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HomeMy WebLinkAboutTruss ' _ File C®g — Y design values are in accordance with ANSI/TPI 1-2007 section 6.3 ROOF::?;`;=;;;;These truss designs rely on lumber values established by others. •'" A FLORIDA OORPORATION RE:Job 67868 A-1 Roof Trusses *� 4451 St Lucie Blvd Fort Pierce,FL 34946 Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: SCHWARTZBERG RES (CAYMEN 1763B w-p) Lot/Block: Model: Address: 9301 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: FBC2014/TP12007 Design Program: MiTek 20/20 8.0 Wind Code:ASCE 7-10 Wind Speed: 160 MPH Roof Load:37.0 psf Floor Load: 0.0 psf This package includes 28 individual,dated Truss Design Drawings and 0 Additional Drawings.. With my seal affixed to this sheet,I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. ry No. Seal# Truss Name Date No. Seal# Truss Name Date No. Seal# Truss Name Date -1 A0191733 A01SGE 2/27/17 13 A0191745 B03 2/27/17 25 A0191757 VO4 2127/17 i 2 A0191734 A02 2/27/17 14 A0191746 B04GE 2/27/17 26 A0191758 V07 2/27/17 3 A0191735 A03 2/27/17 15 A0191747 C01SGE 2/27/17 27 A0191759 VM02 2/27/17 4 A0191736 A04 2/27/17 16 1 A0191748 CA 2/27/17 128 1 A0191760 I VM04 2/27/17 5 A0191737 A05 2/27117 17 A0191749 CJ3 2/27/17 6 A0191738 A06 2/27/17 18 A0191750 CJ5 2/27/17 7 A0191739 A06A 2/27/17 19 A0191751 CJ5A 2/27/17 8 A0191740 A07 2/27117 20 A0191752 HJ5A 2/27/17 9 A0191741 A08 2/27/17 21 A0191753 HJ6 2/27/17 10 A0191742 A09 2/27117 22 A0191754 J5 2127/17 11 A0191743 A10 2/27/17 23 A0191755 J5A 2127/17 12 A0191744 A11GE 2/27/17 24 A0191756 I J6 2/27/17 The truss drawing(s)referenced have been prepared by MiTek Industries,Inc.under my direct This item has been electronically signed and sealed by AnUionyTombo,P.E., supervision based on the Darameters Dmvided bvA-1 Roof Trusses.Ltd. on 2.12711T using a digital signature. Truss Design Engineer's Name: Anthony Tombo Printed copies of this document are not considered signed and sealed.The signature must.bo aeritied on any electronic copse My license renewal date for the state of Florida is February 28,2019. +Ai$$,1y9 � �r,��,� Ta NOTE:The seal on these drawings indicate acceptance of professional r,�. �p,•�+,r���!47 tpf engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer,perANSlrrPl-1 Sec.2. �Y►i.s kVQI�a� *r pg The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the pr �h $ g iiu construction documents(also referred to at times as'Structural Engineering Documents pf 4 ai, r" provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo PE by.[A1 Roof Trusses or specific location]. These TDDs(also referred to at times as'Structural Delegated - a• + ? DignaOy:ignM byAnthnnYT `y ''j 4 Engineering Documents)are specialty structural component designs and may be pa Tombo ms y i. �I lfton`,T.DN:«Dx,�_no�ida,i_rar�me ��,. .,t .�tfojecfs deferred or phased submittals. As a Truss Design Engineer(i.e.,Specialty 7 -WholeH...eE.9ineering >!`��1 •• •*.. @� cn-Amhony T.Tombo,III, Engineer),the seal here and on the TDD represenis'an.acceptance of professional p bo email-Amhoiy.Tombotmhe 9in l:: engineering responsibility for the design of the single Truss depicted on the TDD on1�T% r dn9net '•p`� ywy$$ Date:2017.02.2715:11:26-0500' i:.r:�g8#$?.�.• " �` `+ Building Designer is responsible for and shall coordinate and review the TDDs for ' '4rinpaiwility.ith their written engineering requirements. Please review all TDDs and all AnthonyTombo,P.E. related notes. ;?3B`..BCi4221QO: QO 00:4C 2287i[3=.. Page 1 of 1 Job Truss Truss Type Qty Ply 67868 A01SGE Common Girder 1 1 A019173 � Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:42 2017 Page 1 ID:ld_OOXyyT61Bi TXoliwHHzefvK-hlNbfrYFDc?yypls3velajgcMgxCTWQYHiugp6JzgwmF 15-6-0 a "4 6-8-5 12-0-3 12-10-3 18-11-13 25-1-13 25s11r10 31-3-11 38-0-0 39-4p 1-0-0 6-8-5 ' A-14 0110LO ' 3-5-13 ' 6-2-0 0=9-i3 5-4-1 6-8-5 -4 _ 2-7-13 6.00 12 5x6= Dead Load DeFl.=1116 in 9 5x6 i T 4 5x6� r 3x4 6 11 3x4 �s 5x8 1 3x 5 5 4 3 13 W 3 4 4 5x8 3 2 14 1 51 B= S' 5 9 d11 2 174 2242 43 44 21 4546 2047 19 49 18 17 dd = 3x6= 5x6= 3x4= 5x6= 5x6= 3x6 6-0-14 6-a 6 12-0-3 18-11-13 25-1-13 25111r10 11 3-ill 31T11-2 3%040 6-0-14 0-2-8 5 8-14 6-11-10 6-2-0 0- -3 5 4-1 0-7-7 6-0-14 Plate Offsets(X,Y)- [3:0-3-8,0-2-41,[6:0-3-0,0-3-01,[8:0-2-4,0-2-81,f9:0-2-13,Edgel,[11:0-3-0,0-3-01,[14:0-3-8 0-2-4] [18:0-2-8 0-3-0] [19:0-3-0 0-3-0] [21:0-2-4 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 1.00 Vert(LL) -0.05 21-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.14 21-22 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:290 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD nn ( y others)11)Provide mechanical connection b oth of truss WEBS 2x4 SP No.3 2-22=-488/729,22-42=-484/695, to bearing plate capable of withstanding 590 lb uplift at OTHERS 2x4 SP No.3 42-43=-484/695,43-44=-484/695, joint 2,1746 lb uplift at joint 19,1452 lb uplift at joint BRACING- 21-44=A84/695,21-45=-523/512, 21 and 699 lb uplift at joint 15. TOP CHORD 45-46=-523/512,20-46=-523/512, 12)Graphical purlin representation does not depict the • Structural wood sheathing directly applied or 5-6-5 oc 20-47=-759/768,47-48=-75gf768, size or the orientation of the purlin along the top and/or pudins. 1b-48=-7591768,18-19=-544/812, bottom chord. BOT CHORD 1 7-1 8=-5281792,15-17=-525/801 13)Hanger(s)or other connection device(s)shall be Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS provided sufficient to support concentrated load(s)405 WEBS 8-20=-547/290,8-19=-1209/1066, lb down and 472 lb up at 6-3-9,and 185 lb down and 1 Row at midpt 12-19,3-21 8-9=-916/588,12-19=-1525/1202, 216 lb up at 8-10-15,and 185 lb down and 216 lb up JOINTS 10-11=-342/404,5-21=-489/723, at 10-10-15 on top chord,and 347 lb down and 174 lb 1 Brace at Jt(s):8,12,7 3-22=-126/594,3-21=-1 278/910, up at 6-0-1,68 lb down and 28 Ib up at 7-0-13,68 lb down and 28 lb up at 8-10-15,68 lb down and 28 lb 4-7=637/738,5-20=-665/451 MiTek recommends that Stabilizers and required up at 10-10-15,94 lb down and 281 lb up at 12-4-12, cross bracing be installed during truss erection,in 94 lb down and 281 lb up at 14-4-12,and 94 lb down accordance with Stabilizer Installation guide. NOTES- and 281 lb up at 16-4-12,and 94 lb down and 281,lb 1)Unbalanced roof live loads have been considered up at 18 4-12 on bottom chord. The design/selection REACTIONS.All bearings 0-7-10. for this design. (lb) Max Horz g 2)Wind:ASCE 7-10;VuIt=160mph(3-second gust) of such connection device(s)is the responsibility of 2=-33(LC 16) Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; 14)In the LOAD CASE(S)section,loads applied to the Max Uplift Cat.11;Exp B;Part.Encl.,GCpi=0.55;C-C Exterior(2); F face of the truss are noted as front All uplift 100 lb or less at joint(s) cantilever left and right exposed;end vertical left ( )or back B). except 2=-590(LC 4),19=1746(LC 4), exposed;Lumber DOL=1.60 plate grip DOL=1.60 21=-1452(LC 4),15=-699(LC 16) 3) Truss designed for wind loads in the plane of the LOAD CASE(S) Max Grav truss only. For studs exposed to wind(normal to the Standard All reactions 250 lb or less at'oint s) face),see Standard Industry Gable End Details as joint(s)except 2=715(LC 20),19=2041(LC 20), applicable,or consult qualified building designer as 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 21=1446(LC 20),,15=807 LC 9 per ANSI/fPI 1. (_ ) Uniform Loads(plf) �`. 4)Provide adequate drainage to prevent water Vert:1-3=-54,3-9=-54,9-14=-54,14-16=-54, FORCES..Its :'L' �- ponding. ( ) 35-38=-20 Max.Comb(Max.;Ten:=AII`forees 250.(Iti)'or less except 5)All plates are 1.5x4 MT20 unless otherwise Concentrated Loads(lb) when shown. indicated. Vert:4=-89(F)3=-144(F)22=-271(F)41=-89(F) TOP CHORD- 6)Plate(s)at joint(s)2,20,8,19,12,11,10,23,24, 42=-57(F)43=-57(F)44=-57(F)45=-81(F)46=-81(F) 2-3=4507571;4 41=0/308,4-6<=118/409,� „, 47=-81(F)48=-81(F) 25,26,7,6,27,4,28,29,30,31,32,33,34,13,3,21, 6-9=-102/535-,9-11=88/522, 5,18,22,14,17 and 15 checked for a plus or minus 0 11-13=;267/537,13;14=-249/468, degree rotation about its center. 14-15=_16031807,3=5=214/287; - 7)Plate(s)at joint(s)9 checked for a plus or minus 3 5-7=-132/368,7-8=-115/424, - - ,< degree rotation about its center. 10-12=-200/305,12-14=-1124/937 ',• - = 8)Gable studs spaced at 2-0-0 oc. BOT CHORD' L 9)This truss has been designed for a 10.0 psf bottom 2-22==488/729,.22-42=-484/695, - ���' chord live load nonconcurrent with any other live 42-43=-4847695,43 44=-484/695,' loads. 21-44=-484/695,'.21r45=-5231612" `: 10)'This truss has been designed for a live load of 45-46=-523/512,.20-46==523/512,;,_ � 20.Opsf on the bottom chord in all areas where a 20-47=-759/768,47-48=-7591768,- rectangle 3-6-0 tall by 2-0-0 wide will fit between the `_s ■j bottom chord and any other members. Yedq-fl�uBmrr!¢u.aw 0e'1IIOX IIeisSr�1EP}nEr9ll 1'.IYSe(OrM11G4fBSI0Y{r6Td)S(6Aflf(RY:rI'Mn lra{6tip�.!Meui redehtutitrn!thtipUme{�IIP'.jmd�!rtBerLrate tl:rf.rde!a�Simrehn r!e.Ee4es 2mise safelmGe lCU,ulr '. wtstr.!aurwess>dlkes<etxssTxmrrsctsseunsoaFgses{u,sr!a!trra!'!e.se!s�u�mgt�!e:msay.Mmdorpdr:u!rdnsm:u�!mp:caarydrazt!u3,dmes�rgxr!xse:lat!ra:Too!rh,uentnl.Is!tamn!.�rrct.tatarmseu!.um+:ag: AnthonyT.Tombo IIf,P.E. alasdkOnsb:' n!rruwol pe eiece7nmr6grgadtsg8rc kfnkesig lerldnldEa ti0u-in.!16ae A0ni d bul gda A!Irlta Onen3u,deddf!tlC&x uliLrWhquL,kIIII. 0 14 enmddfirl00 n/®sfilMrudBe Tnst hdet�6aily!Ine,usld!etnmenl Fat1211e 4e rnnsn,Brtd 80063 r6awsshRadh 4451 St.Lucie 81vd.14Insshilsbihntlt m ofu0jiqLlrcradaedMa:mmddMklll. Fort Pierce,FL 34946 (epyright02016A-IRaolfresses-AdanyLlamha III,P.L Repradudinot this dommeul,in any latm,ispiabi4tleiwithounbewinenpermisska[rem A-1 Roof Bosses-Amhanyf.samba]ll,P.E. i• Job Truss Truss Type Qty Ply 67868 A02 Common 3 1 A0191734 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946-,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:42 2017 Page 1 ID:Id_OOXyyT61Bi_TXolj vHHzefvK-hWbfrYFDc?yypls3velajgcS5xEyWT4Hiugp6JzgwmF i1 4-Q 6-7-0 61 5 122 0-3 12r1Q-3 19-0-0 25-1-13 25 11r13 31-3-11 31„5-0 38-0-0 �9-4 p 6-7-0 0--5 5 3-14 0-1 -0 6-1-13 6-1-13 0-1 0 5 3 0- -5 6-7-0 4- iKi , 6.00 12 5x6= JJ 3x4!�- 6 �- 3x6 i 3x4 T 3x6 4 5 7 8 3x4 3x4 3 W4 W4 9 1 ' 2 "?11 2 Pki PH 1 Qcyy� o d1 - 16 15 23 14 24 13 12 3x6= 1.5x4 11 5x6= 5x8= 5x6= 1.5x4 I I 3x6= 6-7-0 12-0-3 18-11-13 19 0-0 25-11-13 28-2-1q 31-5-0 , 38 0 6-7-0. -.5-5-3 6-11-10 0- -3 6-11-13 2-2-13 3-2-5 6 Plate Offsets(X,Y)— [13:0-2-4,0-3-01,[14:0-4-0,0-3-01,[15:0-24,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.04 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.10 13-14 >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 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2 1)Unbalanced roof live loads have been considered WEBS 2x4 SP No.3' for this design. BRACING- 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) > TOP CHORD Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Structural wood sheathing directly applied or 5-5-2 oc Cat.II;Exp B;Part.Encl.,GCpi=0.55;C-C Exterior(2); puriins. cantilever left and right exposed;end vertical left BOT CHORD exposed;Lumber DOL=1.60 plate grip DOL=1.60 Rigid ceiling directly applied or 10-0-0 oc bracing, 3)Plates checked for a plus or minus 0 degree Except: rotation about its center. 6-0-0 oc bracing:14-15. 4)This truss has been designed for a 10.0 psf bottom WEBS chord live load nonconcurrent with any other IiJe 1 Row at midpt loads. 4-14,6-14,8-14 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 nifirlp bottom chord and any other members,with BCDL= 10.Opsf. REACTIONS.All bearings 0-7-10. 6)Provide mechanical connection(by others)of truss (lb)-Max Horz to bearing plate capable of withstanding 436 lb uplift at 2=-33(LC 5) joint 2,442 lb uplift at joint 15,1202 lb uplift at joint 14 Max Uplift and 605 lb uplift at joint 10. All uplift 100 lb or less at joint(s) except 2=436(LC 4),15=-442(LC 4), 14=A202(LC 4),10=-605(LC 5) LOAD CASE(S) Max Grav Standard All reactions 250 Ib or less at joint(s) except 2=498(LC 10),15=742(LC 10), 14=1862(LC 10),1 0=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 IWEBS 3-15=-602/503,4-15=-319/247, 4-14=-293/371,6-14=-833/513, 8-14=-1005f793,8-13=-193/497, 419r13=-590/496 t,M,l-flee BmeiNr,e.§Y 11e'LI ICCE 110SSEf(5(!LT SE[3ll1'.IN56:C1PIIClS(CfiCNj tOff'14YfU'bVIRYEMI'brn rerEr4vp la,iassN,edm4snGsfass Ce!y:Wre¢r{ILiC1W Ik,1s7farLfsfGl:,rEle!usxsSW!ldaers,.Erqu sM.ise ss7ermRe 149,u1r lal,to.mom„�ks<Nfnm,teenteati,lr,nsns rrm,n[,�wvyr,s o-,�ivarla�nm,alcvmcdmF,r m,,u�gt�rracarytx�ertyeamemprm:r,reauolaontr,veamtrtrsg,��ar ,�eesmrcmxrtlucr Anthony T.Tombo III,P.E. elaedrFsTm k,.1hd5y ties uy„db:hld6,(1—'roe,.,r,ma,mN"s„n:tox.1o::'Fe,a,le*ddfS,mrt,RMInklxaetpna:wrn-1 "t80083 ' n,birotC,sigxel6zE,drt.AllM,sselMel>:1CC ml nxreCiased a42ttiesNt§ldl�q 6gsenlSs!e7lds,aetip,;i(Sljtelfikel lrlH,NS6A c„efnuse(fxpantpi4[,.IHledntsft,tegnvtildin nr6Msdbehassfl-Wa n,s C0p6ys,anllnsspuddrcv,,dt,s 4451 St.Lucie Blvd. M,ro,id7Nlr,;uamegatgnsneshdixlks lnd,Nll,rrrsDn:nfapax l,GlMsrUn10„Ipu,aTnss!Is4sfSsiw d,gFifa}:OarddtN�sm,sedvN8T41. Fort Pierce,FL 34946 Copyrijht D 2016 A-I Roof Wits-Aathooy l.lanha ill,P.T,Reptedoniw atthis duawal in snytatm,is ptohi6ltad,ailhoul the,ninen Remission hem A I Raaf Ttasses•Anthonyl.Tanha fll,P.F. Job Truss Truss Type city Ply 67868 A03 Roof Special 3 1 A019173�& • Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Mon Feb 27 14:11:43 2017 Page 1 ID:ld OOXyyT61Bi—TXoljwHHzefvK-9i912uGrNJ4pQvRFTMYpG29clLRvFpYRxYaNelzgwmE 4- -3 i4- - 0I 4 2-1-9 4--03 17 7-1-0 6-04 7 3 4-0 778 5x10 MT20HS--= /1 6.00 12 Dead Load Deft.=1/2 in 6 " 3x6 4x6 7�- T 5x6 5 7 4 3x4 i� 5 6 3 8 1.5x4 13 W7 18 W2 1q t; N r 3x4::� v t71 2 3 �.0012 9 o x15x10 MT20HS= 9 1I 17 16 12 11 3x6= 46= 2x4 11 2x4 11 5x110= 3x6= 7-3-8 11-10-10 15-6-0 19-1-6 27-10-2 38-0-0 7-3-8 417-1 3-7.6 3-7-6 8 8-12 10-1-14 Plate Offsets(X,Y)— [7:0-3-0,0-3-0],[9:0-2-12,0-1-81.[11:0-34 0-3-01 [12:0-2-0 0-1-0] [13:0-5-12 0-2-81 [15.0-5-8 Edge] [17.0-2-12 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 0.70 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 FBC2014frP12007 Matrix-MSH Weight:222 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2*Except* WEBS B2,B4:2x4 SP No.3 3-17=-1375/818,15-17=-1375/2714, WEBS 2x4 SP No.3*Except* 3-15=-661/1555,4-14=-850/694, W7:2x4 SP No.2 11-13=-1384/2883,7-13=0/449, BRACING- 7-11=-1 0691567,8-11=-407/459, TOP CHORD 6-14=-529f731 Structural wood sheathing directly applied or 2-2-0 oc pudins. 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.ll;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 quide. exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise REACTIONS. (lb/size) indicated. 2 = 1484/0-7-10 (min.0-1-15) 4)Plates checked for a plus or minus 0 degree 9 = 1479/0-7-10 (min.0-1-14) rotation about its center. Max Horz 5)This truss has been designed for a 10.0 psf bottom 2 = -33(LC 5) chord live load nonconcurrent with any other live Max Uplift loads. 