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Home My WebLink AboutTruss•,fey 'AAA-1 ROOF = TRUSSES A I'LORIOA CORPORATION RE: Job 68867 File C®PY Lumber design values are in accordance with ANSIffPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Info: DOROTHY SIMPSON Project Name: SIMPSON GARAGE Lot/Block: Model: a= 4 Address: 5812 PINETREE DR, FORT PIERCE, FL Subdivision: City. County: St Lucie State: FL JUL j ? Name Address and License # of Structural Engineer of Record, If there is one, for the building. oER-111171i lG Name: License #: SC Lucie Count;r, FL 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: 170 MPH Roof Load: 55.0 psf Floor Load: 0.0 psf This package includes 10 individual, dated Truss Design Drawings and 16 Additional Drawings. With myseal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. I Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 IA0029643 I A01G 6/9/17 13 STDL03 STD. DETAIL 6/9/17 25 STDL15 STD. DETAIL 6l9/17 2 IA0029650 I HC4 6/9117 14 STDL04 STD. DETAIL 6/9/17 26 STDL16 STD. DETAIL 6/9/17 3 A0029644 A02 6/9117 15 STOL05 STD. DETAIL 6/9/17 ' 4 A0029645 A03 619117 16 STDLOfi STD. DETAIL 6/9/17 5 A0029646 A04 6/9117 17 STDL07 STD. DETAIL 619117 6 A0029647 CJ1 6/9117 18 STDL08 STD. DETAIL 619117 7 A0029648 CJ3 619117 19 1 STDL09 I STD. DETAIL 6/9117 8 A0029649 CJ5 6/9/17 20 STDL10 STD. DETAIL 6/9117 9 A0029651 HJ7 619117 21 STDL11 STD. DETAIL 619/17 10 A0029652 J7 619117 22 STDL12 STD. DETAIL 619117 11 STDL01 STD. DETAIL 6/9/17 23 STDL13 STD. DETAIL 619/17 12 STDL02 I STD. DETAIL 16191V 24 STDL14 STD. DETAIL 619/17 The lmss dmwnng(s) referenced have been prepared by MI IeK mausmes, Inc. under my direct suoervision based on the oarameters Dmvided by A-1 RoofTmsses. Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal dale for the state of Florida is February28,2019. NOTE -The seal on these drawings Indicate acceptance of professional 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, perANSIrrPI-1 See. 2. The Truss Design Drawing(s)(mD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documental provided by the Building Designer Indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural O n Engineering Documents') are specialty structural component designs and maybe proleefs deferred or phased submittals. As a Truss Design Engineer (i.e., Special Engineer), the seal here and on the Too represents an acceptance of professional engineering responsibility for the design of the single Truss depicted an the TDD on yo m k Building Designer is responsible for and shall coordinate and review the TDDs fortI I compatibility with their written engineering requirements. Please review all TDDs h�tl ail related notes. is %l Page 1 of 1 Vlhl, � T ms mm nee been biecavmca,ry sgndd and bodied dyrvmmPr, vnu.v m, r.L., Dead Load Dell. =12 in 7x10 = 4 a z4 4x10 = 1.5x4 11 5x10 MT2UHS W3 1.5x4 11 4x10 = 4x12 = 7-6-0 72-6-e 18-1-0 25-1-0 7-0-0 5_ 6-5.6-8 ]-n-0 Plate Offsets MY)- t2:0-0-0.0-0$ t3:044 0-4-81 f5:0-4-0 0-4-81 16:0-0-0 0-0-61 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.38 10 >796 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.8710-11 >345 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.22 6 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MS Wind(LL) 0.40 10 >753 240 Weight: 1181b FT=O% LUMBER - TOP CHORD 2x4 SP M 31 'Except' T2: 2x6 SP 2400F 2.0E BOTCHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-11-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 2845/0-M (min. 0-2-6) 6 = 2845/0-M (min. 0-2-6) Max Horz 2 = -77(LC 24) Max Uplift 2 = -1220(LC 4) 6 = -1220(LC 5) Max Grav 2 = 2845(LC 1) 6 = 2845(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=6883/2683,3-18=-8492/3402, 18-19=-8494/3403, 4-19=-8501/3405, 4-20=-8501/3405, 20-21=-8494/3403, 5-21=-8492/3402, 5-6=-6882/2684 BOTCHORD 2-11=-2460/6429,d 1-22=-2462/6465, 22-23=-2462/6465,10-23=-2462/6465, 9-10=-241616464,9-24=-2416/6464, 8-24=2416/6464, 6-8=-2414/6428 WEBS 3-11=34/638, 3-10=-93212338, 4-10=-1373/834, 5-10=-933/2339, 5-8=-34/638 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7)' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1220 It, uplift at joint 2 and 1220 lb uplift at joint 6. