE 1-3/16' FOR 3.5' NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3 ' — 2x2 NAILER ATTACHMENT - - GENERAL SPECIFICATIONS - - - A-1 ROOF TRUSSES 4RT IE CE,F MAX LOAD: 55 psf Roof Load, 170 mph, ASCE FORT PIERCE,FL 34946 772-409-1010 7-10, 29'-0" Mean Height, Exp. B, C or D. ) �SQ N°'2 2� 2x4 SP No. 2 Min o A7 0. 1 .5x4 0o 2x2 SP No. 3 1 .5 x 4 l April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 12 FORT PIERCE,FL 34946 77209-1010 VARIES (4) 12d TRUSS 2411 O.C. (4) 12d MAX 30" (2'-611) UPLIFT CONNECTION (SEE ROOF TRUSS) 2x6 #2 SP (Both Faces) 24" O.C. EXTERIOR FLAT SIMPSON H5 GIRDER "P�.u,alta+suaemrtg,7x^a,'u'I..uar,Eawrk�v..nq*Wem Y�tat,..ea,�en i�p 'ac<.:sd�.,6ks.ti.sh2tu7xo-n»al.:'�,d.wa Tne.c6neCpu.E¢e3.tsEt td;ercd-E�r Ka.q k,gaa.t7t>tG•aet„aCeeatt2-._4�f.a¢aC vdtfanaFfms'l k�dteijpiuxnes.liLf�t�b,t.-dMdkAeyt+dMeugiya4e'd,kc.eHIS, dGorMte khidt�[dCRHles..tx`s.ri�6 'tik;, smrtn sa,q kueasll!.mi^<.:vpaml.mdrryA-:. Anth^�yT•.T$a$m08b3o.ii.t;. es "St vd i.h eRwal.Cua �s�nco- r m:xm txt au usui I » deo to v+s3in te�xda tnt a. it.Uae Bi .� .:..`� "�,•M� e+.�+s. �t N"' hs°'° �61k ni .. Fart Pietcea R,'3446 37 016 a Tas k1'R6ni LelAnrh9 T >ICPC•.ke cd ton ott}fsdammmt¢`aaZ.tattn,ts prop DRdttwmt}essrflciC mss nn Gom a-1 auofltasses d 3panrT Tambo EllGi,E; i 9 .. �.... .T. �,.,.... i STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS,AND STDTL15 FEBRUARY 17,2017 DAMAGED OR MISSING CHORD SPLICE PLATES TOTAL NUMBER MAXIMUM FORCE (LBS) 157. LOAD DURATION OF NAILS EACH X SIDE OF BREAK (INCHES) SP DF SPF HF �..: 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 .�. 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 .....+ A-1 ROOF TRUSSES 26 39 30" 2194 3291 2407 3011 1697 2546 1738 2608 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772.409-1010 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 * DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER 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 ~ti G } ••�^�� BREAK to?l • IOd NAILS NEAR SIDE �l� TRUSS CONFIGURATION +10d NAILS FAR SIDE } AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6' MIN X` MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. a 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 END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS 048' DIA. X 3') SPACED G' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SCAB oil (L) (2.0 x L) 24"MAX 24"MIN NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES I J J o I�YW A-1 ROOF Ago . TRUSSES A FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled,installed and braced in accordance to the following standards:ANSI/TIP 1-2007; WTCA 1-1995—"Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling,Installing,& Bracing of Metal Plate Connected Wood Trusses"published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design,connection,material,and labor by others. 3) Truss designs are for an individual component,not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer,any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts,and bearing requirements. Truss manufacturer is not responsible for specifying beams,other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces,adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts,electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified,valley framing design,connection,material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10)Trusses are not designed to carry the chimney,cupola,steeple,or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1)The specific engineered truss drawings are subject to other terms,conditions,and details on the truss placement plan and/or individual truss design drawings. 12)Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel,equipment,whether temporary or permanent,are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd.,Fort Pierce,FL 34946 772-409-1010 Office 772-409-1015 Fax www.A1truss.com USP STRUCTURAL CONN FC'TCJRS� A MiToW Company Hangers Allowable Load(Ibs) DF-L/SP LSL LVL PSL SPF I-JOIST USP 160% ! Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100°! 