2 = -1017(LC 4) 6)*This truss has been designed for a live load of 9 = -1006(LC 5) 20.Opsf on the bottom chord in all areas where a Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 1616 LC 10 bottom chord and any other members. 9 = 1609(LC 9)) 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1017 lb uplift FORCES. (lb) at joint 2 and 1006 Ito 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 BOTCHORD 2-17=-1 185/2331,4-15=-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, Y�us.flav atagelrrerkvpe'1110;5 ts0i3;iF1(s`,H13s(lilY56Q1sNIYrif9{iWj7C(l)i(IIe931i(roYEYfbm ulfotls ptt—ft ut nsl ekes"Ns rats Ct§PDnre{(IM)ad 6r1magL1u14 0,Ff.ld—Uatldat m rsku Cmin ede(nee 13"'I! IkTst stars slAleueetarae fakir rE:t h rTnss p:ugh{m:n(u,tie,ter fslia:r metal rssapTPi rgranu®sarpntdsnint:sindusn:nigt_iosatglr,Sa 4tipta to sklk Im:fy.td n skleCu¢,rs1nIRL Fx&spssim{uglMasmltiss,ssinlee( mt accTattx Ita*IsLLtn AnthonyT.Tomba III,P.E. R ! yasahl,dhsann,dUneiasMudgsrtnMlwtislOaae.k@eaanlatisO;,R,RtdlielmllrAruldrnlRLl.lkeR:naLfitlCOalnsfiea.nrnrran;amraif�t .,layaa,t*^txnniknnlsialtasn<lntkama.: 980083 ' IisW:ifgll:tigernllwh3a.NahssslsaulkiWlnlaeircsamnl�:t;fnuanesNtri6cpeelsEsrylhtaeA'a�(fQlslfi:kt(!llfnetlGcesdnseeshrisndparse.iRlid'onHtrtsltss3iTtinsdkeesan_InssO:s'ne,Tmsktut(y,ennnanFmnanu,nlm: 4451 St.Lucie Blvd. ttUnise«lmHlrs(xaoa sgad<pra tntYa h d(ptmn lushes.INian ks:(s Erlhn Is F;Ttlr UAuI ktllas,uLmsS{nta 6lkln a(rglaa/rc�.9laiildms Ina!m n d 5u!k R(L (npyrigbt�ipl6AdRaalLosses-AnihoayLhmholll,P.f.Rep{adariaaoithisdorement,in any form,isprohibitedrrithowhemitten permission hoaA-IRuffrassn-AmhonyLlamhoID,P.E. -Fort Pierce,FL 34946 �- Job Truss Truss Type Qty Ply 67868 A04 Scissor 3 1 A0191736 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Mon Feb 27 14:11:44 2017 Page 1 I D:ld_OOXyyT61 Bi_TXo ljwH HzefvK-d ujPFD HT8dCg22OR0332oFin9kp W_G Ga9CJ W B BzgwmD �1-4-0 7-2-1 12-11-12 i 19-0-0 i 25-0-4 i 30-9-15 i 38-0-0 a9-0-p -0 7-2-1 5-9-11 6-0-0 5-9-11 7-2-1 -4 k' 6.00 12 5x6= Dead Load Defl.=7/8 in 5 5x6 T 5x6 4 6 1.5x4 2 W 3 1.5x4 3 T 12 1 N Sx8= 1 B 14 13 11 10 1 v 8 1 2 5x6 WB: 3x8 MT20 W19 4 3x4 3.00 12 3x4 zz 1.5x4 11 1,5x4 11 1.Sx4 I I 1.5x4 11 4x8 3x10 1.5x4 II 30-9-15 3x811 i 9.10-0 19-0-0 i 27-1-6 28 1-12 314-6 38-0-0 i 9-10-0 9-1-12 8-1-6 1-" 2-8-4 -7 6-1 —010 Plate Offsets(X,Y)— [2:0-2-9,0-1-8j,[4:0-3-0,0-3-0),[6:0-3-0,0-3-01,[8:0-3-14,Edge),[8:0-4-0,0-5-121,[8:0-1-13,1-3-5) LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud 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 FBC2014frPI2007 Matrix-MSH Weight:201 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* T1:2x4 SP M 30 WEBS BOT CHORD 2x4 SP M 30 5-12=-1278/2638,6-12=-9637786, WEBS 2x4 SP No.3*Except* 6-10=-262/633,7-10=-373/445, W6,W5:2x4 SP No.2 4-12=-960/781,4-14=-257/625, OTHERS 2x4 SP No.3 3-14=-374/465 WEDGE Left:2x4 SP No.3, NOTES- Right:2x4 SP No.3 1)Unbalanced roof live loads have been considered BRACING- for this design. TOP CHORD 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Structural wood sheathing directly applied or 2-2-0 oc Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; purlins. Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); BOT CHORD cantilever left and right exposed;end vertical left Rigid ceiling directly applied or 4-7-10 oc bracing. exposed;Lumber DOL=1.60 plate grip DOL=1.60 Except: 3)All plates are MT20 plates unless otherwise 4-8-0 oc bracing:8-10 indicated. MiTek recommends that Stabilizers and required 4)Plate(s)at joint(s)4,5,6,10,7,14,3,2,8,8,8,15, cross bracing be installed during truss erection,in 16,17 and 18 checked for a plus or minus 0 degree accordance with Stabilizer Installation guide. rotation about its center. 5)Plate(s)at joint(s)13 and 12 checked for a plus or REACTIONS. (lb/size) minus 3 degree rotation about its center. 2 = 1482/0-7-10 (min.0-1-13) 6)Plate(s)atjoint(s)11 checked for a plus or minus 5 8 = 1482/0-7-10 (min.0-1-13) degree rotation about its center. Max Horz 7)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 = -1012(LC 4) 8)*This truss has been designed for a live load of 8 = -1012(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 = 1613(LC 10) bottom chord and any other members. 8 = 1613(LC 9) 9)Bearing at joint(s)2,8 considers parallel to grain value using ANSI/TPl 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. 10)Provide mechanical connection(by others)of truss TOP CHORD to bearing plate capable of withstanding 1012 lb uplift 2-3=-5090/2810,3-4=-4722/2537, at joint 2 and 1012 lb uplift at joint 8. 4-5=-3390/1785,5-6=-3390/1785, 6-7=-4742/2562,7-8=-5087/2828 CASE(S) LOAD C BOT CHORD ( ) 2-14=-2402/4601,13-14=-1831/3860, Standard 12-13=-1827/3896,11-12=-1829/3901, 10-11=-1 842/3865,8-10=-2418/4622 -iWEBS 5-12=-1278/2638,6-12=-9637786, ie�uy-flx Nnepklrre«ertx'FI lGU1UsS8`V-j.S(r3l1 I'Mi60WAS(Cf80jifMLLINJA0E.E1(NJOWbra rnry snip tahtnN'rnn h!i8e0rmqurlAn'le.11.fnN m;rf.Bhnrc Skrttdae nr.bhn d—in rddn me M.1f Witkm�arllnessaUkuetta;6e?h'ule edt rieTrnsD:sa bi�xps,aemArbp rr.d:snlwnTV,rgrcxds®ssrcyesadMp ktsind rghwlyre:yOa!JihM;k h p,11eslo.1 :/erd!dn0:IC0uIpaln lifl,Ih iMp naole<n,leta8:nteins,uih5LR1 Anthony T.Torab0 III,P.E. of aedhtLnsfxmreritd-s lttk:rnpaG:frBdlaOnq tr*cn:ts rdlrrird ryedn n:Inifar Cn:�s,h9.e aprAdH:R..BilUattirlr(Sr:ItiryuhatR4l.IkeemddfieiCOat erf.n.udfirlms,hdetigfereley tlne8e,hshCeGaaF hnnB sideReasBreshiliryel -80083 ' prb:lrar Designed h>redn.laM 4451 St.Lucie Blvd. ean.ia Eefazfirn(ahan rp¢edepe'snn;lydl yrnhslarind lh fnst Des!m by�ss lsr0ltlrtu IliyDedpe.aLnslesua b)hsn a!arMilsrvy.All artldnNMxsmnddartie Tn- Fort Pierce,FL 34946 Oppight-0 2016 A I h4tusses-AothocyLTomha 111,P.f,ReproRuainn elthis dotument.in onyform,is prob3ifed wahounhe writlen permission from A•1 leaf Times.Arthony LTamho Ill,P.L J Job Truss Truss Type City Ply 67868 A05 Scissor 10 1 LbReferenceA019173(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,,Inc. Mon Feb 27 14:11:44 2017 Page 1 ID:ld_OOXyyT6lBi—TXoljwH HzefvK-dujPFDHT8dCg22OR0332oFinFkpW_GFa9CJwBBzgwmD �1 4-Q 7-2-1 12-11-12 19-0-0 25-0 4 30-9-15 38-0-0 39-4 0 i 14-0 5-9-11 6g4 6-0-4 5-9-11 7-2-1 -4 6.00 12 5x6= Dead Load Dell.=7/8 in 5 5x6 T 5x6 4 6 1.5x4 W3 3 1:5x4 3 2 SB2 7 . 12 1 W 5x8= l a B 14 13 11 10 1 v 1 2 5x6 WB:::: 5x6 WB:::z 1 8 0 3x4:z: 3.00 12 3x4 2 �o 3x10 3x10 9- 0-4 19-0-0 28-1-12 38-M 9-10-4 9-1-12 9-1-12 9-10-4 Plate Offsets(X,Y)— [2:0-2-9,0-1-81,[4:0-3-0,0-3-01,[6:0-3-0,0-3-01 [8:0-2-9 0-1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.57 12-14 >806 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.38 12-14 >332 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.83 8 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-MSH Weight:182 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* s. T1:2x4 SP M 30 WEBS BOT CHORD 2x4 SP M 30 5-12=-1279/2639,6-12=-959/779, WEBS 2x4 SP No.3 6-10=-254/625,7-10=-373/464, OTHERS 2x4 SP No.3 4-12=-960/780,4-14=-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) pudins. Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; BOT CHORD Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Rigid ceiling directly applied or 4-7-7 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. (lb/size) 4)Plate(s)at joint(s)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 lb 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=-1827/3896,11-12=-1832/3899, 10-11=-1 837/3863,8-1 0=-2423/461 0 WEBS 5-12=-1279/2639,6-12=-959f779, 6-10=-254/625,7-10=-373/464, 4-12=-960/780,4-14=-256/625; 3-14=-374/465 9ctitr-FltwBtrte!llrunewl+e'!I(O;F DPi3^Y1 �E63![ftRf6ril%AlllviSlJll04lLTi"jiflt8G6[EPi1L'!1'hm retillitsip pva,'tts utrnl aisut's rnuheiltUurulQOi';�amatnnrl.rnm�r�.lt�nsaer,ldntnt.rt�„s=},,.inr at�,ntro,"it tglt}t tildes slellieetetlar�t'rq;plttsl:t ktirus 0esg h!®;Tfit,�wt2rrtl��?a 5esvin�rT6"v tQmuttntetptmtdtir{rdtssnsel uggvmgu:g[ukiJtf3; /ts�dffitshyNTnslerid�ntlelCpnlr,tunlrn ri:ltstlannxtttt,,gtcxluwaen,sdtxlt.ry Anthony T.Tombo III,P.E. ntrudCesiins tarn(kil3glslk ptsu:IDId6tOretStr¢gxteltoaluntlgrin0:iw71e�U::r�e;h9 wtendtir�@tlxnlsnlnik;l(ieltd;ntRld.lke ep-tttl a'fitlPOntu,fieHasedtler�ss iodrtgleu'Itrr,slme¢,initfe6aNimal slt:hrts rt+sesfeJd(d -280083 ' 0e b7CxlOe4gerut Gapa9rlDetles sdtd�mID:nitlz peEitrnl riidrmdbeMdiiCrtyeesl S.`ElrllmxelmalilstlielEJetlrfFnl SrGmtdanutWrdltgrst.Ir4l edicts@e rzgns�ltinnitdasdlY6assU:sr,etr,iins fa;ytEe;*tteettlussYmhatret.nlm tQenhtidsAlr s:eseatWdelnkwbiitclits Indset lhInssDuprit-6Flet t.D6ggeslptynLassrldea6rymdnr Mtliti.91¢icdCN'n&sto tsdttntlRRFI. Fort Pierce, Lucie 3494 • Fort Pierce,FL 3494b (oppig6t97Q16 Ad daafltosss-ADihocyLTDmhD ill,P.E.Reptadodim Dlihitdammeot,in any form,isproh2ilzdwiihnut the Bitten ptrmissian ho-m Ad NDatUDsrs-Anthony i.Temhe III,p.F: Job Truss Truss Type Oty Ply 67868 A06 ROOF SPECIAL 3 1 A0191738 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:45 2017 Page 1 ID:ld_OOXyyT61Bi TXo1jwHHzefvK-55HnTZl5vwKXgCbeanaHLTEuU89ojlgkOs3TjezgwmC s i1-4-0 6-9d 11-1-10 r 19-0-0 a0-11-1 P23-3-2 i 29-4-9 i 38-0 0 39-4-0 -4 6-9.4 4-0-6 7-10-6 -11-1 2-3-8 6-1-7 8-7-7 -4 6.00 F12 5x8= Dead Load Defl.=1/2 in 6 2x4 II 3x6 §x8 MT20HS-- T W 7 46 5 8 4 3x4 3x4 9 3 W4 W8 1 j 13 8= 5 2 N 12 1 15 1.5x4 II 1T4 19 18 17 2x4 II 4x8= 1.5x4 11 3x8 zz ' 3x6= 5x6= 2x4'II 3.00 12 7x10 MT20HS= 1.5x4 11 21-2-10 23-3-2 i 6-9d 11-1-10 11r7r10 19-0-0 20.11-1023-0-2 i 29-0-9 38-0-0 i - &9-4 4-0-6 7-4Fi -11-1 1-9-8 6-1-7 81- 7 0-3-0 0-3-0 Plate Offsets(X,Y)— [6:0-4-12,Edge),[10:0-0-10,Edge],[13:0-2-8,0-3-8),[16:0-6-0,0-4-4),[19:0-3-0,0-2-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.42 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC - 0.83 Vert(TL) -0.96 12-13 >476 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.54 10 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-MSH Weight:221 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2'Except* T1:2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2*Except* 2-19=-1195/2384,4-16=-190/567, B2,B4:2x4 SP No.3,85:2x4 SP M 30 15-16=-1215/2534;7-13=-280/319, WEBS 2x4 SP No.3*Except` 12-13=-2283/4510,10-12=-2285/4513 W6:2x4 SP No.2 WEBS OTHERS 2x4 SP No.3*Except* 3-19=-371/281,16-19=-1043/2232, 01:2x4 SP No.2 4-15=-11211771,6-15=415f70, BRACING- 9-13=954744,9-12=01297, TOP CHORD 13-15=-650/1884,6-13=-1570/3185 Structural wood sheathing directly applied. BOT CHORD NOTES- Rigid ceiling directly applied or4-9-15 oc bracing. 1)Unbalanced roof live loads have been considered Except: for this design. 10-0-0 oc bracing:16-18 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) WEBS Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; 1 Row at midpt Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); 4-15,6-15,6-13 cantilever left and right exposed;end vertical left MiTek recommends that Stabilizers and required exposed;Lumber DOL=1.60 plate grip DOL=1.60 cross bracing be installed during truss erection,in 3)All plates are MT20 plates unless otherwise accordance with Stabilizer Installation quide. indicated. 4)Plates checked for a plus or minus 0 degree REACTIONS. (lb/size) rotation about its center. 2 = 1502/0-7-10 (min.0-1-15) 5)This truss has been designed for a 10.0 psf bottom 10 = 1474/0-7-10 (min.0-1-13) chord live load nonconcurrent with any other live Max Hors loads. 2 = 33(LC 4) 6)'This truss has been designed for a live load of Max Uplift 20.Opsf on the bottom chord in all areas where a 2 = -1014(LC 4) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 10 = -1002(LC 5) bottom chord and any other members. Max Grav 7)Bearing at joint(s)10 considers parallel to grain 2 = 1635(LC 10) value using ANSI/TPI 1 angle to grain formula. 10 = 1604(LC 9) Building designer should verify capacity of bearing surface. FORCES. (lb) 8)Provide mechanical connection(by others)of truss Max.Comp./Max.Ten.-All forces 250(lb)or less except to bearing plate capable of withstanding 1014 lb uplift when shown. at joint 2 and 1002 Ito uplift at joint 10. TOP CHORD 2-3=-2771/1540,3-4=-2877/1667, �4-5=-1984/1208,5-6=-1897/1235, LOAD CASE(S) ii 6-7=-3957/2268,7-8=-3912/2135, Standard 8-9=-3996/2114,9-10=-5011/2697 BOT CHORD 2-19=-1195/2384,4-16=-190/567, 415-16=-1215/2534,7-13=-280/319, 12-13=2283/4510,10-12=-2285/4513 r�,ar.n�va�sytlra�!.n!'sEEuartns<3;sr�0:9ea0t:�slwsmnasmm�u{wry'juceaeEecsE:lrn,ar!retr,lppaa�resar!drde,ae,rns,n.l0ms::rpplmlmsss.rE.ruwm,Etu!!:m,s'><nm,«n.edrssdm.wsv,lberrm,!dr ILT!iscaa,delu skUkmetM7<ipfplsssW.AssTn:sO.m.¢Egsua{u,'.leorls6Eiesedesslumfl�rejrcrm®eeyAasdd,ir,h:sin,Iemsn!ugr�gw.d�JWrSr lesgad0esutN irts:lyiaa:iuClloa�Ir,,,InmL T:�:y!nns,:ero,udc.ac,umsrm: Anthony T.Tombo III,,P.E. Mned h;inulxsapGiee 4Ue mpniSih d6,Unrt,d O,sds wM1smdgeE a d!klfeq 0nga,6te uAedA6e fir R(al rr IriiSaofy,drssf n41.tlee0:nd dGs IUOs:/orfi!O.0 dtlrTass;bdKvlEu,Tvyskq!,:s:ferwrulkn.,l,Hlle Iknsinsisait(d: 4 80083 ' netrif�U!siPutx+6aks9r.ARMes tel rd'nB:IDC nldeianice;nlryiui:ndHekrdq 6rpeslSderyNPe,uBum;ttlQrd6:la11Eln niSEG c<rdenu/k,i.sd piims.IOltdus@!usinswldn mrdfirsdlulrossUesRer,Tma�!irs h}nnrtllnss vsm6dney mess.: 4451 St.Lucie Blvd. Mn,iukkellrsrunalspcdynksnesl lyilryoec u,dr!A I1a Ins,Oetlw 6Ebeu is E7rtN u11ly0esip,r;ttLn:StM EyYsn o!uJH:lOaq.LEusr�el!uxrmrs ddulkiiFl. Fort Pierce,FL 34946 (opyrigM92064-1 PodDusus-Anthony T.Tombo 111,P.E.Reo,odoaion ofrbis docomeot.in onytorm,is pmhihited rhhootibe minenpermissiae from Ad Tooffmsses-Anthony LTombo 111,P.E. Job Truss Truss Type Qty Ply 1 Job A06A Roof Special 1 A01917 Job Reference(optional) $ Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Mon Feb 27 14:11:45 2017 Page 1 ID:ld OOXyyT61Bi_TXoljwHHzefvK-55HnTZ15vwKXgCbeanaHLTExt88hjiRkOs3TjezgwmC -r1-4-0 6 8-5 12-11-12 19-0-0 23-2-10 30-4-6 38-0-0 39-40 1 4-0 6 8-5 6-3 6 6-0-4 4-2-10 7-1-12 7-7-10 4- 6.00 12 5x8= }9 Dead Load Defl.=9/16 in 5 3x4 11 5x6 a�- 3x8 MTWHS�- W 6 H 4 7 1.5x4 3x4 3 3 88 W1 1 12 7x10= 4 6 O m 1 2 11 1.5x4 If 9 16 23 15 24 F� 14 13 3x6_ 3x4= 3x8 MT20HS= 2x4 11 3.00112 3x8 5x8= 9-9-2 19-0-0 23-2-10 30 4 6 38 0 9-9-2 9-2-15 4-2-10 7-1-12 7-7-106 Plate Offsets(X,Y)— [2:0-2-12,0-1-8],[4:0-3-0,0-3-0] [5:0-3-8 0-1 41 [9:0-1-10 Edge] [12:0-3-12 0-3-4] rl4:0-4-0 0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.44 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.04 11-12 >438 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.54 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:212 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2*Except* yy T1:2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2*Except* 2-16=-1285/2551,16-23=-920/2068, B3:2x4 SP No.3,B4:2x4 SP M 30 23-24=-92012068,15-24=-920/2068, WEBS 2x4 SP No.3'Except' 14-15=-920/2068,6-12=-362/410, W5:2x4 SP No.2 11-12=-2360/4711,9-11=-2353/4698 WEDGE WEBS Right:2x4 SP No.3 3-16=-347/400,4-16=-209/561, BRACING- 4-14=-770/590,5-14=-565/68, TOP CHORD 12-14=-659/2014,5-12=-1689/3505, Structural wood sheathing directly applied or 2-2-0 oc 8-12=-9747773,8-11=0/281 pudins. BOT CHORD NOTES- Rigid ceiling directly applied or 4-8-4 oc bracing. 1)Unbalanced roof live loads have been considered WEBS for this design. 1 Raw at midpt 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 4-14,5-14,5-12 Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; MiTek recommends that Stabilizers and required Cat,11;Exp B;Encl.,GCpi=0.)8;C-C Exterior(2); cross bracing be installed during truss erection,in cantilever left and right exposed;end vertical left accordance with Stabilizer Installation guide. exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise REACTIONS. (lb/size) indicated. 2 = 1492/0-7-10 (min.0-2-0) 4)Plates checked for a plus or minus 0 degree 9 = 1471/0-7-10 (min.0-1-13) 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 = -1016(LC 4) 6)'This truss has been designed for a live load of 9 = -1007(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 = 1694(LC 10) bottom chord and any other members,with BCDL= 9 = 1640(LC 9) 10.Opsf. 7)Bearing atjoint(s)9 considers parallel to grain value FORCES. (lb) using ANSI/TPI 1 angle td grain formula. Building Max.Comp./Max.Ten.-All forces 250(lb)or less except designer should verify capacity of bearing surface. when shown. 8)Provide mechanical connection(by others)of truss TOP CHORD to bearing plate capable of withstanding 1016 lb uplift 2-3=-2945/1626,3-4=-2724/1532, at joint 2 and 1007 lb uplift at joint 9. 4-5=-1943/1228,5-6=-4133/2316, 6-7=-4066/2152,7-8=-4169/2139, 8-9=-5210/2758 LOAD CASE(S) BOT CHORD Standard 2-16=1285/2551,16-23=-920/2068, 23-24=-920/2068,15-24=-920/2068, 14-15=-920/2068,6-12=-362/410, 11-12=-2360/4711,9-11=-2353/4698 Varhr-flea@�r¢rh•@e711Uur?t�sgfYL'EY;6[r3ll l(W.f6[OSM@G1i(OSi0Y4"r1,T,Y')2(re4X1[FaY:n feafrarhilp{er_stas¢Irxlan WEBS I�ss E¢IpWcru{{fI.';.ad@elr@a{Lrr2.4s;rLrrx¢a lfa!telur m.Edrnklmfses4lNn@eli0,¢Ir WTstaar@S{Iansidl k.sellm@e;W:pkrdl lsrims0a'ie 6rmsa{I2,Sreal7Fr{Ixar'@ssslnmpiU3rtr¢sms®scgem<d�rn4slnd ng�aeriyro7aeaGtdr M@r/nysd0esu{hires:feral'intle166nir,.rBarr41.rkhstflnnertses,l¢taiw/Cins.ssihlte( Anthon T.Tombo ill,P.E. ¢sex,leeshmlr, hitlxsis@ensn'" d1w0—,0,(1.6ealmrea W.,AtW 0-� 7 R 1 ar �bs i ! srr ae y ' a7 i deft 9 Far_pa,h@audedd@snr,@,Ix¢lli,I,slSiif,ede¢eRfL rlre nrid@,ICm¢t¢fieIl.ud@�r�ss;tdsr 4s la�,,irdd!aiernrhas ssdi{eaen esiir d:- 4 80083 thhuaroe vesitutdir.mrd-drah@:tc.ne@mIndirtsWr"hihaeltehu"(.7 1SAIr a5i:etix;trsgidwhnr171.19u.,nlaw(w I.Wpu.,IIIIia'un@;iespxs mn¢samlan:I Bnpisj 001,Eg.sn¢nnssY¢rhmsn:¢1tss 5t. e Blvd. @nrnehtrnalye(wmm,vaarr.'rs.mosyarannis"NA]is loss hey h{enrrsr;r@,haryorsirou,trT—SyMbnear¢yeilla marmdhr{n m ss; nllIndam 4451 St.Lucie l- Fort uciFL Blvd. (opyrfgbID2016AdPooffiuss2s-AethonyLTanhaOl,P.L Repiodursmaofthisdoromeat,in any form,ispsoh3itedwhhoutthewritten permission(roll AdRoufhusses-hmhanyr.Tomhai11,P.F. b 4(Job Truss Truss Type Qty Ply 67868 A07 HIP CAT 1 1 A0191740 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@aitruss.com Run;8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:46 2017 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-ZHr9gvJkgETOHMAg8U6Wtgn8gYVtS9ctdWol F4zgwmB 20-11-10 rt-0-Q 11-1-10 18-0-12 19-11-4 23-3-2 i 30-4-11 i 38-0-0 3-8-1 6-11-2 1-10-8 2 7-7-5 -0 y' 1-0-6 5x6= 4x8 11 6.00 12 Dead Load DeO.=9116 in. 5 8 _ 3x4 II 7 46 G 6 T 5x6 4 5x6 J sn - 3 98 W4 .5x4 II 8 � v T 1 .k 5 1 rs i 2 Ri 1.5x N 11 2 9 c 15 14 1.5x4 11 r 19 18 17 2x4 II 3x4= 1.5x4 113x8 3x6= Sx6= 2x4 I I 3.00112 7x10 MT20HS= 44= 1.5x4 11 20-11-103-0-2 7-5-9 11-1-1011r7r10 18-0-12 19-11-4213-1023r3-2 30-0-11 i 1Ap i 3-8-1 0 6 6-5-2 1-10-8 04-0 0--0 7-1-9 7-7-5 1-0-6 1-9-8 Plate Offsets(X,Y)— [3:0-3-0,0-3-01,[5:0-3-0,0-2-01,[6:0-2-8,0-2-01,[8:0-2-12,0-3-01,[9:0-1-10,Edge1,[12:0-3-12,0-3-81,[16:0-5-12,0-4-41,[19:0-3-0,0-2-01 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 0.62 Vert(LL) 0.43 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.03,11-12 >442 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.56 9 n/a n/a , BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:231 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30*Except* T3:2x4 SP Nm2 BOT CHORD BOT CHORD 2x4 SP No.2`Except` 2-1 9=-1 158/2340,4-16=-254/620, B2,B4:2x4 SP No.3,B5:2x4 SP M 30 15-16=-1174/2497,14-15=7597/1638, WEBS 2x4 SP No.3*Except* 7-12=-379/431,11-12=-2328/4572, W6:2x4 SP No.2 9-11=-2324/4557 OTHERS 2x4 SP No.3*Except* WEBS 01:2x4 SP No.2 3-19=450/320,16-19=-1049/2264, WEDGE 4-15=-1044/700,5-15=-254/573, Right:2x4 SP No.3 - 6-14=-1286/454,8-12=-984/769, BRACING- 8-11=0/277,12-14=-770/2154, TOP CHORD 6-12=-1685/3449 Structural wood sheathing directly applied or 2-8-14 oc pur ins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 4-8-11 oc bracing. for this design. Except: 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 10-0-0 or bracing:16-18 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 micipt cantilever left and right exposed;end vertical left 4-15,6-14,6-12 exposed;Lumber DOL=1.60 plate grip DOL=1.60 MiTek recommends that Stabilizers and required 3)Provide adequate drainage to prevent water cross bracing be installed during truss erection,in ponding. accordance with Stabilizer Installation quide. 4)All plates are MT20 plates unless otherwise indicated. REACTIONS. (lb/size) 5)Plates checked for a plus or minus 0 degree 2 = 1503/0-7-10 (min.0-1-15) rotation about its center. 9 = 1473/0-7-10 (min.0-1-13) 6)This truss has been designed for a 10.0 psf bottom Max Harz chord live load nonconcurrent with any other live 2 = -33(LC 5) loads. Max Uplift 7)*This truss has been designed for a live load of 2 = -1011(LC 4) 20.Opsf on the bottom chord in all areas where a 9 = -997(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 = 1633(LC 10) 8)Bearing at joint(s)9 considers parallel to grain value 9 = 1600(LC 9) using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. FORCES. (lb) 9)Provide mechanical connection(by others)of truss Max.Comp./Max.Ten.-All forces 250(lb)or less except to bearing plate capable of withstanding 1011 lb uplift when shown. at joint 2 and 997 lb uplift at joint 9. RTOP CHORD 2-3=-2729/1510,3-4=-2856/1661, 4-5=-2030/1256,5-6=-1 784/122 1, LOAD CASE(S) 6-7=-3975/2286,7-8=-4007/2118, Standard ;:8-9=-5054/2725 BOT CHORD 2-19=-1158/2340,4-16=-254/620, Bniq-Flx BampF¢reryw Re 1116C`:OYScg!SS:�Yoi031trtlUf6t05010]!S(JfrOY'rUtr A(C1rp?r[au;l1'taa.leNrBLplmse!hnsei:ml ae4snl3s rnss CesipCntimt�;rmdUe ldimrl.fasts 4:;r'_IhnxSksttetwersa Gdssszln.ise s!delmtte rtt,edr ' ILTete rpldrss�lkssefkrle Nlesd:(!slTre:sUzzblmeertT.,SrernLryhSieeafieszln�IMrtrnesdsmscepbaaedaernkesisadequar�rrra:drirfarusfesapel4eshykTm:fermxarxToomif,ninlr4l.rximpxusitie=,�selmfCieac,sdhlydi Anthony T.Tornbo1I1,P.E. aN asedti;Lsn txmrtsit#rlhue nspssixliydhOxaer,de UrxtseatsmsielsdndetaHal¢e:p,n3e uded due 0C9slt(uiralnl7+lhc;eodseetirl r.rss eR:nddhe N6set e;fie0sse dflsr:.n;hdeEykssTmy s�ge,nnrfro-aal tual sldile tlxrtsrnASJirfd 80083 ' Ns ls:l{ijGsigwa4lsaaatlsr.AI[ednsdsd'urelOCrsl zrnc5rsedweerwesdtulsld:gOcpenlSdegldsaseka1[SI)rdrrlellrlfss WA.mntanrtfroci-dpd—IOiidises@tnslns+TtinssfAtiesd�LsssR:s:;se,LeesRniprysewsai Trtsspaaeraxeeymess; 4451 St.Lucie Blvd. atoms&rmllrrrmn�spcRgnYmeu h,sTratirs iadtel is rn.sPm!uGl ais!§rite ra:umloaipu;erLss;SIM M�sadsgtnu�g.,9l.1zims;...dett'W'tyt. Fort Pierce,FL 3494b (op)d9hi02RlbA-IRoo1Dvdses-Amhonyl.Tombolli,T.t,Resododoe oftbis dommenhin any form,is pin6bhed whboutihe wrinen permissionfroso A-I Pool Trusses-AuthonyL Tombo ill,P.F. Job Truss Truss Type Qty 7Job 67868 A08 HIP CAT 1A019174-�Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Mon Feb 27 14:11:47 2017 Page 1 ID:Id—OOXyyT61Bi_TXoljwHHzefvK-2TPYuFJMRYbFvWIOiCdIQuKJMypOBco1 rAYanWzgwmA 23-3-2 s1-0-Q 7-5-10 11-1-10 16-0-12 20-11-10 21-11�-4 30-4-11 38-0-0 29-0-0 ; '1-4-0 7-5-10 3-8-0 4-11-2 4-10-14 0 11-0 7-1-9 7-7-5 1-4 1-3-14 4x8 11 4x8 I 6.00'12 Dead Load Defl.=3/4 in 5 TA 6 3x4 II 7 2x4 11 5x6-::r 4 T 2 5 5x6 3 4 1( y o0 bx 14 4= 5 ,2 N 1 1 6 I4 18 17 1.5x4 11 1629 30 2x4 11 d 3x6= 5x6= 2x4 11 1.5x4 11 3.00112 3x10 7x8= 7x8= 1111�-4'z 7-5-10 11-1-10 11 7 10 16-0-12 20-11-10 21 1 23 -2 30-0-11 38-0-0 7-5-10 3-8-0 0 4-5-2 4-10-14 0--0 0--0 7-1-9 7-7-5 0-8-10 1-0-14 Plate Offsets(X,Y)— [3:0-3-0,0-3-0],[5:0-2-8,0-2-0],[6:0-2-0 0-2-01 [8:0-2-12 0-3-0] [9:0-2-9 0-1-8] rl2:0-7-0 0-3-10] [14:0-4-0 0-2-0] [15.0-2-8 Edge] [l8.0-3-0 0-2-0] LOADING(psf) SPACING- 2-0-0 CSI- DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.58,14-15 >785 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -1.41 14-15 >323 240 BCLL 0.0 * Rep Stress Incr YES WB 1.00 Horz(TL) 0.76 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:227 lb FT=0% LUMBER- TOP CHORD 2x4 SP M 30*Except* K T3:2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP M 30*Except* 2-18=-1145/2491,4-15=-266/285, B1:2x4 SP No.2,B2,B4:2x4 SP No.3 15-29=-727/1945,29-30=-727/1945, WEBS 2x4 SP No.3*Except* 14-30=-727/1945,12-13=-374/0, W8:2x4 SP M 30,W7:2x4 SP No.2 7-12=-295/392,11-12=-2296/4775, — OTHERS 2x4 SP No.3*Except* 9-11=-2293/4764 01:2x4 SP No.2 WEBS WEDGE 3-18=-406/260,15-18=-962/2499, Right:2x4 SP No.3 5-15=-602/1110,5-14=-78/263, BRACING- 6-14=-3876/1608,8-12=-987/779, TOP CHORD 8-11=0/282,6-12=-2580/5742, Structural wood sheathing directly applied or 2-7-13 oc 12-14=-1623/4766 purlins. BOT,CHORD NOTES- Rigid ceiling directly applied or 4-9-2 oc bracing. Except: 1)Unbalanced roof live loads have been considered 10-0-0 oc bracing:15-17 for this design. WEBS 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 1 Row at midpt 5-14 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; 2 Rows at 1/3 pis 6-14 Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); MiTek recommends that Stabilizers and required cantilever left and right exposed;end vertical left cross bracing be installed during truss erection,in exposed;Lumber DOL=1.60 plate grip DOL=1.60 accordance with Stabilizer Installation guide. 3)Provide adequate drainage to prevent water ponding. REACTIONS. (lb/size) 4)Plates checked for a plus or minus 0 degree t its 2 = 473/0 7-10 (min. -1-14 5)tThis truss oli s been designed for a 10.0 psf bottom r. 9 = 1473/0-7-10 (min.0-1-14) 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 = -1002(LC 4) 20.Opsf on the bottom chord in all areas where a 9 = -988(LC 5) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Grav bottom chord and any other members,with BCDL= 2 = 1712(LC 10) 10.Opsf. ` 9 = 1656(LC 9) 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building FORCES. (lb) designer should verify capacity of bearing surface. Max.Comp./Max.Ten.-All forces 250(Ib)or less except 8)Provide mechanical connection(by others)of truss when shown. to bearing plate capable of withstanding 1002 lb uplift TOP CHORD at joint 2 and 988 lb uplift at joint 9. 2-3=-2898/1494,3-4=-2970/1581, 4-5=-3047/1736,5-6=-2147/1268, 6-7=-4123/2202,7-8=-4229/2073, LOAD CASE(S) 8-9=-5281/2691 Standard BOT CHORD 2-18=-1145/2491,4-15=-266/285, e*,nr-ea nN,urlFr"r"A-IEnaiuxs;sou;M311I"NseclsDIFIM wag/wrnwereEDuarnaEarrr�ra,;n{lFer!{Ewlu�{rr!!re!{(imFmrp�;aanda� rtr�EFu,rt.EnFl,sa nn:en r�l, „*i„ralemrtlrzD,nit iLT{Yl'aIDUhl]ItlF55�tE:lSl�{z!uFiWliltF 101:Lf{!I(U;Dx.',REir�9(1.GSrlJILyrFEIC4?pfl:;�t09jTOilFEttlFtif®i(:FrPA(ltlbtrilrt:{I!!lIIFSVNIhrflY :11'�4 SlI!{iE8lEmlfVrk GK{/LE.".LdFIIL;IDPNIr,eF1F1I(FI.PRI<{IreDP3/CN£,I6{RjFHICiIFS,71'liur Anthony T.Tombo III,P.E. utuedea{imsfrwrllifler i{Dl apnu:myA6{Dn{r,sk OnefsmDlmterg#xn Msdifeq Dnga,nDe udewFnar4[.&eIKN{w6xl eiilfusFF!{Fe/Itll.Ike eyl:aeldfatlDDFel nr fi:Nlre F!tletnex wdleiy dwy sMeil,ilsilfxtiwuT kelse sEd'slke rleTFesitDDfd: 21 80083 ' mrir�ol: QeEFr.m.fDnl::eMQn1alkD*r;c!<;orNE<r,nmrlityr.�i,sissliEta,eln�psgrlre:Elnrmoasaul,rlir.!lrlra lrm�l.mtetlues�e lrsara!!r nsan:rl,;Dlgs,rlofs {plEy!Rn!{saahml,FFhss 4451 St.Lucie Blvd. !&e{ristfe&edlra:!{honlyredepFk nEetx N,ai yxrtls hnheA 1�I�a Decn Gr�u es EistNseili¢gDnipFe,nTulr4tlm Egmn dFgNAliq.'d(cgLaJtrelMs;rte Fsd{fltl m?tLL Fort Pierce,FL 3494b Copyright 02Qlb A4 Rodliosses-AashooyLfembo 111,U Reptodutllors alihis dommem,iormyform,is problited whbouttho wsfieapermissioo from A I Raolliusses-ArdanyL Tomlin III,P.f. Job Truss Truss Type Qty Ply A0191742 67868 A09 GABLE 1 1 Job Reference(optional) At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:47 2017 Page 1 W ID:ld OOXyyT61Bi_TXoljwHHzefvK-2TPYuFJMRYbFvWIOiCdlQuKJ2yxLBiUIrAYanWzgwmA 11-1-16 i1-04) 7-5-8 ! 10-7-10!!14-0-12! 19-0-0 40-11-iP23-11-4 1 314Y15 38-0-0 39-0-0 -0 -2 0-6 2-11-2 4-11-0 -11-1 2-11-10 7-1-10 • 4x8 11 3x4= 5x6= 5 Dead Load DeFl.=1/8 in 1.5x4 II 6 7 5x6 i 3x4 6.00 12 4 T 2 3x6 3 89 n 5 _ v —1=/-- 10 N E 0 - 25 2423 21 3x4= 31 20 32 1�6 14 12 Sx14= 3x6= 4x4= 7x8= 17 3x6 131,5x4 I I ' 1.5x4 II 5x8 II 4x4= 5x8 II 1.5x4 II 1.5x4 II 23-3-14 11-1-104-0-12 21`•8td ll ! 7-5-8 ! 10-7-101!1,7r10 20-11-10 21rSt0422t11-4 31-0-15 3810 7-5-8 3-2-2 0 2-5-2! 6-10-14 0 7 7-1-10 6-11-t OE-0 0-3-8 1-7-6 Plate Offsets(X,Y)— [3:0-3-0,0-3-01,[5:0-2-8,0-2-01,[7:0-3-0,0-2-0j,[10:0-9-11,0-0-0l,[22:0-2-4,0-3-01,[27:0-2-8,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.12 19-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.28.19-21 >987 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:251 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 10)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 BOT CHORD to bearing plate capable of withstanding 685 lb uplift at WEBS 2x4 SP No.3*Except* 2-25=-560/1156,21-22=-166/671, joint 2,747 lb uplift at joint withstanding sta lb uplift at l u 10 W11:2x4 SP No.2 21-31=-40/303,31-32=-40/303, BRACING- 19-32=40/303,17-19=40/303, and 356 lb uplift at joint 12. TOP CHORD 16-17=40/303 Structural wood sheathing directly applied or 4-5-7 oc WEBS LOAD CASE(S) purlins. 22-25=-561/1138,3-22=-255/251, Standard BOT CHORD 5-22=-480/663,6-21=-200/614, Rigid ceiling directly applied or 10-0-0 oc bracing, 14-16=-991f748,16-26=-463/267, Except: 7-26=441/255,9-27=413/472, 7-9-2 oc bracing:2-25 15-17=-371/0,12-27=-355/422, 6-0-0 oc bracing:12-14,10-12. 6-16=-987/525,5-21=-295/236 WEBS 1 Row at midpt 6-16 NOTES- JOINTS 1)Unbalanced roof live loads have been considered 1 Brace at Jt(s):26,27 for this design. MiTek 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=5.Opsf;h=15ft; accordance with Stabilizer Installation guide. Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left and REACTIONS.All bearings 14-11-10 except(jt=length) right 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=-51(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 ANSI/TPI 1. except 2=-685(LC 4),14=-747(LC 4), 4)Provide adequate drainage to prevent water 10=-394(LC 5),12=-356(LC 4) ponding. Max Grav 5)Plates checked for a plus or minus 0 degree All reactions 250 lb or less at joint(s) rotation about its center. except 2=991(LC 10),14=1056(LC 1), 6)Gable studs spaced at 2-0-0 oc. 10=286(LC 12),15=758(LC 8),15=325(LC 7)This truss has been designed for a 10.0 psf bottom 1),12=516(LC 10) chord live load nonconcurrent with any other live loads. FORCES. (lb) 8)'This truss has been designed for a live load of, Max.Comp./Max.Ten.