100% 100% Fastener Schedule T1 JUS24 1881, 6S5 750 820 510 - (4)-10d(Header) FL821.39, (2)-10d(Joist) 11- 0510.01, RR 25779 Lus24 670 765 825 490 - - - _ (4)-10d(Header) (2)-10d(joist) T2 JUS26 1881, 850 975 1060 1115 (4)-10d(Header) FL821.42, (2)-1Od(Joist) 11- 0510.01, RR 25779 LU526 855 990 1070 1165 (4)-SOd(Header) (2)-30d(Joist) T3 MSH422 1831, 2025 2025 2025 (22)-lod(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 - - - - - _ (61-16d(Carried Member-Face Mount) (6)-10d(Carded Member-Top Flange) (22)-16d(Face-Face Mount) (2)-16d(Face-Top Flange) (4)-16d(Top-Top Flange) THA1422 1835 1835 1835 - - - • - (2)-10d x 1.112 or 2-10d x 1.112(Carried Member) (20)-10d or(2)-10d(Face) (4)-10d(Tap) 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 3500 1555 - - - - - (11)-IN 1.112(Carried Member) (20)-10d x 1.112(Carried Member-Max Nailing) (20)-16d x 1.112(Carrying Member) (20)-16d x 1.111(Carrying Member-Max Nailing) !USP STRUCTURAL CONI IFCTOR.13' A IUI GW 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 TS 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)-10dx1-112(Carried Member-Max Nailing) (26)-16d(Carrying Member-Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 (28)-16d(Face) FL13285.35, (16)-10d(Joist) 06- 0921.05, RR 25843 13116-R HHUS28-2 4210 4770 5140 2000 - - - _ _ (22)-16d(Face) (8)-16d(Joist) HTU28-2 3820 4340 4680 3485 - - - _ (26)-10d(Carried Member-Max Nailing) (26)-16d(Carrying Member-Max Nailing) T8 THD46 1781, 2540 2920 3175 2285 (18)-16d(Face) FL13285.35, (12)-10d(Joist) 06- 0921.05, RR 25843 13116-R HHUS46 2790 3160 3410 1550 - - _ (14)-16d(Face) (6)-16d(Joist) I'" STRUCTURAL CONNECTORS' A MIT®k`Company Hangers Allowable Load(lbs) DF-L/SP LSL LVL PSL SPF HOIST USP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T9 THD48 1781, 3950 4540 4935 2595 - - - - (28)-16d(Face) FL13285.35, (16)-10d(Joist) 06- 0921.05, RR 25843 13116-R HHUS48 4210 4770 5140 2000 - - _ (22)-16d(Face) (8)-16d(Joist) T10 THDH26-2 1881, 3915 4505 4795 2235 (20)-16d(Face) FL821.75, (8)-10d(Joist) 06- 0921.05, RR 25779 13116-R HGUS26-2 4355 4875 5230 2155 - - _ _ _ (20)-16d(Face) (8)-16d(Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 (20)-16d(Face) FL821.75, (8)-10d(Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 - - _ _ _ (20)-16d(Face) (8)-16d(Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 (36)-16d(Face) FL821.77, (10)-16d(Joist) RR 25779 13116-R HGU528-2 7460 7460 7460 3235 - _ _ _ (36)-16d(Face) (12)-16d(Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 (36)-16d(Face) FL821.75, (10)-16d(Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 - - _ _ _ (36)-16d(Face) (12)-16d(Joist) 1' a Y S STRUCTURAL CONNECTORS' A h1fiTW Company Fastener Comparison Table Connector Schedule Group Label USP Stock No Required Fasteners Reference No Required Fasteners (4)-lod(Header) (4)-10d(Header) - T1 JUS24 LUS24 (2)-lad(Joist) (2)-lod(Joist) (4)-10d(Header) (4)-10d(Header) T2 JUS26 LUS26 (4)-10d(Joist) (4)-10d(Joist) (22)-10d(Face-Face Max Nailing) (6)-16d(Carried Member-Face Mount) (6)-10d(Face-Top Max Nailing) (6)-16d(Carried Member-Top Flange) T3 MSH422 (6)-lod(Joist-Face Max Nailing) THA422 (22)-16d(Face-Face Mount) (6)-10d(Joist-Top Max Nailing) (2)-16d(Face-Top Flange) (4)-10d(Top-Top Max Nailing) (4)-16d(Top-Top Flange) (18)-16d(Face) (11)-10d x 1-112(Carried Member) (12)-10d x 1-1/2(Joist) (10)-10d x 1-1/2(Carried Member-Max Nailing) T4 THD26 HTU26 (20)-16d(Carrying Member) (20)-16d(Carrying Member-Max Nailing) (18)-16d(Face) (14)-16d(Face) T5 THD26-2 HHUS26-2 (12)-10d(Joist) (6)-16d(Joist) (28)-16d(Face) (26)-10d x 1-1/2(Carried Member-Max Nailing) T6 THD28 HTU28 (16)-lod x 1-1/2(Joist) (26)-16d x 1-1/2(Carrying Member-Max Nailing) (28)-16d(Face) (22)-16d(Face) T7 THD28-2 HHUS28-2 (16)-10d(Joist) (8)-16d(Joist) (18)-16d(Face) (14)-16d(Face) - T8 TH D46 HHUS46 (12)-lod(Joist) (6)-16d(Joist) (28)-16d(Face) (22)-16d(Face) - T9 TH D48 HHUS48 (16)-lod(Joist) (8)-16d(Joist) (20)-16d(Face) (20)-16d(Face) - T10 THDH26-2 HGUS26-2 (8)-16d(Joist) (8)-16d(Joist) (20)-16d(Face) (20)-16d(Face) - T11 THDH26-3 HGUS26-3 (8)-16d(Joist) (8)-16d(Joist) (36)-16d(Face) (36)-16d(Face) - T12 THDH28-2 HGUS28-2 (10)-16d(Joist) (12)-16d(Joist) (36)-16d(Face) (36)-16d(Face) T13 THDH28-3 HGUS28-3 (10)-16d(Joist) (12)-16d(Joist) 4 r ti USP STRUCTURAL CONNECTORS" A MiTeW Company 1 LA JUS24 JUS26w� MSH422 kf t TH D26 TH D26-2 TH D28 "•y { y J I k, _-w TH D28-2 TH D46 TH D H 26-2 Y _ t r P", '', Lf� 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. ALTffttOVED BEARING COPlDITtON: TR[JSS f�OD FfCATIQtd t BREAKS• Use e irie to.notd 4a115SING l DAtr1AGED.PLATES !Jr«tit.,r�r �r locat9or� f Sea inct ?nd g Ir trr sa r c Inng r ,€ort try int be fhe cxa lar ifian cf the bre3lt ."o,dire�sicn as,r.eeoe t Circe plot th2f me 5 :s�3 d�;12,,x��sr 'F,an[1„;rru"ue -.. 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