-All forces 250(lb)or less except 20.Opsf on the bottom chord in all areas where a when shown. rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members,with BCDL= 2-3=-13931858.3-4=-1 2291865, 10.Opsf. `4-5=-12271948.5-6=-772/672,6-7=0/255, 9)Bearing at joint(s)10 considers parallel to grain 7-8=0/340 value using ANSI/TPI 1 angle to grain formula. BOT CHORD Building designer should verify capacity of bearing 2-25=-560/1156,21-22=-166/671, surface. :21-31=-40/303,31-32=-40/303, 19-32=-40/303,17-19=-40/303, .. e"'llac,:."Pstd IWA-11F:11555rs[11916RMATRILImKrig35 1,14/rtgpao e%!sei!trtrdnrxMT.n JFtvpi"0jlCs;rd ft.Ssshnl,1,60l,111A."skrdW.,V.Lets:urasir 0M a9t;W,xlr V:A: f,6,ptt,s cMih.tdh!6,let,uN.�i lee 1tin.esof9any:z,•fw hyfiqmt ,s,ds.rriiGPr,aesrR;nsup!a,lNnftl.A-.W"!al:e4.,tigN f.09PON&0 7m,igidd.04IN.1l'.611114.utMil,nts�}aar^.W61 rffus,thkfa; Anthony T.Tornbo][U P.E. AMot%ln,1—!9,14ft^.srrp.Arkrdde Out"ILC.eeisve6airdspdadess.�)Npr,Grx,!�dvlxf,X,ter-1 tit u!dl>Tnr:eleWill1.rxgpe,d!6,IN W.1"'eN .1Nrm,�kigss$!akm!ge,uh&b..1kar{¢dh&ryttAi 4(�t t80Q83 ' 6ela:tnlha{K!rdtsebsCx tJrricsdutcd,CCalsvparescdg=h4.7tesdtxb+BarGcynaC sds's laasrtaeiEtshptl ndt7 Rlnl slO:nt!eF!aubGtrrces raida'e,Ritlreesds!erya!S mesmiMeset6ttzuCesya!ytn,cCs>p[sjsnrNinu vmse4nnless 44515t.Lucie Blvd. >3s!hnk5:dsr,r!rMgedgnka4cler,erm,si,olr,iB,t:nc7:uF&punt.8713,trmruirr+r, inssstma,6sn,rdessEear.t rg!�;aerrc:mrci.•dalrsl Fort Pierce,FL 34946 rtpyrigil�i'i816 A-lptol ltassts-Anshatyl.ltmht lll,P.L lept.haka dthssdemmeati,any lean,is prehibited.Ahtat tbeririempermisstn hemA-1 tttl iressts.Aalhaayl.Ink 111,P.E Job Truss Truss Type Qty Ply 67868 A10 HIP 1 1 A019174� Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:48 2017 Page 1 ID:Id_0OXyyT61Bi TXoljwHHzefvK-Wgyw5bK_Cg6XgJDFv8 z5sWDMAsw9UA4gH8Kyzgwm9 r1 4-Q 7-1-10 + 12-6-12 17-11-4 18�13-2 23-3-13 ,25 5 41 30-10-6 38-0-0 39 4-0 1 4 7-1-10 5-5-1 5 4-9 0- -14 5-3-11 N155 5-5-1 7-1-10 1-4- I* 5x6= Dead Load Detl.=3/8 in 3x4= 1.5x4 I I 4x8 I I 4 5 fi 7 6.00 12 - 3x4,�- 1.5x4 II 3 4 6 8 1 l cA 2 g 1012 4 i6 15 14 23 Lil 131224 25 11 3x6-_ 1.5x4 II 3x8= 3x6= 5x8= 3x4= 3x6 3x6= 7-1-10 12-6-12 23-3-13 25-5-4, 30-10-6 38-0-0 7-1-10 5-5-1 10-9-1 2-1-7 5-5-1 7-1-10 Plate Offsets(X,Y)— [4:0-3-0,0-2-0),[7:0-2-8,0-2-0),[13:04-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.32 13-15 >882 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.71 13-15 >396 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:205 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 3-15=-517/462,5-15=-314/692, BRACING- 5-13=-1131/707,7-13=-695/745, TOP CHORD 7-1'1=-1 1061701,8-11=435/484 Structural wood sheathing directly applied or 5-1-7 oc purlins. NOTES- BOT CHORD 1)Unbalanced roof live loads have been considered Rigid ceiling directly applied or 6-0-0 oc bracing. for this design. WEBS 2)Wind:ASCE 7-10;VuIt=160mph(3-second gust) 1 Row at micipt 5-13,7-11 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; MiTek recommends that Stabilizers and required Cat.ll;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 quide. exposed;porch right exposed;Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS. (lb/size) 3)Provide adequate drainage to prevent water 2 = 784/0-7-10 (min.0-1-8) ponding. 13 = 1807/0-7-10 (min.0-2-7) 4)Plate(s)atjoint(s)4,7,2,14,3,16,15,5,6,13,11, 9 = 37210-7-10 (min.0-1-8) 8 and 9 checked for a plus or minus 0 degree rotation Max Horz about its center: 2 = -33(LC 5) 5)Plate(s)atjoint(s)12 checked for a plus or minus 5 Max Uplift degree.rotation about its center. 2 = -531(LC 4) 6)This truss has been designed for a 10.0 psf bottom 13 = -1535(LC 4) chord live load nonconcurrent with any other live 9 = -669(LC 5) loads. . Max Grav 7)`This truss has been designed for a live load of 2 = 866(LC 10) 20.Opsf on the bottom chord in all areas where a 13 = 2056(LC 10) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 9 = 427(LC 12) bottom chord and any other members,with BCDL= 10.0psf. FORCES. (Ib) 8)Provide mechanical connection(by others)of truss Max.Comp./Max.Ten.-All forces 250(lb)or less except to bearing plate capable of withstanding 531 lb uplift at when shown. joint 2,1535 lb uplift at joint 13 and 669 lb uplift atjoint TOP CHORD 9. 2-3=-1136/549,34=-712/348, 4-5=-600/375,5-6=-291/578, 6-7=-291/578,7-8=-262/684, LOAD CASE(S) 8-9=-259/448 Standard BOTCHORD 2-16=-305/929,15-16=-305/929, 14-15=-21/302,14-23=-21/302, 13-23=-21/302,12-13=462/520, 12-24=462/520,24-25=462/520, 11-25=-462/520 WEBS 3-15=-517/462,5-15=-314/692, YwnR-flm!tlu!gkirrt.�e.fie'ltiU•311esR5;'frL'3}6[6311 rRNf 6[DtmnC4 sBft0Yi-sCifP}2[¢Ersrr�uart,mr.,try r;y!ra.:!mt.,amr m,ue,m„r.vyas.�Etn:;aaa,em�r.r„e.m:rtr!+v!!,sa tm!:ew.eu!s,mm�,.szt,iwm.mo.wr 1ld,r m,&t!ss�k!s.ears!rocnr„aa.rt�r!nso:v,e,rraags,rt!m�r<twrn:!mnmpra,r4mmsm.r,�s.dmr!t;v!!!I.! s!n3t�;�„d wmr!s�apesnr4cressis7�ssrtoueh,!damt.rxtmrsn:.arc.ecwsiar!s,raucs.mscrtr. Anthony T.Tombo 111,P.E. ul ned CxsT,rss in mpieildxs isft,mrus"mfEtdd Ona,dx Undse!fl!m!1!rwlnneGll��!!gs,h3!unertdti!m;,@eIS(alsutnl},illiq!d!ulltld.Ile epnnif7u1C0alotfi!n.uE6!rn,s hdeiaikndva.9aes!,hsOeenwedkeursidl se@srtynwJard s 80083 ' s,urrgo:! :<v�rm.aasuutsssnmu�rroe.da"!r,sou,.ds,:i!raim,1,,e,sr,�isctryidws!roa;ssV.sa:unrmnsswe,utamlydsMos.,",r.,.rnit0xse�ress!:airy,ssd�sa�unsa!�R,tassoe:�ph�!ewrn,sumnanu,uttn:. 4451 St.Lucie Blvd. na.wish�ps:xn�tµ!s!agnxnut!gitr,mni!,n,QAn!m;so!ofsuruntisr7rmumyoenq,!t;nu!ss<sstesrgo,eaf,gk,:w�.ma,ama,riaaso!ndd!d:nN. Fort Pierce,FL 34946 EopysiRhr91016A-I loaf Trusses-Aai6onyLfoa,ha III,P.E.Reptodunioaol ibis dotumanyin any form,ispsohNiedwhhomthewinonpermission from AdRoofBasses-Amhonyt.Tamho111,P.E. y Job Truss Truss Type Qty Ply 67868 A11GE HIP SUPPORTED GABLE 1 1 A0191744 Job Reference(optional) „Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Mon Feb 27 14:11:49 2017 Page 1 ID:ld_OOXyyT61Bi_TXoljvHHzefvK- sWIJxLczgryBquPpdfDVJPdzlaefWOJJU1hsPzgwm8 T1 4 Q 11-0-12 26-11-4 32-2-8 38-0-09 4{1 1- 11-0-12 15-10-8 5-3-0 5-9-8 1-4- M 5x6= 5x6 Dead Load Deff.=1/8 in = 7 8 9 10 11 12 13 14 6.00 12 _ 6 5 ;�s iS17 3x4 15 os 4[k I i SP5 S�6 �6 ST6 T6 T6 i�6 8 1 0 3 ✓';E I 5T3 SC4 16 3x6= 32 31 30 29 28 27 26 24 23, 22 20 19 38 39 40 1841 3x6= 3x4= 25 21 5x6== 3x4= 3x6= 3x6= y 24-9-8 26-11-4, 32-2-8 38-0-0 24-9-8 2-1-12 5-3 4 5-9-8 Plate Offsets(X,Y)- 17:0-3-0,0-2-01,rl4:0-3-0,0-2-01,120:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.27 18-19 >662 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.21 18-19 >847 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 20 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight:239 Ito FT=0% LUMBER- TOP CHORD 2x4 SP No.2 8)This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP M 30'Except' TOP CHORD B2:2x4 SP No.2 3-4=-549/404,4-5=-481/394, chord live load nonconcurrent with any other live loads. WEBS 2x4 SP No.3 5-6=-410/395,6-7=-363/391, loa This e OTHERS 2x4 SP No.3 7-8=-328/325,8-9=-328/325, 9)* been designed for a live load of his truss the bottom has b be chord in all areas where a BRACING- 9-10=-328/325,10-11=-328/325,TOP CHORD 11-1 2=-328/325,12-13=-328/325, rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Structural wood sheathing directly applied or 4-3-4 cc 13-14==328/325,14-15=-623/893, 10)Provide mechanical connection(by others)of truss p OT C BOT CHORD2315 to bearing plate capable of withstanding 100 lb uplift at ROT CHORD BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing, 2-32=-153/312, 0 23=111,28=217,29=145,30=125,31=397,32=136,-153/312' Except: 30-31=-381/672,29-3 joint(s)22,24,26,27 except(jt=lb)2=241,20=1664, 29-30=-381/672, 16=1488. 9-9-11 cc bracing:19-20 28-29=-381/672,27-28=-376/667, 11)Hanger(s)or other connection device(s)shall be 4-9-3 cc bracing:18-19 26-27=-376/667,25-26=-376/667, provided sufficient to support concentrated load(s)425 5-2-2 cc bracing:16-18. 24-25=-376/667,23-24=-376/667, lb down and sufficient lb up at support o 2,concentrated t down and WEBS 22-23=-376/667,21-22=-376/667, 281 lb up at 30-0-12,and 172 Ib down and 281 lb up 1 Row at midpt 14-20 20-21=-376/667,19-20=-417/449, at 30-11-4,and 425 lb dawn and 637 lb up at 32-10-8 MiTek recommends that Stabilizers and required 19-38=-1906/1446,38-39=-1906/1446, chord, The design/selection of such cross bracing be installed during truss erection,in 39-40=-1906/1446,18-40=-1906/1446, connectionon nbotto bottom mdevice(s)is the responsibility of others. accordance with Stabilizer Installation guide. 18 41=-1906/1446,16-41=-1906/1446 S 12)In the LOAD CASE(S)section,loads applied to the WEB REACTIONS.All bearings 23-8-0 except Qt=length) 7-28=-255/237,3-32=-276/191, face of the truss are noted as front(F)or back(B). 16=0-7-10. 14-20=-1329/1833,14-19=-1654/1091, (lb)-Max Horz 15-19=-1164/1668,3-31=-286/452, LOAD CASE(S) 2= 31(LC 4) 15-18=-1190/776 Standard Max Uplift 1)Dead+Roof Live(balanced):Lumber Increase=1.25 All uplift 100 lb or less at joint(s) NOTES- Plate Increase=1.25 22,24,26,27 except 2=-241(LC 15). 1)Unbalanced roof live loads have been considered Uniform Loads 1. 20=-1664(LC 4),23=-1.11(LC 15), for this design. Vert:1-7=-54,7-14=-54,14-17=-54,2-16=-20 28=-217(LC 4),29=-145(LC 4),30=-125(LC 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) Concentrated Loads(lb) 16),31=-397(LC 4),32=-136(LC 12), Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; Vert:38=-369(B)39=-151(B)40=-151(B)41=-369(B) 16=-1488(LC 5) Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Max Grav cantilever left and right exposed;end vertical left All reactions 250 lb or less atjoint(s) exposed;porch right exposed;Lumber DOL=1.60 2,22,23,24,26,27,29,30 except plate grip DOL=1.60 20=1272(LC 12),28=295(LC 1), 3) Truss designed for wind loads in the plane of the 31=322(LC 20),32=326(LC 4), truss only. For studs exposed to wind(normal to the 16=1051(LC 19) face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as FORCES. (lb) per ANSIfrPI 1. .Max.Comp./Max.Ten.-All forces 250(lb)or less except 4)Provide adequate drainage to prevent water when shown. ponding. TOP CHORD 5)All plates are 1.5x4 MT20 unless otherwise 3-4=-549/404,4-5=-481/394, indicated. 5-6=A10/395,6-7=-363/391, 6)Plates checked for a plus or minus 0 degree 7-8=-328/325,8-9=-328/325, rotation about its center. 7)Gable studs spaced at 2-0-0 cc. .. .. spar.fle:x�r>sgdlmkabe'911_;rlrPfk'e^Stit�'y6fNAf1iY4:trGCfi0f5:i'ti�r{L7!(1'IS:rA9#ii:E9iAr'Ma.rp�hig;pxa:'sss7uKes'..uRr?rca E�?:*r*Ait1l4;m13e:�Nw,LieuieBLr£Ukers Redlderceu.Peev t'anr"it�ctdSt iEF,nh, 4,`.dtruM;t:st:M ders:iMfielCFgi,nW.r;tht :q+&{u ee,SreiaRji:qu GsednvrrGPrmnm;a€:�asrdAr€etruipl pn,lgnyen ttt!€6rGupdrxrn;l:l xr r elsot t3Dpre,ft.,,Iryt iuGupn;es;ex, ` +et ns,r rtd,tn Anthony T.Tombo lll,P.E. papsilQlsrnssrpspp�u;;roa�r�dea..u,me.a�su�pras}s�ansi€brrs��p,unss�rosas�.u,a.�p�aelvd43m;akssliNl.lxgrreMddel�atmr5eN,td3tnst:p��+7ssdsywaere,%fhkvw�he�sicGdGe�pudi7;st s8uQ83 ' a r as eArr nlrMte risa;fdpl4tiel ba{fxpa as¢al^ki s$�EalyGa}msSdhfda€�in�(t(SPptfi dk;iN adSiJpr:eh,aedh radrakae.ir tdruestsrey, ess:rtpxaernssns, ,rrossG:tgEquumt'm uwa:rtnp rotsss 4451 it,Lucie Blvd, ikppin Mind ilsc�rzsPedstKen3brhWtplesxrs4.rL igl:rss iesepr �•anGl3stmt,p Essr,�€,pt ss:lsrta&;�epadaridpy,l'x'tErATrotli{.4:pftlJhelgIFI I. Fort Pierce,FL 34946 � Eaprrii4i@iilb A-1 AaolLsrses-AalAaiyl.lam6o III,P.E,iep,odu,r;na atihisdommeot is onlreem,is pm6i6eed.hba¢I dbeeriYen permissEaa hpm i-1 ioariroases•Am6ecrl.lam5olll,P.E Job Truss Truss Type Qty Ply 67868 B03 Common 2 1 A019174 + FReference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@a1 truss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Mon Feb 27 14:11:49-2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK_sWIJxLcz9ry8quPpdfDVJPjelYDff4JJUlhsPzgwm8 1-4-0 5-2-9 9-8-0 14-1-7 19-3-4 1-4-0 5-2-9 4-5-7 Zl_- 5-1-13 4x4= y Dead Load Defl.=3/16 in 4 6.00 F12 1.5x4 1.5x4 fi 3 5 1 m 2 6 �1 Io 7 3x4= 5x8= 3x4= 9-8-0 19-3-4 9-8-0 9-7-4 Plate Offsets(X,Y)- [2:0-2-0,Edge],[6:0-0-10 Edge],(7:0-4-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.11 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 lb FT=O% 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 an other live WEBS 2x4 SP No.3 y BRACING- loads. TOP CHORD 5)`This truss has been designed for a live load of Structural wood sheathing directly applied or 5-2-8 oc 20.0psf on the bottom chord in all areas where a purlins. rectangle 3-6-0 tall by 2-0-0 wide will fit between the BOT CHORD bottom chord and any other members. Rigid ceiling directly applied or 7-6-11 oc bracing. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at MiTek recommends that Stabilizers and required joint(s)except Qt=lb)6=443,2=581. cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (lb/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 BOTCHORD 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.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. wnur-n�+n ur«M:nr•.ua;�mss[s;s[tttrZae�ln'INS acnartcnrmau-usa7uuea.trslu�rma l�@re,m :an,«r«rl.+,ue:m„n,4+a«.�po;ras@+s,@.rtrtsta m:rt um,skrl.me,4.ru+„c«.i«raune,l:�.euT NiLt«ume�drs sSAktseehr@e itC4ltsd1.4a1rusCeEsl4seQt,`f'+er8rix±p@:s�nsglU9«ra:asse<eR�tsd4+snt'nmu«,s,orrn@ryp;str«q,aee,«d,rmclgeu«�mowq,++rnmL rxetvi.m«R«,,4ttas4ww,.umsaar '.' Anthony T.Tombo III,P.E. t4,sedlhs5m qr qy4iise,«qn,o:Irid6sOn,r,�Dnel,mal,miel,9n ps WEay C+ugs,u@a resleddrxrtC@t iS(n116h«IkdfgtdsINR4t.tle e�mdt@+IUO«loffieline+!tl+U.ss;4drtig4ttn1s1.slcese,nsW'etia«Iknss ssflh@e«!las@3Ahd 3 80083 ' @e41r¢rDnigerer![s�rt.sDessu sslrAus>:IUO+d@:Iaei«snlP:teln«d4eln'WiGc}wnlSc'e¢I�trrseoa;l(Sijpifi9sllr ifl nssrn et seleeret6rlaad pi4xt.lnleefises@t segns3iibes nsQersdtpl4ss0:siper,T«ss hsis+Esy,medl«ss kus@ann;edsss t@aYhskhrzlirarxsicleg4dgssk rrttr,7@Irv:les Wsh;L 1k,r-De'a hint«is r9(@tra4i+i Ut@r o,erLau Speo:141W.durh014r.;Ji«lede+lfxx;m as Had NMI. 4451 5t.Lucie Blvd. (opyrigbt91016Adteaffrussas-ArlhoDyLTamholli,P.f.Repradanion alibis dommeri,in any farm,isprohibimdw0hounbemfien permission item A-lRoof iasses•Arihony,LTombo III,P.E. Fort Pierce,FL 34946 i 3 `Job Truss Truss Type City Ply 67868 B04GE Common Supported Gable 1 1 A0191746 Job Reference optional) Al Roof Trusses,Fort Pierce;FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:50 2017 Page 1 I D:Id_OOXyyT61Bi_TXoljwHHzefvK-S24gW HM EkTzpmzTbNKAS2Wyxe92SOB WTY8mEOrzgwm7 1 4-0 9-8-0 194-0 20-8-0 9-8-0 9-8-0 14-0 4x4= 7 1 6.00 12 6 8 e ; i 5 9 ii 3x4.� /�.•' 3x4 4 T_t 10 3T.4 \l3 ST0 ( 11 i ! 3 T7� T2 l ; 8 1 T2 :1 1 2 12 I 3x4= 22 21 20 19 18 17 16 15 14 3x4= 3x4= 5x6= 3x419-4-0 = ----._._........--- -...... 19.4-0 Plate Offsets(X,Y)— (18:0-3-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.01 13 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight:105 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)Gable requires continuous bottom chord bearing. BOT CHORD 2x4 SP No.2 7)Gable studs spaced at 2-0-0 oc. WEBS 2x4 SP No.3 8)This truss has been designed for a 10.0 psf bottom OTHERS 2x4 SP No.3 BRACING- chord live load nonconcurrent with any other live TOP CHORD loads.9)'This truss has been designed for a live load of Structural wood sheathing directly applied or 6-0-0 oc 20.0psf on the bottom chord in all areas where a ROOT CHORD p T 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 Ib 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(LC 4). 19=-129(LC 4),20=-199(LC 5).17=-129(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;VuIt=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/TPl 1. 24)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. ' ... ... ....... xos H!Ss!,h «!ke&!'dl i=?ItrSiS ffllrJ'R.FL!?NlCiNlGiiiJsf lP.PN l.cY0kEE9G�fYi'Mn ru k ornteredrMuS!Sarer!rtnge as 'IC[arik!Sstlm,I,!erieE',r..U4roa Rl8lfirtrs!.Osezcznsae ui!dnt!!BC,r!Ir Yliff!rG9xlk!ilM.'k}5!dha 5l lCEbNS!`d.t,ll�11'rt tEi Etfitttl�J.,!Cdef !!f�S!f!ibRJICCr!#4!:f1R!SI15k12RrT31!i:ti!I!ppi!f1lgT:r'.]S C(Il M4SRI{rM111rI1I1!fS[!IRWAW(JD!the RftlJIN,.NMf�tt,YS]03:;Is}3t'!z�"3ES 111f1'fi Anthony T.Tombo l::,P.E. zd.udelS lr skr!gS J:atu rora;:lid.itf,0aa,wt.ruic5 kdq!dnM1erxlerh5gan,nhr�i5tld•:r,k FkWe•h•d la y;!brJ iFlL irgPuddGeEdWur5!Hr!d3!]r.S,Sri!y ny4rge,afpWinrll%iESi!rkiSn aa.iii and - f80083 ' 'a1r?111r-SStj.:.Pf tii 5i[Jt,=C#Ii SIIMlRlI:J6�FiLrS!ak,l5�t�ti1!15?RI rHUfljrl6)N!af:l Ibdf89i5i�(fCrf{CP��f rl tt�fNi!51Rr11!!l3altt$b!T!y'Srtt!:REf�-!±f!0U'}!IISIN 13.`YI'SrRI RRI!S�RI r�55ClSIEBft.It53lC!GT#ESr$29 tNt1iSS�'R:�1491NNIt5[ 44,5it SSt.Lurie Blvd. :Saricl kfid:j�r MryeNry!th[r3orE.!€rMn+nh!L?6rLnr 0e5ipfi{�xdr�!#[t!ilbgAs�pr,alnssfl5rtn&Enmdaf kefry,i7eetdr;adKR:anlS Lfe!da1f6{. Fort Pierce,FL 34946 � Coppigli�i5i016A-IgenlLasus-AeSt±±fl.lo®hn0!,PE f±pmdauioaoU6ifdmeaeer,inaatEmn,ifproli4itrd.06surrhexrirenp±rmisuau4omA-ItaaEirasf±f•Ae16±epi.la�SoIII,PE Job Truss Truss Type Oty Ply 67868 C01SGE Common Structural Gable 1 1 A019174 Jab Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:50 2017 Page 1 ID:Id_OOXyyT616i_TXoljwHHzefvK-S24g WHMEkTzpmzTbNKAS2Wyw891 oOBcTY8mEOrzgwm7 1 4-0 4-0-0 8-0-0 9 4-0 1 4-0 4-0-0 4-0-0 1-4-0 4x4= 3 6/.00_)1.5x4 ( 1.�5x4 C T 2 s \iT€ 1... ~\ �4 Pi I 5 1.Sx4 II 7 \✓ J 8 1.5x4 I I 6 \" 2x4= 2x4 1-0-8 4-0-0 6-11-8 8-0-0 1-0-8 2-11-8 2-11-8 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud i 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/TPI2007 Matrix-MP Weight:35 lb FT=0% 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 chord live load nonconcurrent with an other live WEBS 2x4 SP No.3 y OTHERS 2x4 SP No.3 loads. BRACING- 7).This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 6-0-0 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the purlins. bottom chord and any other members. BOT CHORD 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 lb uplift at joint 2,272 lb uplift at joint 4,142 lb uplift at joint 8 and MiTek recommends that Stabilizers and required 143 lb uplift at joint 6. cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. 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 lb 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 lb 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.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip.DOL=1.60 3) Truss designed for wind loads in the plane of the " truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as - applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable studs spaced at 2-0-0 oc. !a- Aase:srn nlheda'LIi?r IlllSi_Tr SEllY EfMRI!;tt,€tiUr^ l€'.iJ! F:Ip7rii!66Y:81'hm.r!r 1!sss nreeised!tttcd:•atYs inns N4,rma iCE'nideS�!tu.l.1,60111tth•m,SIMWe Or.Unsdx!zaeasetaSe.04 wiaU.1,Aim ss;pers:aro fit cftwssuA rm,.00 x Ft-dra, cav!,a6eshiNlmigd aNrrDaa.wamd.Ikdwisnvgm,,t&Faartrn,vrdrr; Anthony T.Tombo11,P.E. td.sed@hGnsterwrddwlu+..,rrrttnldmid!.oer,6sC sets vdanh,Iq,anaelr3esga,uws ,!dear,t<�a:iah;d w€as;:esse;rrt.ras+�e,ade FaF nr�!ur,,aseUr,,, a1 .snsF,,avam,.Bersswewsrnrps.,iara #80083 ' repmr¢easelawe.ta,n,sdenmh,raaarrrnasas!hjsessdeut�so�ssdryhaacmezarntuwgpaFseus,ae�fn!�aruzm!sraesd!!urser�snrta:saesrnssces�n.rn;,6sgraysuFiRssvmse�u,sdns gaSlSttudeBlvd, zlenia4�aedi!e(r:sd aPetlsfeo 0 esevih a:Faf�ni!sbr4 3!Lcss2±stpE,¢w,isb7f 3s prior cesgsr,W Fenirshawri,e,s dayluehi,7.9a1A,'in1',w:m a i:S,dp IPH. Copyright 0i'.2016Al Fooflmses•Arthceyl.Taaho III,I'liep,odadiaa efihis darevat,is coy rem is prabibited.ftbam the Written permission f1CMA-1 laaflrasses.AethcayT,To.ho N:P.E. Fort Pierce,FL 34946 Job Truss Truss Type Qty Ply 67868 CAComer Jack 6 1 A0191748 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. Mon Feb 27 14:11:50 2017 Page 1 I D:ld_OOXyyT61 Bi_TXoljwHHzefvK-S24gW H MEkTzpmzTbNKAS2WyxZ93SOBCTY8mEOrzgwm7 -1-4-0 0-11-11 1-4-0 0-11-11 Y 3 6.00 12 ci 0 2 d 0 B T1 1 0 0- 1 2x4= 0-11-11 0-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(ILL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:6 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 3 lb uplift at BRACING- joint 3,273 lb uplift at joint 2 and 19 Ib uplift at joint 4. TOP CHORD p p Structural wood sheathing directly applied or 0-11-11 oc puriins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -3/Mechanical 2 = 166/0-7-10 (min.0-1-8) 4 = -16/Mechanical Max Horz 2 = 114(LC 4) Max Uplift 3 = -3(LC 1) 2 = -273(LC 4) 4 = -19(LC 10) Max Grav 3 = 26(LC 6) 2 = 192(LC 10) 4 = 55(LC 4) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft; Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 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. venop-n,s,n,RaEynn,WlIla:,Msiu.:E•;nr3umuss(Ioina 6,111)Of WT:tesame Eld<ssSdike:ettr,2eRCnk:dR.hrtmsamv Eyae{ie,Srmt7rgae alie:sl navgiE,n}rz:eltm<rgts,de:ry:h;umaeq�q:yropacabrtr:aahup.dme cn�e r�m:E,jse::Ekroomip,niatnt.rxtrsp,Kvop xd'�rml�mc ua:pary Anthony T.Tombo III,P.E. utrYdl§eLmsExmrEeiYsrq ishen:pn,i5dgdte V..n,keC»ds oAluudgexn 9:4dfml Oager,ia�le acted dti,QtiI1,R(dle imd7safigcda mlfil.nx ep:aeldfxIDaeelryfi:itmdfiernex hddyresTmy Auege,us:erdiamt ka:slilehnspmYJiOd':: =80083 ' Oe6:lfara:r�zruZt,rteAn.411MesstlrluMlaCmltxprz<tiemedN�lelumdtklndgGcpexE9Eeh seE��ESQpri6htlpE(eelSrGsenlnnsllximsdpE/are.Irrlednes8erzynL4lemeNk6mdlt1nse0:sEyee,homk:inhg eseefinnNmhtlnu,nims: 4451 St.Lucie Blvd. eae.Ms,rdmfE.e:nauEeQaaeMeuv�espyerrnesmd,>ftkrr,.sD,oampsuESEarmk�n�go<n ,,ar,essspmcEepmnaegnal�.mgeaed�nuaeesed�demt. Fort Pierce,FL 34946 � (opyrig6t'D 1QI6 Ad P�aiLosses•kEhonyLTom§niII,P.E,gepeodoctioc al t6isdomma�E,in onyform,ispmh3ite1 wit6um!6er,inenpemitsicehaa 6-I PaalTnsus-Ant6nnyi.Turbo III,P.E. Job Truss Truss Type Qty Ply 67868 CJ3 CORNER JACK 6 1 A019174 _ Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:51 2017 Page 1 I D:Id_OOXyyT61Bi_TXoljwHHzefvK-wEe2kdMsVm5gO72oxl hhakU5gZNA7eSemoWowHzgwm6 -1-4-0 2-11-11 _ 1-4-0 2-11-11 3 6.00 12 0 o m 2 131 A 4 1 e. �• n 2x4= 2-11-11 2-11-11 Plate Offsets(X,Y)— [2:04-4,0-0-4) LOADING(psf) SPACING- 2-0-6 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:12 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2BOT 7)Graphical purin representation does not depict the ' BRACING- 2x4 SP No.2 size or the orientation of the purlin along the top and/or TOP CHORD bottom chord. 2-M oc purlins (Switched from sheeted:Spacing>2-0-0).BOT CHORD LOAD CASE(S)Rigid ceiling directly applied or 10-0-0 oc bracing. Standard REACTIONS. (lb/size) 3 = 61/Mechanical 2 = 205/0-7-10 (min.0-1-8) 4 = 30/Mechanical Max Horz 2 = 203(LC 4) Max Uplift 3 = -125(LC 5) 2 = -361(LC 4) 4 = -99(LC 5) Max Grav 3 = 87(LC 9) 2 = 215(LC 10) 4 = 50(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;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 125 lb uplift at joint 3,361 lb uplift at joint 2 and 99 lb uplift at joint 4. e�bt-n,na�.su7na+ee'ra soar tEasssTsetEr;;[rau E.!lgs s Eaxwns�E�sreEy-resriucra:EE�uEIr mn TreaJm,���nrcree mr.rx,n.,Enn ae�Qm.grpr�;o�a,emnyr.r�ee o,rt.erar>,s><rE�>•r.t grgs,.:,,,�n,min ee seo.nEr WTskssxrasrtlegss�IknefgrRa iCCgle sdl lseTmse:sgEya=st!;fieaskJOsix:4!t:sclna9fl[,rgmmsms¢taH':,dgstnt:sinsl nttos!grra:tsnduJq,Si lrsgsddesnt4 rres:teErr�leerdt,ssto iRl.IYlesq,nnai:ses,kint a,4'ius,unslPtlJ W neAhsim,Gxsm hildrg isttenernsdliyd6,Onw,L4 end,anlsriui geCuaa lntfvte-w,bx neledagr�er ttfnlgr galkabgnlenl Rl i.rte etpmsldgr leenrery fiaNne d.Sernn,nd,Eggsd g.naete,us7tl:eGmni Fn.q sldileexq nsndilJd Aftthefly T.' 80083 [II,P.E.esbahtWslf>«eralGrose,r.leubssNsAgM10CNnxtrteinsnlrredges,rrwkifggcpesESah Ide!aeaw;i duseesI!InWStu.'e nslbr = 0063 h lift ixrdpi/r:e.lHridnnRertsJns3i7agniktiesdR:hnsewa,a,Tns�:�rsEynunnnnumga�u,rdss". 4451 St.Lucie Blvd. ,MrvlsllrrGP1lYIE0ei!aarp@dttrr n YIGR lJclrsreel IsnglA r!e rrei,!l,e!ft Gdiasl IS Eer a,erttlq enlpxyrfrexs5l:ha hlban drt)Nar!rr.LEntCdbslMx:ne ttddnd tirll. (opyrightLlfldAlRaolTmssas-ActhonyT.Tanhoili,P.E,Rea,oduanaof this dowsram,inony form,isprahi6tted without the writtenpermissiea from A4RaotLossas-AnihuyT.Tombolil;p.L Fort Pierce,FL 34946 Job Truss Truss Type City Ply Job 67868 CJ5 Comer Jack 1 1 ��l 750 Job Reference(optional) Al Roof Trusses,Fart Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 2714:11:51 2017 Page 1 ID:Id OOXyyT6lBi_TXo1jwHHzefvK-wEe2kdMsVm5gO72oxlhhakU3SZLe7eScmoWowHzgwm6 1�-0 4-11-11 • 3 6.00 12 0 so 0 s6 eV N 2 A• S' 4 2x4= 4-11-11 4-11-11 LOADING(psf) 'SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 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 FBC2014rrP12007 Matrix-MP Weight:18 lb 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 196 lb uplift at TOP CHORD joint 3,271 lb uplift atjoint 2 and 13 Itouplift atjoint 4. Structural wood sheathing directly applied or 4-11-11 oc pudins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 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(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust) Vasd=124mph;TCDL=4.2psf;BCDL=S.Opsf;h=15ft; Cat.II;.Exp B;Encl.,GCpi=0.18;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)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. 9nhf-Flx OvsgllTr:rrev fie7.lrC;rtlei3�SFtIfi-p7r3Yf I9Yf6G1epIIlCfSf71`OYt-Nfir')!{YEdtrISY:Ft'bra rntf&iyrrardxsnfrnln'rsntn rnss CsvpCr[vig�C:)ad lle�emrL6v44+;rt rfmaflntMne nr.klrss 4evhe rdeenRe RC.sdf Whit riltlrsivCl:neitn6eiCCulrrdtAeTrnsfingFginnte,'.rynf7GFir40:sdnmTTl6;rqmaunrrsFmnd6rdsde:soularh:::iyrnpus:dd>,Ex6e1Np9.1@esbyeTres;dytl�nrelCCnlr,edn181.Txf<signnarens,lethrndcins.sdt:lde(' AnthonyT.TornboIII,P.E. uenedrninufxsgAi�lsisRe:arniu7uddh6nghCndsevlsmdgrdueelaif+g0-ga,n3endeddhegCdrlS(nleelnslb;IfigseHv/1ffl.fkrrynddGrlPPntotfi:Id.ud9ehas,'sdeieikseTvt,slveg,inm!rtiwplFn+rslllle4ensrnsMgd 480083 I uruar�o:d�eedd:d:an.f6a:ssdrdh TOCrddvriotlosnfp,dhndmrrayre�nnis iri�nra�rugFd6:urrrnrsaa.emernrfn aF:wne.tntaaneen.n r�rnffinerd�hrno gn,Trnso,ifeFyennfTnnK nnrn;nlns 445ISt.LucieBlvd. dleMuidnNNsrahadrgclrrn§v!calrrJdrgeshrdsN.l6rrnn6<Cm6fhrniOrk,uIriegorslTwr,nhrs;kshary9?adeyh;Ihy.All nrudordinxsmnasnll%T?l Fort Pierce,FL 34946 (epyriR6i V 2616 Ad Raeffrosses-Amboey LTom5p 111,P.F.Repreduoionodrhis derv-1,in.ey hrm,is prehlbitad wirhowthe ninen perminiontrom A-I Yooffinnes-Anthony T.TOM59 ill;p.I. Job Truss Truss Type Q[y Ply 67868 CJSA Comer Jack 1 1 A0191754o Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@a1truss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 3120116 MiTek Industries,Inc. Mon Feb 27 14:11:51 2017 Page 1 ID:IcI 0OXyyT61Bi_TXoljwHHzefvK-wEe2kdMsVm5gO72ox1hhakU2xzKP7eScmoWowHzgwm6 4-11-11 4-11-11 2 6.00 F12 1 O 0 9 'N N 1 B 6. 6• 6. 3 2x4= 4-11-11 4-11-11 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 0.40 Vert(LL) 0.06 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.08 3-6 >777 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HorL(TL) -0.00 2 n/a n/a BCDL 10.0 Code F13C2014/TPI2007 Matrix-MP Weight:16 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection b others of truss BOA CHORD 2x4 SP No.2 to bearinglate capable of withstanding 115 lb uplift at BRACING- joint 1,204 lb uplift at joint 2 and 23 lb uplift at joint 3. TOP CHORD 1 P 1 P 1 Structural wood sheathing directly applied or 4-11-11 oc purT 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 Installationguide'. REACTIONS. (Ib/size) 1 = 182/0-7-10 (min.OA-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.II;Exp B;Encl.,GCpi=0A8;C-C Exterior(2); cantilever left and right exposed;end vertical left exposed;Lumber D0L=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-M 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. w*tiep-Elxsta.....rt.terCx'll IguF i14i3Min y5F[3ll IVJSa G1daI11unS NE100t'Wtfilt(YF93iE[R�YEii'Eue Tedr k:ipp-t,.ttnttet¢de&etn?aslmsCuipRrtxiypl:";arltltemutLltzltm,!£ttrsrrt 5itt!Itfire rtt.Gdtu attrcise FAe/mCe ICO.mIE ILTstsassmt plebs sell ktsdfas4ekh tdt As tinss0:sg EytesO.e,siemt7fssiw x 9:sxl nadyiE,rgse±tm mtegaawrdtltsra4:simd asixaigraptm�Lr4s h/<siytleesigk Less hpdd a w:Iaatdy,aenlFsi.iheh:igta;:.oiete;tertrzr mkiett.:tiftafM aft:nn.T!twmyeti dE!rt<tt±pm ula o*tw,eta.tdstalrri!ngseul:wuwro:±p,ea tat�rvtrcetarmetalaIrwytatatlEi.teerynttrtmot(m;et8,!tdetT.u:eatmy�wwl.nwge,a±,trmt lfnays4d!kd:ttptiamyts,' Anthony II,P.E. Zt -80083 IttWlfop esiptrtu[emeaw.IattilmsNM u Ep taa neetptCiased pldixsAtielt„Eq Ge�cW Sa±t¢IdttatlutEltSppdfi:ta/IEIS ttl Sl:A emeluert(br gmsd pike.iFll efittsftt rzgm±ilitin nihtiesd lkLtssU:s:�eeyT,ets @±tit 6stermiinss Wathettn:nEns. 4451 5t.Lucie Blvd. tdwrts:ieFazaheivaMagedryntrwiP ly cTyauM entstd.ip lnlDes_nEttcett is EgiHt k!Iligatsipaq;ttLtss4stea bean ntg6�:ltuy.Llapndaeslwa;wtm Ld�ttlaTi. (opyrighr-V20164.1 RoofLuss:s-Anthotry L Tomha 111,i'.T.Rtpredurtioa alibis dommem,in any farm,is prohibaed whboutihewritten permissiunfrom AAReoffmsses-Anthony L Tamba III,P.E. Fort Pierce,FL 3494b a Job Truss Truss Type Qly Ply 67868 HJ5A Diagonal Hip Girder 2 1 A0191752 Job Reference(optional) Al Roof Trusses,Fort Pierce;FL 34946,design@altruss.com Run:8.020 Is Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:52 2017 Page 1 ID:ld—OOXyyT6lBi TXOIIwHHzefvK-ORCQxzNUG4DXOHd_UICw7x1E4zgns23m?SFLTkzgwm5 -1-10-10 3-9-15 7-0-7 1-10-10 3-9-15 3-2-8 • 1.5x4 II 4 4.24[12 3x4 11 3 3 10 1 2 LJ 1 a d 12 6 13 5 d- 3x4= 1.5x4 II 4x4= 3915 707 3-9-15 Plate Offsets(X,Y)— [5:0-2-0,0-2-81 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 0.37 Vert(LL) -0.04 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.05 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:34 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING-TOP CHORD bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections., Structural wood sheathing directly applied or 6-0-0 oc 6)Provide mechanical connection(by others)of truss pT except end verticals. to bearing plate capable of withstanding 669 lb uplift at ROOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing. joint 2 and 513 lb uplift at joint 5.7)Hanger(s)or other connection device(s)shall be MiTek recommends that Stabilizers and required provided sufficient to support concentrated load(s)136 cross bracing be installed during truss erection,in lb down and 69 lb up at 1-4-9,136 lb down and 69 lb accordance with Stabilizer Installation cluide.' up at 1-4-9,and 161 lb down and 138 lb up at 4-2-8, and 161 Ib down and 138 lb up at 4-2-8 on top chord, REACTIONS. (lb/size) and 151 Ib down and 37 lb up at 1-4-9,151 lb down 2 = 377/0-10-7 (min.0-1-8) and 37 lb up at 1-4-9,and 14 Ib down and 60 lb up at 5 = 246/Mechanical 4-2-8,and 14 lb down and 60 lb up at 4-2-8 on bottom Max Horz chord. The design/selection of such connection 2 = 272(LC 14) device(s)is the responsibility of others. Max Uplift 8)In the LOAD CASE(S)section,loads applied to the 2 = -669(LC 4) face of the truss are noted as front(F)or back(B). 5 = -513(LC 5) Max Grav 2 = 377(LC 1) LOAD CASE(S) 5 = 268(LC 18) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25 FORCES. (lb) Plate Increase=1.25 Max.Comp./Max.Ten.-All forces 250(lb)or less except Uniform Loads(pli) when shown. Vert:1-4=-54,5-7=-20 TOP CHORD Concentrated Loads(lb) 2-10=-378/594,3-1 0=-353/61 0 Vert:13=-9(F=-4,B=-4) BOTCHORD 2-12=-714/373,6-12=-714/373, 6-13=-714/373,5-13=-714/373 WEBS 3-6=-265/151,3-5=-410/786 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;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. eechl-FI—arr�urra.e�inaafinnaruu;.liautnusscmm�erl�fra�{imxluii,el�u:irnnmatespin.�xr�e:Kr. rncacmrscals.on.�po;�rnrid.rrlr�rrm,rtid esswmrram.r�rsr:n.lnsdrmm<rzn,rdr 1ATA— ,?Ihss's7krseila;?trCC4ltrdLAsrTtmSO hisre;st,amsl:'(r{ivaradeeulnsry'iPirgrt:ulsnrcrrPxrdntFtsusrudnsrrlym narywartrsgrdmesnyerm:rn inneroordr,udnintrxeryr>;;re s,lmearudnrr:,umm?e,., Anthony T.Tombo III,P.E. .sesed is Tnn W nayU&I isne.,F t1J4dme0nu,�On,A dad geda d rnyek e Wtq , dend,dd5,X6,IX nnie1m1vit"Wks ORlkep:nel KIWIlruleers:Nenddeiass,i,dctigh+dol,ilme¢,ns6Peneeur Mmq si2lh@ensyusuent el a80083 ' 6,knferruiguudMator.AlfM,t sd ulu lkiDC nliz l¢trcr mrpidieesdHrhi;€y(rcpswlSa4¢Idncetiw;l6Qiai6!kfirlflul SfGnsdreee(tx ixrd pilm.ir4lednu ftengnu*eidesul ktesd9arnss0:spn,rrsss Aei,m Ey*:rceud inssNmfidmyedess 4451$t.Lucie Blvd. nse+.ls,&dadlrrtwnm rpadgnYnt;irdreueslmhd.Ike lra;$Wce Gimu isiilfneirJlig Pulpryur,csygnrgWn durHahq.Llayndeellee;moss demdann. Fort Pierce,FL 34946 (eppighl®7016AdRaalLosses-ArthonyLTomholll,@E.Rearodouixofthis document,in any formJgrobititelwuboutthemittenpe,mission fro.A-IRorfbnsses-Arthonyf.TombnIII,P.F. Job Truss Truss Type Qty Ply 67868 HJ6 Diagonal Hip Girder 1 1 A0191753 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Mon Feb 27 14:11:52 2017 Page 1 I D:I d_OOXyyT61 Bi_TXo 1 jwHHzefvK-ORCQxzN U G4 DXO Hd_UICw7x193zZFs3nm?SFLTkzgwm 5 1-10-10 4-8-14 8-5-1 1-10-10 4-8-14 3-8-4 4 Dead Load Defl.=1/4 in 1, 4.24 12 1.5x4 11 3 ci N 1 2 1 c � 13 14 15 6 4x4= 5 3x4= 8-5-1 8-5-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.27 6-9 >370 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.40 6-9 >247 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:35 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.BRAC ' WEBS 2x4 SP No.3 4 This truss has been designed for a 10.0 sf bottom TOP CHORD chord live load nonconcurr nt with any other live Structural wood sheathing directly applied or 5-8-10 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 6-6-1 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 guide. to bearing plate capable of withstanding 155 lb uplift at REACTIONS. (lb/size) 8 joint Hanger(s)b uplift at or other connt 2 and 307 nection n devilce splift at shall be 6. 4 = 117/Mechanical ) ( ) 2 = 452/0-10-6 (min.0-1-8 provided sufficient to support concentrated load(s)131 lb down and 67 lb up at 1-4-7,131 lb down and 67 lb 6 = 314/Mechanical up at 1-4-8,155 lb down and 136 lb up at 4-2-6,155 Max Horz lb down and 136 lb up at 4-2-8,and 191 lb down and 2 = 305(LC 4) 189 lb up at 7-0-5,and 190 lb down and 195 lb up at Max Uplift 7-0-7 on top chord,and 41 lb down and 43 lb up at 4 = 155(LC 4) 1-4-7,41 lb down and 43 lb up at 14-8,12 lb down 2 = -525(LC 4) and 79 lb up at 4-2-6,12 lb down and 79 lb up at 6 = -307(LC 5) 4-2-8,and 46 lb down and 26 lb up at 7-0-5,and 45 lb Max Grav down and 33 lb up at 7-0-7 on bottom chord. The 4 = 132(LC 19) design/selection of such connection device(s)is the 2 = 456(LC 19) responsibility of others. 6 = 350(LC 18) 9)In the LOAD CASE(S)section,loads applied to the FORCES. (lb) 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=-626/476,10-11=-538/471, 1)Dead+Roof Live(balanced):Lumber Increase=1.25 3-11=-439/423 ,Plate Increase=1.25 BOT CHORD Uniform Loads(plf) 2-13=-578/506,13-14=-578/506, Vert:1-4=-54,5-7=-20 14-15=-578/506,6-15=-578/506 Concentrated Loads(lb) WEBS Vert:12=-82(F=43,B=-38)14=-9(F=-4,B=-4) 3-6=-552/631 15=-67(1`=-36,B=-31) 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=O'.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 ��r-n�a:nsgn�.oeiarao;nrss3;s!rs[alu[iussr7smneurntau u teza�rmrau ma rnara,lQ�.nnan:l t:rid:c:ne:y,onrmrRD"jWa:em:rr.r�P:©:r rdsn,ssvnt:!m:w.¢:!ao�,.;nr�:r�rt:mn.:dr FLTsirs7le¢s ssdl6:esefiu t< fil:sdt 1s:lms�nFyeus[r:,Simdr[ciis"r.'n:sulnasrrg;rs{muss®seRn¢:duarsdrsuadunsnnysap;mRth6s 3s lest'AOeshrk Uess lerNu h:loAulr,nlnlr4l.Ta:ies!ga vss i"u;,Meiuiudmus,sNsl:dr' Anthony T.Tombo III,P.E. nin:At4>ims Lxss9s.iNxq lsH espu5:ti!{d6s U.nr,E:Cnds wd eee}sdnh:bltoP gnn,n@e naeddfieRCfirlldiso-lulSxllny sdzu/tmt lls eRnnidfietggu/uyfidd B:insyiodsCnrFxu'fmy s!mge,nsb.h -{bass sldi leknqusfiJdyd ^80083 ' IieS7fat0eugu nt 6YesdnlAesles ss!sdfi Ml6C n/;k radia>edrl.ImsdtaE<utq 0y-xslStehtlnxe2miitSilydrr}e/1r rRu!$SG rese!nu:tlM�yd pilree.l%l[a5stttl<nsrnsSiiria ai d6ssdlf:rirssD:s,�e,Less k.Ss le�seunelrtss6scntuhns;niss sfinm:iefm:lhsrttrtms«d:ntnc,.: et stiesindsu.iptnstOednG�:etgtml:dbn hm urnrs sbzN en bu 4451 St.Lucie Blvd. y r b P r r �: r ro:m r hq Jinrttdesl kras ne:s ldsd 3ltu. Copyright 0 2016 Ad laalTsussas-htomyi.lamha III,P.F.Rapsoda0iaa aphis dommeot,in anyfirm,is psohilisad wiihouRhe minen permissiamhara A l RaniTsossas-Acihaoyi.Tamho lll,P.F. Fort Pierce,FL 34946 Job Truss Truss Type Oty Ply 67868 J5 Jack-Open 4 1 A0191754 - 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. Mon Feb 27 14:11:53 2017 Page 1 ID:ld-0OXyyT61Bi TXoljwHHzefvK-sdmp8lO710LOdRCA2Sk9g9ZMPMOpbYxvE6?v?Azgwm4 17-0 41-0 1-7-0 4-1-0 3 6.00 12 d 3x4 II rn � 2 N 1 c- 5 4 3x3 11 4-1-0 3-11-8 Plate Offsets(X,Y)— [2:0-2-0,0-1-4) 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 0.53 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 lb FT=0% _ LUMBER- TOP CHORD 2x4 SP No.2 4) This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.0psf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING-TOP CHORD bottom chord and any other members. 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 ROT C purT except end verticals. to bearing plate capable of withstanding 399 lb uplift at HORD Rigid ceiling directly applied or 10-0-0 oc bracing. joint 5,202 lb uplift at joint 3 and 168 lb 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 uide. Standard REACTIONS. (lb/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.11;Exp B;Encl.,GCpi=0.18;C-C Extedor(2); cantilever left and right exposed;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 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. Bs:sir;-flere A—Sill.m.rse 1l10 1 TIOSSB(SESll,RUSS IlNS 6 G11gIIlgY nfr0Yi7Uf'J'f i(1I[;SiE[5YEk1'fi:¢.4Np[rfippn�zrins ret rn[whs nR's foss CnipRrtvu;{Ip;W M1r ldm;Lhzh N,rL rdena SSMleh:e re.EAesse#mise vtelat4e RU.u1; AbTahs rurplmssidnaaseefarx:aenleeai.[s.rn:sUas>err; ,.e,spr�rerr;n=ame:�rs�yt�r4m;dse;rr.. ,ranerrrc:,lred<ey:,:�mpa:anrtrselyd�,�ryxt�.s[:p:.eerrr Toerdr.rrtntntivtr;ln,;nop ;.l�arurmrrs,run.�[M: Anthony III,P.E. Wined fcsho'h, 110ireisne mprsiaNs d6s 11—,,N G-A,erise[spdrs wwfia;U.^.ga,btls ndedd!ia r'b 11(¢IIS 1.1 Vlhn,da¢[ML Th epid dfi,T":;sapfi:krud ul-,1;�.Jwd ydmepe,inb¢sAassihma;sltile�ssspes&gJ =80083 ' OskaC¢;gedge¢i ka2stlsr.Illedrssdrd'u l>r K.iftfudi—Ivid6eseitukugfi—1 SAlf idssad'we{IrSnldfi:4/1r lrwl Stu cnidrem[b;p-rdpiim,IKI edixsftenspasenlnes nlhJiesdl�lmcg:rgea,isen Dw1, gseereei1.ss 0.&rb,n,adsss' 4451 St.Lucie Blvd. tllmdsaufa[dlrs:xnmgr�agnane gaprun Wolf:r lv tra,on_n kp�,acrfl<Irli�yknpn,aTns;s;sficr,�,c�!an,tauq.All a;odnrl—rn rs ldmlxnu. Fort Pierce,FL 34946 Copyright�lQld Ad AaolTmssxs-AethonyL Tanho lll,P.F.Repradadian al this dosameot,inany loan,is prnh'lh d.hfintthe widen permissiaa from A I Raolimtsas-AethanyT.Taman 111,P.F. Job Truss Truss Type qty Ply 67868 J5A Jack-Closed 4 1 AO19175 _ Job Reference(optional) _ Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Mon Feb 27 14:11:53 2017 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-sdmp81O71OLOdRCA2Sk9g9ZNLM?gbYxvE6?v?Azgwm4 1 4-0 5-0-12 1-4-0 5-0-12 1.5x4 11 -3 -7 6.00 12 = 91 2 • 1 1 a d tr 4 1.5x4 11 2x4= 5-0-12 5-0-12 Plate Offsets(X,Y)— 12:0-4-4,0-0-41 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 0.47 Vert(LL) 0.11 4-7 >561 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) 0.08 4-7 >721 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:22 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 405 lb uplift at WEBS 2x4 SP No.3 BRACING- joint 4 and 467 lb uplift at joint 2. TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc LOAD CASE(S) purlins, except end verticals. Standard tandard 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 uide. REACTIONS. (lb/size) v 4 = 171/Mechanical 2 = 268/0-7-10 (min.0-1-8) Max Horz 2 = 288(LC 4) Max Uplift 4 = -405(LC 5) 2 = -467(LC 4) Max Grav 4 = 201(LC 9) 2 = 274(LC 10) 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;porch left exposed;Lumber DOL=1.60 plate - grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. e�:.r-mmsmmPrnrm.x.nc•rnosrlms�:s;x���r3rn�sc:�suinessrusmur^tors'}txsan,mrurrrrrmarrnrroiP�cvu:.,rrrcrdec.caret:,c:,�Pu�.nr(m;,rmecn„rtrr:��.rt.rdti�,csa<rrrimrmecn:eta.�um:r.,nrro,rdp WTekmce�ryWaszllkr:riwrxr Te rProds.u.let:su:sgety gte�y::otfiurn:.,n:; nsrmergrcmr m.crremdnc r,rr:mcd ry�c:,rugcrr:a:¢rrcfa: Trsy,dmedr;xrm:rp�eas<neloouir.uen nu.rrunpai:c®rcrz;t�ar udcrcuunla�ry Anthony T.Tornbo I11,P.E. nenedro;;nssW:mytdidn isne nsru:n.5q gednti ng ddn 0hG_"'Ahmei :Wig.Igs,Ble udedd6rlM&lKWh,W SailiiaTuh.MlL lt+enmddiir lC6¢t ery fielirsedtlrr�::,udsbq�elig,:lmrye,les6teunni 4ny sid;iedxre4asiierttel =80083. ' w�ir�a� Qeu�emPr.anodes dMu sloordrsrmere msraulnHdmhrsPso alssgrd„Prof;rrsQrdu nrrr,ndsxam<dnnuius dpihzr.mld�,nnrm:r avmmnsrmcaa r„sso:�s,rrs:ss:irr cm a;lnc,va nmr,,cness 4451 5t.Lucie Blvd. rM:anPitEazfrrerwticdrgwdeinn nr hdl rnrot bnhk.lu rn¢D:Det hTrcsr isr rfle NIiigOenrx+,rtLns$drah wdsgladiwr.All mrod'ed t—r.nbradw7r1 Fort Pierce,FL 34946 toppi9htV2016A4RoolTmssn-Aethonyi.Tom5e1160.E Reprodudionof this document,inonyform,isprohi5itedwithounhewritten permission loomAIRoolTmsses-Anthonyl.Tom5o Ill,P.F. o • Job Truss Truss Type City Ply 67868 J6 Jack-Open 3 1 A0191756 Job Reference o tional Al Roof Trusses,Fort Pierce,1 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:53 2017 Page 1 ID:ld_0OXyyT61Bi TXoljwHHzefvK-sdmp8lO7lOLOdRCA2Sk9g9ZLxMzCbYxvE6?v'?Azgwm4 6-0-0 6-0-0 • 2 Dead Load Dell.=1/8 in 6.00 F12 m m fV 1 & s 6- s 3 3x4= 6-0-0 6-M LOADING(psf) SPACING- 2=0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 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 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:19 lb 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 136 lb uplift at TOP CHORD joint 1,243 lb uplift at joint 2 and 24 lb uplift at joint 3. Structural wood sheathing directly applied or 6-0-0 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. (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 1 = -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.Camp./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. enisyOeroemgOrruxrGe's-1/a:.t11sf6�SE1�'e[l3ll si7llf6Rn01I1C4fdf!CYj iOF.Y)Yr[;€Jl5Y:k1'taa lydtluiprac:rertutruerthrnticlnure9p ortxir�R`;eaiaelrearl.rxM C,lf.reh:ifkrkduer�retmataaiu velnRe 4U,uly WTekssxus)taa sieg k+;etkxSeFCCps,Wt Asrra:sOmaE,y�s{.e,fyemlry lspr,a:sslwujID,:ynsmsmseymsrdmr�saimdnSsxryrr.mar-n,r.�s dapnee msh Fross sgmxnn:For.iy.rrtn ml.t trapm�ey s.�«rfmrnns.snv>kde Anthony T.Tornbo Ill,P.E. ulrudlksLmixegr.iO,ra is6e aqus5loidde 0.ur,trx 0.uisselsmrlyedun:r«ir�yoa a,a@e uded d7a OCRs IG uIIrIr�Ib:UgrdeasTOL Ile gimd d6r moue myfi:O.uV,Adx,bd,49Wiby,dage,intdennW 1n 1sfdit.1e pafsadld a 80083 ' nsuaryosd �dudrda.maessmbasFwrdrxr«xe;edy:ed.esrlcugrry,isdhus.rim;IlfQydfktlrInudWA-0-91trp"pilau. 11-0^Tsnktij,t4v. ilnWhd.snn,Was 4451 St.Lucie Blvd. etlaris:iehx/ses;wnm syedeyn's nGq Yrelyrties unhd.la Fuss Dedgr 6ynen is suFtlr raJryordyw,auxsssnhsrgiva dsgb:u�.tnsgddtrdmasoeardtasbinl. Fort Pierce,FL 34946 (opydgbi C 2616 41 Aoof Trusses-Anthony L fanbe III,P.E.2eprodurfion of ibis dosumeat,in any form,is prohibited whbouf the mitten permission from Ad Roof Trusses-AnihonyL Ionbo III,p.2. Job Truss Truss Type Qty ply 67868 VO4 Valley 1 1 A0191757_ ; Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:54 2017 Page 1 ID:ld_OOXyyT61 B i—TXo ljwH HzefvK-KpK B McPInhTFFbn NcAFO CM6f VmQYK?B2S IkSXczgwm3 2-0-0 4-0-0 2-0-0 2-M 6.00 V2 2 3x4= T 1 a 3, i B1 \\ is o 6 0 20 4 2x4 0 q 8 4-0-0 0 8 3-11-8 Plate Offsets(X,Y)— f2,0-2-0,Edge) 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 FBC2014ITP12007 Matrix-P Weight:10 lb FT=O% 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 4-0-0 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 quide. REACTIONS. (lb/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.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. 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 lb uplift at joint 3. 6ov7-Wene;am}i};e!h>R!!e'FIR:i11DSi(YEttrJ'y(FFDt(Itt4E1Nr2ri'r,7AEFS1�Je{'LPO�S:c596Efi5YiAl'fmo,(u#1 lvsgran:xsm[seetednnRs;mshsyeCa.iglCF;ai!Er7a1w1.teuioGLEl.4.M.a�AntEdut rse[sea�uebr skxdaA,;t4,alr 4ce4;eueuxPtsas sk?Etsntihs 6r@ibir rest 6s tT+ss.tsy3&}vtn{'.MIEraCtEgeruy^-asrdar•(iCPresrtsr+auttareMPdeuEnufesisrnbTmpps38tE�RriNgAde sies!sh!u iVarfmPtE73afP,raYsr IF11.trLstgnusE4s;,bq tteLhet,nMna! - slroeiCis GantanESddopn+err{ass2ca.adedaa;5scasfsa6audesrdadaklar'ses�ae,brxre atS&9(,te ai nsludEe'EyselaadiFu.l4yPeerdddrE:aWat eueadlr' iaizP.trdnysarzlerb.m'ainalhegfiaB5e6r�sae..d a Anthony' h T.Tomb80083 ll.,P.E. ' 3rla�ePEea^r,.M(sebs[o,t7uasdofm6eP,7at4ePrxttes¢{laknafMtaLgU� St.bkramse�ltS(: ski rnlsEJaesehrtcetdhr evd Iw.IFE!1Emesdssesas7kfiisatl�aesd'tnaQrdgsr,EnoMcie[eEeeereE?rmVmirana,nlns —i3p083 "r+s'C 4 ErEfi hl I- fi P kt o4ereloh'ad4ltia;aJ e;afgabrrdatE!eREa'io,Sn!!K 1elrrss 7esipfe�yh h713e hi�AsEenyax.a+T,assllsseaFt;brxdaTlrixieP,lP oPih:intfnesmat!'�e1p1FLl. 44515t.Labe Blvd, • Fart Pierce,FL 34946 Copniphl s�fD16 A-Itaotltesses-Anfbaayl.lomba lll,P.E Peproduuion oilAisdommeot.in onytesm,is pmbi6ited.ilboat tfie►riven permiisianfioa A-1 Pooilnsses-Amhcoyl,Ins6oi11,PE d Job Truss Truss Type Qty Ply 67868 V07 Valley 1 1 A0191758 Job Reference(optional) Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Mon Feb 2714:11:54 2017 Page 1 ID:ld_OOXyyT61Bi_TXo ljwHHzefvK-KpKBMePInhTFFbnNcAFOCM6c6mLEK?B2SIkSXczgwm3 3-6-0 7-M 3-6-0 3-6-0 • 3x4= 6.00 12 2 - 1 - T11,,/ /, j1 3 v B1 v -o =o 6 0 2x4; 2x4 0-0-8 -- ---......_.._._._...—_...... 7-0-0 f 0-0-8 6-11-8 Plate Offsets(X,Y)— [2:0-2-0,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.21 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 FBC2014frP12007 Matrix-P Weight:20 lb 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. (lb/size) 1 = 21216-11-0 (min.0-1-8) 3 = 21216-11-0 (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.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 186 lb uplift at joint 1 and 186 lb uplift at joint 3. 6a€q•Wessr;nrap3lrrniara#a'Sdr�x l[LSS'>(SFi181 E�(trtitikittPKi�P35 s.1"it;.P*0'�.'1&9fi;:PNtFXI'to-an.rEtdr fas4stsrx:;srs wiaaaedssnttisluss GdtarrxhtitC[:ezil#e"AutT.':MiaPblt4frsau SbreaEehtt ese,Wsss gym:ie ssdate W11,11 ?4er:eauJmPBtes sBc:knstfsa 6alUPuxs i.t:ersts"x:�FsElaei3.a,iief ryigrssrytt sec[cu}'iGPuptssrt.astgiter:Re gahsvaete�+eatfegrtspass".+..�ta txhsiB fitux)itltrss¢ar�lsiaCcr:Aab,ectsrlfli.iuhsye nss*p6s_.br sd fu ssaS23; Anthony T.TOmbo II:,P.E. rdettd6riln shsealSoJdap is rr,Ta:iddrz9a��ur,it!Ccaafsu3iaudyWpOe to.tmtIDuiryn,USerr nt3te]f,t,[B;ai uah:dta;Htat:vd•r9;FILTuerruede:'tlet:PMe%`:ield,e rt k.u.s,ms #�yshry5'a:lal'srisssd#.•aCgxkEklxsespts.eL:9jst 60033 ' kk"mr�;gr„W(a1raSaaoa:;sdstcaMt:6atGapuWsaitade"uesfteN�*Cezg ar.SSateYlducmnr}ilr,pdGudhL%adSM4en rdarees,�tscgrel�ifw2 fi;#imss3supas�dssest3:hesdtkFassE<u,mr;Irsu Pssa fsreeu etTmsl'adsdrtx.es4sss 4451 St Luc' Blvd. aksistut�etafs(a adnPerd%sa 4.a:GarErrRrc ssarhad.flrUrss7esipta sar cAP 3e tar s;esyar,a T�ssitstate;mrn s!asThaitmg,AAs%iRaedsaaasn a h4adttif€I' Fort Pierce,FL 34946 Co btu'"tDtd A-1 too(basses-AetPaa l,TamSel{I,P.F.fe odoasiaa ofthis dmintra.in an fsm,is robibfted.ithad the written ermissiochine-i feat flosses-Anthea t.Uinta 1%P.E PY"4 Y P Y' P P Y Job Truss Truss Type Qty Ply 67868 VM02 Valley 1 1 A01917596 Job Reference(optional) At Roof Trusses,Fort Pierce,FL 34946,design@a1truss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:54 2017 Page 1 ID:ld_0OXyyT61Bi_TXoljwH HzefvK-KpKBMePInhTFFbnNcAFOCM6fpmReK?B2SIkSXczgwm3 2-0-0 2-0-0 6.00 FIT 2 T , .. 1 . a 0 3 2x4 i I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 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 FBC2014/TPI2007 Matrix-P Weight:5 lb FT=O% LUMBER- TOP CHORD 2x4 SP No.2 7)Provide mechanical connection(by others)of truss B 2x4 SP No.2 to bearing plate capable of withstanding 32 lb uplift at BRACING- CHORD ACING-TOP CHORD joint 1 and 70 lb uplift at joint 2. Structural wood sheathing directly applied or 2-0-0 oc pT 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 = 51/1-11-8 (min.0-1-8) 2 = 3711-11-8 (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.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)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 atjoint(s)2 considers parallel to grain value using ANSI/iPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ......... ........ W.-*;.9etsehmeJrmM tha'4f 3Cr7rD 'i(SEti9'"gEN'tu"TW:AWin'i(MIGA(€`t!EnKu'3A'w"ofll'hm.rn3(ktrsrcrseNu.1mriostattt'rtis N i e.i7taa a irf{,c51gtSD3tsrl.Eeuiogrtrz<nevuSbeatefin tst.Wtss i3ss"s>r9pRsff-0,ta4r Y1EtlR #�"iti ili'bErstd En 6e EIIFq&:nW.bSer?35'rtily rs t SMErSCFitj ljteti)-QtitfpP,J�GQrl4ttttSiu%tE(!A!f3Rl Fati!.taa tk(rtte,RJ+Y.f2tLi+kj rHht(SIY}S([XSjtjl3Tifl31t�1.1e49@Ilet$'JRh,g14(1FI(,iAf(4t�i153riai.( fikSS SshbL,"(,e mineaNdirnttrtrvt+,SaiWjSfaensFttsilie.dii,.n,,ake.,fe>ea.rtrt=eaamk. ksgtn,uae,tem>R:dr,ers;c;, E dex t•aystn.rn edEitr w tirstade?�tit.n in sn,e,:rtaccni.ats, i rt m,. nppd Anthony' F. t,,P.E. 80083�S�•- 4E" tatEi rat 5 «� � #50063 etxmret�Wartatei.=i>e:5etaaRero�c, ts�s >mt5vauugrts,� rme6raiaarintsss�rcrn axbttr� anamsmnt,eNtraRiobt:Sac+r� Nt,r esrtoat7a sir a1ae75eb,?isdirtceavafl�w�E6asiytr aEraatiinae!Rn ns1:,r}�rtRb��trntrq.Ss,�,nr,issns:nEt;,ittra�btwtr.;7v{dt'nr;er�mr.$`etrglf4L 4451 St i.uca Blvd. • Fort Pierce,FL 34946 [sprrig4(i�?Pi116A-18cortraszes-An�6eaft.lemSe lit,P.E.Reprcduvian nit6ir dnmaaoL in anyfus,hpra4i6Ced.itAaei the eiiisea pesmissine Sum A-t Raartmsses-AmAcc)t.iacbollE,P,E Job Truss Truss Type Qty Ply 67868 VM04 Valley 1 1 A0191760 Job Reference o tional Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Mon Feb 27 14:11:55 2017 Page 1 4-0 0 ID:ld_OOXyyT61Bi TXoljwHHzefvK-pOuZZ_QNY?b6tIMZAtmdlafoyAI?3RbChPU?32zgwm2 • 4-M ~ 1.5x4 II 3 6.00 12 2 T, W1 I Bt 6 5 4 2x4 1.Sx4 II 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 0.14 Vert(LL) n/a - n/a 999 MT20 2441190 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 Cade FBC2014/TPI2007 Matrix-P Weight:13 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.2 5)`This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 6)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 ROOT CHORD pT designer should verify capacity of bearing surface. 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 lb uplift at MiTek recommends that Stabilizers and required joint 1,126 lb uplift at joint 3,77 lb uplift at joint 4 and cross bracing be installed during truss erection,in 355 lb uplift at joint 5. accordance with Stabilizer Installation guide. REACTIONS. (lb/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.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)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. . .... ..... ! Nent� rr!Intht'Flr'ui liDS4i',YNtB'tfl9et':uk`etDS�i;r�l€ll@!! s.'SADk:iJ6s":IS'6m.fn Iss prahisai nrttNsnks'nss[• anq itDE;silks:.ee;snt.iea»G'i,r.Lreknnhedlfin�se.DSsss s+.,rr>.be tlielaNe;GD,pI; . W1 lae:e p'zet o sfr-kndfa fitlDiaNnW.iurna0e:get�aen"y£pea4i 5yaef,4t srxnxiiGprepetexsasu�Wsdnt i�nsnl!gnndern:r:n' fa txeestpdt+eHr}�runa isrildxGerioedy.r<atu.lxasrytnaeg5;x;•Is>,+ry aeGEens,Wdus; 44515t.Lucie Blvd. Fort Pierce,FL 34M Anthony T.Tombo M,P.E. s7tuxmtrnurnoa�2r,�u�rrµsm���otter,n:c.urrm�nsce;noar>��rr�,err*r�r>4:nsuau:at��mre::�;ae�a;ru.rrgpr,ddwra��,�rsd� s,,��;�1�+Hmatr,�,nea�s.�u�,;aY,rrw.sa�rlt �80083 ' Reru.ON Desyu:altm9uSr-!!Itxes sdstmtltf^DalfxrrM:usS;als�nnt!(sst'tRgtec '.Sdfdnemn TfS(,'FShskdhtNalSlJ ce rdiieae8lnrssnitme.irldlrwesda n;rO.fh Rh3 Rllf.�154('I r�S3Dl4jiSf,tran Cute iegern mtinauauhctnee�ns ettt.fu katl}jets rlstetlsrwha:Rq!}sAicaesa,rl!N.Dn:us 7rsbpti aNa�3ru eUr Erdsss•ni ss;isna4siundmb¢ani.t,¢rDs�dxsa7mal:!eslntNa. ro 61@2016A-1 Pool Lasus-Am6ec Liom6o III,P.F.la rodufmadt6is dotemeos,inua rum,is roklited0he'n6errir,ea ermisuoofrom A-1 goat losses-Aot6es l.lom6o Ilk,P.E. PY�P Y P Y- P P Y r v I J �r nw� AgoLwW.r A ■ HOOF TRUSSES A.FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled,installed and braced in accordance to the following standards:ANSI/TIP 1-2007; WTCA 1-1995—"Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and `SCSI 1-03 Guide to Good Practice For Handling, Installing,& Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design,connection,material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads: The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer,any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts,and bearing requirements. Truss manufacturer is not responsible for specifying beams,other than those provided by truss manufacturer. 5) Unless specified,roof trusses are not designed for any-additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7). It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified,valley framing design,connection, material and labor 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-ln-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 UP fl STRUCTURAL CONNECTORS" A.MITOIC Company Hangers Allowable Load(Ibs) DF'L/SP LSL LVL PSL SPF 1-JOIST USP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T1 JUS24 1881, 655 750 820 510 (4)-10d(Header) FL821.39, (2)-10d(Joist) 11- 0510.01, RR 25779 LUS24 670 765 825 490 - - - _ (4)-SOd_(Header) (2)-10d(Joist) T2 JUS26 1881, 850 975 1060 1115 (4)-10d(Header) FL821.42, (2)-10d(Joist) 11- - 0510.01, ' RR 25779 •LU526 965' 990 1070 1165 - - - (4).10d(Header) ' (2).10d(Joet) T3 MSH422 1831, 2025 2025 2025 (22)-10d(Face-Face Max Nailing) FL822.36, (6)-10d(Face-Top Max Nailing) 08- (6)-10d(Joist-Face Max Nailing) 0303,06, (6)-10d(Joist-Top Max Nailing) RR 25836 (4)-10d(Top-Top Max Nailing) 13116-R THA422 2245 2245 2245 - - - (6)-16d(Carried Member-Face Mount) (6)-10d(Carried Member-Top Flange) (22)-16d(Face.Face Mount) (2)-16d(Face-Top Flange) (4)-16d(Top-Top Flange) THA1422 1835 1835 1835 - - - - _ (2)-10d x 1-112 or2-10d x 1-V2(Carried Member) (20)-1od or(2)-10d(Face) (4)-Sod(Top) T4 THD26 1781, 2485 2855 3060 2170 (18)-16d(Face) FL13285.35, (12)-10d x 1-1/2(Joist) 06- 0921.05, 'RR 25943 HTU26 2940 3340 3600 1555 - - - - _ (11)-10d x 1-V2(Carried Member) (20)-10d x 1-112(Cabled Member.Max Nailing) (20)-16d x 1-112(Carrying Member) 120)-16dx1.112(Corrying Member-Max Nailing) ♦ �• � v c. 'YI STRUCTURAL CONNECTORS`' A MITOW OMpany f Hangers = i Allowable Load(Ibs) DF-L/SP. LSL LVL PSL SPF I-JOIST LISP 160% Label Stock No. Code Reports 100% 115% 125 1 Uplift 100% 100% 100% 100% 100% Fastener Schedule T5 THD26-2 1781, 2540 2920 3175 2285. - (18)-16d(Face) FL13285.35, (12)-10d(Joist) '06- 0921.05, RR 25843 13116-R 1 HHUS26-1 2785 3155 34051 1550 - - - - _ (14).16d(Face) -i (6)-16d(Joist) HTU26-2 2940 3340 36001 2175 - - _ (20)-10d(Carried Member-Max Nailing) 1 (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 26 10d x 1.112(Carried Member-Max Nailing) HTU28 3820 4340 4680j 2140 - � - - - - ( )" - (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 51401 2000 - - - - _ (22)-16d(Face) (8)-16d(Joist) HTU28.2 3820 4340 46801 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- i 0921.05, j RR 25843 13116-R ) .HHUS46 2790 3160 3410 1550 - - - _ (14)-16d(Face) (6)-16d(Joist) a STRUCTURAL CONNPCTOW A Wiffek"Company Hangers Allowable Load(Ibs) DF-L/SP LSL LVL PSL SPF I-JOIST LISP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T9 THD48 1781, 3950 4540 4935 2595 (28)-16d(Face) FL13285.35, 06- (16)-lOd(Joist) 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, 06- (8)-10d(Joist) 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, 06- (8)-10d(Joist) 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, RR 25779 (10)-16d(Joist) 13116-R HGUS28-2 7460 7460 7460 3235 - _ _ - (36)-16d(Face) (12)-16d(Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 - - (36)-16d(Face) FL821.75, FL8 (10)-16d(Joist) 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 - _ _ _ (36)-16d(Face) (12)-16d(Joist) '• ra- r n �. !T y ,^dh, STRUCTURAL CONNECTORS' A MITW CUmpan Fastener Comparison Table Connector Schedule Group Label LISP Stock No Required Fasteners Reference No Required Fasteners (4)-lod(Header) (4)-lod(Header) T1 JUS24 LUS24 (2)-10d(Joist) (2)-10d(Joist) (4)-lod(Header) (4)-10d(Header) T2 JUS26 LUS26 (4)-10d(Joist) (4)-10d(Joist) (22)-lod(Face-Face Max Nailing) (6)-16d(Carried Member-Face Mount) (6)-lod(Face-Top Max Nailing) (6)-16d(Carried Member-Top Flange) T3 MS H422 (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)-lod x 1-1/2(Joist) (20)-lod x 1412(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 1-112(Carried Member-Max Nailing) T6 THD28' HTU28 (16)-lod x 1-1/2(Joist) (26)-16d x 1-112(Carrying Member-Max Nailing) (28)-16d(Face) (22)-16d(Face) T7 THD28-2 HHUS28-2 (16)-10d(Joist) (8)-16d(Joist) (18)-16d(Face) (14)-16d(Face) T8 THD46• HHUS46 - (12)-10d(Joist) (6)-16d(Joist) (28)-16d(Face) (22)-16d(Face) - T9 THD48 HHUS48 (16)-10d(Joist) (8)-16d(Joist) (20)-16d(Face) (20)-16d(Face) T10 THDH26-2 HGUS26-2 (8)-16d(Joist) (8)-16d(Joist) (20)-16d(Face) (20)-16d(Face) - T11 THDH26-3 HGUS26-3 - (s)-16d(Joist) (s)-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) i _ a STRUCTURAL NNECTORS7 _ A MITOW Company . 1115, ., } f : JUS24 JUS26 MSH422 sA;es _ Ys< .�. '+3x'� e ,, ,�` ' MAIN TH D26 TH D26-2 TH D28 � s VM-, 6 C3�h` »'.,5$ 'Jt �� `s,3 "� ,j ✓ 'p'� s"' Aa TH D28-2 TH D46 TH DH26-2 1 n ga r I J L $2 S. �!S •t^� ,7s f s' s i AIN +t su THDH26-3 THDH28-2 THDH28-3 T TYPICAL HIP / KING JACK CONNECTION JANUARY 8, 2016 LVL NAILING SCHEDULE ST-CRNRST& LVL NAILIN CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE - 7-10, 29'-0" Mean Height, Exp. B, C or D. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772-409-1010 Attach King Jack w/ (2) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d.x 1.5" ea. end @ BC Attach Corner Jack's Attach End Jack's w/ (4) 16d Toe Nails @ TC w/ (3) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC (2) 16d Toe Nails @ BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) ■ jjEr • 36 BCt 2I QQ`oa oo aa:ac 12 87 QF FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 f ® MiTek USA,Inc. Page 2 of 2 =E10 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 0o Trusses � 24" ox. 0 0o e HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d MiTek USA, Inc. Roof Sheathing-1COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH(5)-10d COMMONS. Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE PURLIN WITH TWO 16d NAILS TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace PROVIDE 2x4 BLOCKING.BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ON EITHER OT TRUSSES I DE AS NOTED. TOENAIL BLOCKING WITH(2)1 0d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD,2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING SCAB ALONG NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"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"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS / BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. NOTE:THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / tt�����>�fr��rrt���r 1 STANDARD / � pV • or. GABLE TRUSS / 4 :'"•,� �`s*• fir •• M % 30_BCA221U (?QQ004C22STDF JFEBRUARY 14, 2012 STANDARD.PiGGYBACK ST-PIGGY-PLATE TRUSS CONNECTION DETAIL 0� ® MiTek USA,Inc. Page 1 of 1 DE100 O OD 0 OD a MiTek USA,Inc. This detail is applicable for the following wind conditions: ASCE 7-98,ASCE 7-02,ASCE 7-05,ASCE 7-10 Wind Standards under all enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for uplifts. NOTE: This Detail is valid for one ply trusses spaced 24"o.c.or less. PIGGYBACK TRUSS Refer to actual truss design drawing for additional piggyback truss information. Attach piggyback truss to the base truss with 3"x8"TEE-LOCK Multi-Use connection plates spaced 48"o.c. Plates shall be pressed into the piggyback truss at 48"o.c.staggered from each face and nailed to the base truss with four(4)-6d (1.5"0.099") nails in each plate to achieve a maximum uplift capacity of 377 lbs. at each 3"x8"TEE-LOCK Multi-Use connection plate. (Minimum of 2 plates) Attach each purlin to the top chord of the base truss. ri (Purlins and connection by others) BASE TRUSS Refer to actual truss design drawing for additional base truss information. SPACE PURLINS ACCORDING TO THE MAXIMUM _...--------- - -----SPACING-ON THE TOP.CHORD-OF--THE.BASE--- - -- - - -- -- -- - - - - - - ------ - - ..--- - --- .- TRUSS(SPACING NOT TO EXCEED 24"O.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. I 4 Z. ks".) Q� .. 36 BC A2`21 6 DQ DO QD 4C f 2 97 DF' FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2 , MTek USA,Inc. Page 1 of 1" =Ell GENERAL SPECIFICATIONS 0 00 0 00 1.NAIL SIZE=3"X 0.131"=10d 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT _ 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA, Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND OR IRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. q 4 n u u n u 11 11 II II II II II II I I II II 11 II II II 1, II 1 II 11 I 11 1, II II 11 II II II 1 11 11 II II II 11 II I� I I II II 11 II I 1 1, 11 11 II 11 � II I I II 11 1 I I I ,1 II II II II II II 11 I II 11 it 'I II II II 11 1 BASE TRUSSES VALLEY TRUSS TYPICAL , h VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS p 12 OR GIRDER TRUSS SEE DETAIL A BELOW(IYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING- EXPOSURE C ATTACH 2x4 CONTINUOUS NO.2-SYP WIND DURATION OF LOAD INCREASE:1.60 TO THE ROOF W/TWO USP WS45(1/4"X 4.5") MAX TOP CHORD TOTAL LOAD=50 PSF WOOD SCREWS INTO EACH BASE TRUSS. MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES .5"Max ♦ +'■•f r � ' ��� r ;'fig •.+.� >l�i '��`�;, 36 BC`i42 A'ao 00 Od GD`4C 12 87 DF-- cY FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 r MiTek USA,Inc. Page 1 of 1 GENERAL SPECIFICATIONS 00 0 00 1.NAIL SIZE=3"X 0.131"=10d 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. h h n n n n u ii ,i I BASE TRUSSES VALLEY TRUSS TYPICAL , h VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS p i2 OR GIRDER TRUSS • y SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS ----W/-0NE-R0W-OF40d- --- -- ---- ----- ----- -- ---- -. _ WIND DESIGN PER ASCE 7-98,ASCE 7-02,_ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP-WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES *ti�ttrstorerrrfij , DETAIL A (NO SHEATHING) N.T.S. , #' 3 B BC A°2 21660"0 00 Ob 4bi2 87 D F NOVEMBER 26, 2014 TRUSSED VALLEY SET DETAIL ST-VALLEY (HIGH WIND VELOCITY) Old ® NOTE:VALLEY STUD SPACING NOT MiTek USA,Inc. Page 1 of 1 TO EXCEED 48"O.C.SPACING 0 0o y 0 00 In MiTek USA,Inc. FOR BEVELED BOTTOM CHORD,CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING NON-BEVELED EXPOSURE B or C BOTTOM CHORD WIND DURATION OF LOAD INCREASE : 1.6 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE-AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10"ON AFFECTED TOP CHORDS. NON-BEVELED BOTTOM CHORD NOTES: -SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES �4►'� `{ fi �� -THIS DETAIL IS NOT APPLICABLE FOR ' +t, 0.' pj'��r`'• SPF-S SPECIES LUMBER. CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12. �� + (MAXIMUM 12/12 PITCH) .► + - 7 S�F.TiAZ � 313 BC A2 2I00 40 00 00 4 72 STDF' `MAY 24, 2012 Standard Gable End Detail ST-GE190-SP MiTek USA,Inc. Page 1 00 DE1011 2x4 Typical 2x4 L Brace Nailed To 2x4 Verticals W/10d Nails,6"D.C. Vertical Stud 0 0o Vertical Stud 2X6 SP OR SPF No.2 (4)-16d Nails DIAGONAL BRACE MiTek USA,Inc. 16d Nails SECTION B-B Spaced 6"o.c. DIAGONAL BRACE l—� 4'-0"O.C.MAX (2)-10d Nails into 2x6 2X6 SP OR SPF No.2 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x4 Verticals 12 w/(4)-10d Nails SECTION A-A A Q Varies to Common Truss 2X4 SP OR SPF No.2 SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH(2)-10d NAILS AT EACH END. ** ATTACH DIAGONAL BRACE TO BLOCKING WITH 3X4= (5)-10d NAILS. B B (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK �r Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B NOTE: 24 Max Roof Sheathing 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALLTO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. \` 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. (2)-1^y ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max. J° BRACING OF ROOF SYSTEM. K� x (2)-10d NAILS 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0'O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A /TrUS S 24�� O.C. 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) Diag. Brace 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 points / 2x6 DIAGONAL BRACE SPACED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed / 48"O.C.ATTACHED TO VERTICAL WITH 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR �_ (4)-16d NAILS, AND ATTACHED TO TYPE TRUSSES. = BLOCKING WITH(5)-10d NAILS. 10.10d AND 16d NAILS ARE 0.131"X3.0"AND 0.131"X3.5"COMMON WIRE NAILS RESPECTIVELY. 11.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. 2 DIAGONAL End Wall — HORIZONTAL BRACE - Minimum Stud Without 2x4 DIAGONAL BRACES AT (SEE SECTION A-A) Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O-C. 3-8-10 5-6-11 6-6:11 11-1-13 2x4 SP No.3/Stud 16"O-C. 3-3-10 4-9-12 6-6-11 9-10-15 2x4SP-No.3-/Stud 24"O.C. 2-8-6 311-3 5-4-12 8-1-2 2x4 SP No.2 12"O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2x4 SP No.2 16"O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2x4 SP No.2 24"O.C. 3-1-4 3-11-3 6-2-9 9-3-13 1 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to {11� �tdj'r one edge. Diagonal braces over 12'-6"require 2x4 kbraces attached to both edges. Fasten T and I braces to narrow edge +,� .• '"*;'j of diagonal brace with 10d nails bin D.C.,with Sin minimum �� '�",■�,4�'i. �'�`'.� ♦�+ end distance. Brace must cover 90%of diagonal length. i ' T or I braces must be 2x4 SPF No.2 or SP No.2. � �. ., MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE B or C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING " DURKTION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. S.. .. ,'� '%; Wks rho 313 9CA221.00 00 011 00 C1287DF• August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 0� ® MiTek USA,Inc. Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/I-Brace must cover 90%of web length. 0 00 u Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size - T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace MI-Brace Nails Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB k 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace k } -A T-Brace/1-Brace must be same species T-BRACE and grade(or better) as web member. Nails / Section Detail T-Brace Web Nailstiu � �..•�.s. M$ 4 We I-Brace Nails 16 18 BCA22IC00Q4QOl}4C32$7DF,'. FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK �0 ® MiTek USA,Inc. Page 1 of 1 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, Lli 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MITek USA,Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED,BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d NAILS (0.131"x 3") DO NOT USE DRYWALL TYPE SCREW TO TOP CHORD (0.131"x 3") ( S) \ ATTACH TO VERTICAL \+� WEB WITH(3)-10d NAILS (0.131"x 3") BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO#12 x 3" RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(. DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF — --TO-BOTTOM-CHORD—'---WEB_WITH.(3)__]-Od_NAILS__-- (0.131"x3") (0:131"-x-3") --- — — -------'STRONGBACK-(DO-NOT-USE---- — --- --- DRYWALL TYPE SCREWS) 4-0-0 TRUSS 2x6 WALL BLOCKING HERS STRONGBACK (TYPICAL SPLICE) (BY OT ) (BY OTHERS) �y�`�:;r ^�;?%Liir; ='c:.:c� '.S`< _ '1,. •s - >h�i._`:�:w:�:�, r_THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, ���►} �{ T :Td-04, DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'4-LONGN0 SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d NAILS (0.131"x 3")EQUALLY SPACED. �. Boos 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) Wr • e t i V Nl�a� + .` SERF JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP �0 ® MiTek USA,Inc. Page 1 of 4 4 FV-1[1[1 NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 0 0o EXIT AT THE BACK CORNER OF 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. MiTek USA,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THIS DETAIL APPLICABLE TO THE - THREE END DETAILS SHOWN BELOW DIAM. SP DF HF SPF SPF-S (5 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR J 162 108.8 99.6 86.4 84.5 73•8 ILLUSTRATION PURPOSES ONLY in C6 Z .128 74.2 67.9 58.9 57.6 50.3 SIDE VIEW .131 75.9 69.5 60.3 59.0 51.1 (2x3) N .148 81.4 74.5 64.6 63.2 52_5 2 NAILS m NEAR SIDE -VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5')WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: SIDE VIEW 3 nails X 84.5(lb/nail)X 1.15 DOL =291.5 lb Maximum Capacity SIDE VIEW (M) (nails) ( ) ( ) P tY NA 4 NAILS 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE - NEAR SIDE NEARSIDE NEAR SIDE ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30*TO 60' VARY FROM 300TO 60' 30'TO 60 45.00° 45.00' 45.00' A� �1'x ••.; I�+>!$!!ice 1 • t w'. March 4, 2013 UPLIFT TOE-NAIL DETAIL ST-TOENAIL UPLIFT 00 ® MiTek USA,Inc. Page 1 of 1 0 0o THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY.BUILDING DESIGNER IS RESPONSIBLE a FOR LOADS IN OTHER DIRECTIONS. MiTek USA,Inc. END VIEW SIDE VIEW o.ao° TOP PLATE OF W LL 1"FOR 3"NAIL NEAR SIDE 71—1-1/16"FOR 3.25"NAIL NEAR SIDE L1-3/16"FOR 3.5"NAIL VIEWS SHOWN ARE FOR FAR SIDE A ILLUSTRATION PURPOSES ONLY r TOE-NAIL WITHDRAWAL VALUES PER NDS 2005(lb/nail) DIAM. SP DF, HF SPF SPF-S .131 59 46 32 30 20 NOTES: z 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES O .135 60 48 33 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE 162 72 58 39 37 25 NAIL FROM THE MEMBER END AS SHOWN. c•; 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING I=— z .128 54 42 28 27• 19 OF THE WOOD. w 131 55 43 29 2g 19 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN to N .148 62 48 34 31 21 THE CONNECTION. z " ------- �- --.__120---.5i----39...----27_-- —26—_—..._._17 -- --- ---- --- ------------__. __— . -------------------- z O .128 49 38 26 25 17 o .131 51 39 27 26 17 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3(nails)X 37(lb/nail)X 1.33(DOL 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 *il •• '� + ♦�f . Drawing exceeds 147 Ibs(177 Ibs)Building Designer irresponsible to specifiy a different connection. t► • 'a+ ! ��: '6008 .,• USE(3)TOE-NAILS ON 2x4 BEARING WALL USE(4)TOE-NAILS ON 2x6 BEARING WALL t s .20 ar-A') )is'rin r r`nn nn Ar i.`mz-i ric FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT ST-2x2 NAILING!; J :t . s 1 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 772-409-1010 7-10, 29'-0" Mean.Height, Exp. B, C or D. \AO Z� Dr SQ 2 2x4 SP No. 2 (Min) A7 o� 1 .5 x 4 o� 2x2 S P No. 3 ,.+► ,� T. rod�,,� 1 .5 x 4 �. ......... �� 3B.BCAZ;Z]00OU00094C'12897,M�: TYPICAL ALTERNATE BRACING DETAIL April 11, 2016 FO EXTERIOR FLAT GIRDER TRUSS ST-FLAT GIR BRACE a A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 12 FORT PIERCE,FL 34946 772409-1010 VARIES (4) 12d TRUSS 2411 O.C. (4) 12d MAX 3011 (2'-611) UPLIFT CONNECTION 2x6 #2 SP Both Faces -'--(SEE ROOF TRUSS)- -- ---- - -- - ( ----- ) --- 24" O.C. EXTERIOR FLAT SIMP.SON H-5 GIRDER ,�,,,►�`!Qi'� ,',,.. ■/ ,■( �� ,;;'' art f W1 , �. . � �� .���•" ;ate �•�i;.: SERT.AL•'# 3B BC A2 2i 006 00 t30 4C:12 87 DF tk.n,r i�«.e•yte[ ee e'f 11:SC59 ir}tiu�tnusxa^I?i^Nf c-r a;r[�- f aa •v'b nrS e.t:pe,nk. c t..vt Iw e.•��',T';adm ni{..Reb tt P(Id .[tvHN.e v nw e,sw-s•vN Y.iDD,.e.k;. Yt f.<r tea�f :NY cet^7p4 r(d.t hr [.fiery j:r..,xt'r fep '•n DDlgirien eppveee rl rxl.4 wsngM.e,t i ajln lbf IN u54?n tfp�i.fe1 t6F1,rer re I.gwt.6.[y eaenf t idurtt. ' p1 dR l ifM ielf.- nttit 7# daa5-ml4C /aleNy sx(>Y:gD uir,r tNmk.lelarq n q, (dkd! ito/azd R(IN■yndJ,N DDarm'.iGr X-o/! 'ai.•.cd M na•AWf/bcn;tsdlNpr M �Chu�y T 10083.mb. �p.E, G+t+e •rt[.nM14W •iW •v t7dsl kf erjl*x+,SdM@•iwa[ea},.M>m}tr.vq,aTN pw)i1-I*,N.Sf tW,nN4'.rli.awr_T['lt+•v ne 1 ,nit�rattall lF• .,i•<Isne HLud3. . q.'. r(rgn•<.(r. v a•yn�;t;c 4151 St'Lurie 61rd. .:.itfedR.eyr(�.:sefRFa eye rc•=+na.•rir_L.,c?,�plrgrn•. .tiyry q,tutr (muf.-o;rne-ray wa �M 1 e nd»(n�aj. (,mp6f•C IOIoA1Reel Tivarf Anthc yT Tei:.e 116 P.(.•ieprod aeo clhiidoia �L,o oerlelm;npfo ilnsC.'ri,levnhe vnnin peimspon.w=•klA el Tiusfbs-AeiM1:rip T.Ter6ell(,ICF. OCTOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS ST-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES 00 ® MiTek USA,Inc. Page 1 of 1 TOTAL NUMBER O MAXIMUM FORCE(Ibs)15%LOAD DURATION NAILS EACH SIDE 0 0o OFBREAK' X SP DF SPF HF INCHES 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 MiTek USA,Inc. 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 . 'DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS(CENTER ON BREAK OR SPLICE)WITH 1 Od NAILS (TWO ROWS FOR 2x4,THREE ROWS FOR 2x6)SPACED 4"O.C.AS SHOWN.(.131"dia.x 3") STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN.0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK(C)SHALL NOT EXCEED 12".(C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED(L)IS CALCULATED AS FOLLOWS: L=(2)X+C M�tJ G BREAK 3 l�ypl 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY X"MIN 6"MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED-X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND•A MINIMUM OF 6"FROM ANY INTERIOR JOINT(SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED_WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR L ��lj�l1�► 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_ �1► 'y■•••i�s•��� ��r 4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID ;�* : {`y E '■ fir►? . LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 4�' ■� '�, ` i!i ,���'`. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. i� 0 6. THS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. �,,. . ., •' + W., + 4t ` arn� L.nnm'nnonAr: stint-',. r L "March 4, 2013 SCAB APPLIED OVERHANGS ST-REP13A � TRUSS CRITERIA: MiTek USA,Inc. Page 1 of 1LOADING: 40-10-0-10 � ® DURATION FACTOR:1.15 SPACING:24"O.C. TOP CHORD:2x4 OR 2x6 u PITCH:4112-12/12 MiTek USA,Inc. HEEL HEIGHT:STANDARD HEEL UP TO 12"ENERGY HEEL END BEARING CONDITION NOTES: 1.ATTACH 2x SCAB(MINIMUM NO.2 GRADE SPF,HF,SP,DF)TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS(.148"DIA.x 3")SPACED 6"O.C. 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x SCAB (L) (2.0 X L) 24" MAX 24" MIN NOTE:TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses(spans less than 40')spaced 24"o.c.maximum and having pitches between,4/12 and 12/12 and total top chord-loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. *�lilll�il�l�`f REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER,GRADESVol; • 4083� r Ott r�aS� • ••• w 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. :,ALT/MOVED"BEARING CONDITION: TRUSS`MODIFICATION, Us BREAKS: e a'line.to note.:.. MISSING!DAMAGED PGA7ES: ; the exacLlocuUonflt the break: Craw in nevi locatt'on'of bearing'; lF.trtrss is too;lgng tshort;try anti be: provide,dimensipn as needed: circle plate that needs asdetailed as'possible:and provide .., - ., i. �w...:x,: r 4x6.I x3lf 3x3,--. : FP= -3x3'(I: 3x4 15>�4:Lt 13X4II r: r nee — ': dimensions as ded 5x6 1 Z 3 7 8 10 11 12 ;: i 1 ( .. r; 22 29: 20 18 AT 16: '15: 14 7':i(�,� i. t„ l'00 LONG t 9':5x4 I I 3x6=.: 1:6k4: I) 9:5x4.a 1. x 2!!3x6.- 3x6:FP,= 3z4.=. 3z3= 44: ii ,i. MEMBER'SPLIT : : >:........ ... .. ......... ......... ...:. .. .. : Denote exact.ldeetion of spfif.anti: BREAKS: Ilse a"lin`to«ote t t. tt�vlde arre,�proXimatd length. fhe:exact,loc...... of the 6reaEt; of :-MISSING-PIECE If:th&dart? : muttipie breaks,resulting in a 3x4: 3x4 ` sectlnn r�tlsstric�" - MISSING.t QAMAGED-RLATE-& 3x6,:r 7 Cifde'oldtbAhat:ride.dsaddressA t 6x4; 1 /� K 2: r Al u 61 f