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 281 lb down and 306 lb up at 7-0-0, 173 lb down and 189 lb up at 9-0-12, 173 lb down and 189 Ile up at 11-0-12 ,173 lb down and 189 lb up at 12-6-8. 173 lb down and 189 lb up at 14-0-4, and 173 Ib down and 189 lb up at 16-0-4, and 281 lb down and 306 lb up at 18-1-0 on top chord, and 461 It, down and 152 lb up at 7-0-0, 87Ib down at 9-0-12, 87.lb down at 11.0-12, 87Ib down at 12-6-8,87 lb down at 14-0-4, and 87 lb down at 16-0-4, and 461 lb down and 152 lb up at 18-0-4 on bottom chord. The design/selection of such connection device(s) is theresponsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+, Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-90, 3-5=-90, 5-7=-90. 12-15=-20 Standard Concentrated Loads (lb) Vert: 3=-210(F) 5=-210(F).9=-71(F)11=-461(F) 10=-71(F)4=-173(F) 8=-461(F).18=-173(F) 19=-173(F)20=-173(F)21=-173(F)22=-71(F) 23=-71(F) 24=-71 (F) Bmh{ daulu,ryxrmh mhiiuyf mssm((Yupn+ relll!IY([f}MLm[rdCg�l.TtljWl MfPadarErm6igbgp xm,m .1xY,xMflm kn� ma 90S)n1d atlarl w2�tGh Lmmu cev.^aiixWnn¢eniwl � pitE AafartlhRN+MkC mpx! d4L tm CtrN(4h�m4tfWmbUpn`+ARuI Wn�4 e:u5nwtme hpdrmxAq xngxWW�gmbha 4k+mNY j� i(el ni inln+146vP i".4�rm�9u.wr,1'M '�:flnthcn"Y Ts TombUfl[, 1'-E., I d'meAfm t�ryry4ldnbru ntx huRdACw 4f m[edenvigmm}kfxumrp�x,wztr.eeAdAttCbNxweh�klnq,d+11R{Ikajpmtl4N�4p ih�fiM,kdpf l� hLtN41m?BLZI hfxLPe dMgddk�rM{,ry'pard 4.g0083 ,.. . - ' • mdt�+"10'xxd+mGa,Ku .,x rmhalaPw¢ mdm",mrruexnuhx!ar�drq�rcxwgfudtNdrm,apo wn.dia� rn4xa'Snu�O mxq�x4Mn �@�'pdmjhisgpxr�en6b.Naglresmam:m&a .'. I ,rtiy+xrw>, qnd$rc/n4pxdyrcnrw�m�gtirmeuo�pnlnmmR�b�wm�a t{1N4danp�nd+x+vro~tla �ehdpmm,aa Inmi 445LSG ttic{e 81yd, � (ipfiiRtl,930Rllladlrmsinrpadm 7S.TtmdHOli,$Renel mmefhPAory§enk�negbm.Grp}aM1laaSx7M1duh6enmfgpt�45r.hveAlpaaffievr,.Aiidearfjom5ai�Y,pF.' �A��N�� A Job Truss Truss Type Qty Ply 68867 AO2 HIP 2 1 I A0029644 Jdh Reference (optional) Al Root Trusses, Fort Plence, FL 34946, deslgngallmss.com Run: 6.UZU S Aug 31 201e Frmc a.UZU S Aug 31 2Ulb MI I6K InduSmee, IOe. Yn n UU 14:3L2a 2Ul / nn r 4x8 = 3 4z6 = 4 Dead Load Oe0. = 5/16 in 4z4 = 1.5z4 It 3x4 = 3x4 = 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.15 9-12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.43 9-12 >700 240 BCLL 0.0 ' Rep Stress Ina YES WS 0.26 Horz(rL) 0.11 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MS Wind(LL) 0.17 7-15 >999 240 Weight:101lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or4-7-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1564/0-M (min. 0-1-14) 5 = 1564/0-8-0 (min. 0-1-14) Max Horz 2 = -87(LC 9) Max Uplift 2 = -673(LC 8) 5 = -673(LC 9) Max Grav 2 = 1564(LC 1) 5 = 1564(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2704/1757, 3-4=-2453/1774, 4-5=-2705/1756 BOTCHORD 2-9=1415/2444, 8-9=1411/2452, 7-8=-1411/2452,5-7=-1422/2446 WEBS 3-9=0/302, 4-7=0/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent 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 bearingplate capable of withstanding 673 lb uplift at joint 2 and 673 lb uplift at joint 5. LOAD CASE(S) Standard OnuPP Oryry htlM.m63(t'Jn^esi411i!Im4[WYm1;gt�tWt'INafi Jltny�ug�{nV 7eiktFappeeae Watlek uNtrrtC9Pm+3nC�l�tY�rltmp�lFrhnilbi�a SLvz�adunl Nlr0. ti pynmxp mmrugneymm ltq mmlu lmmmgh4 gn,fgodqepe•ej,n•w mx`atgowep les mmnn nmuAw ryroav tpp6nvpmmewf�l rgad map y ml inMmurwS 'reure�cwnar Anthony,r,T.mhol[tP6- ' agrdulan4.gWuyi a� �rydag 4p.>,Iwn N+Inm nM!hSne. ewnazcmmWa6mpibwocwrrA.M1.gp mN�+mpnt.�n;umme.rmsnamtmas mamYn..dlwr�4rl.�, Awm x80053 hkuWg gmuema..l(Imnm nSpOMtimd%, irkendMMvjLgi, rallh[rcamlwMirmmmnle�mtitdt +t�aa bumnerbny kXs Icm, brio �mia^1.. °anwite vow m' - 4153St. tude Blvd. In,rm�u4xaSlflnnm/Ohr%dh nrgMarmmrnnhti A4bf h;n4laM tr9fb}411,ypr yw b fya eiX!d(�IgMftlg inalmnNMnni�i 1rl. Tyd•AtQrCe; FL r34446 (pp'yitglr,�9916Al IaNfiusas,Y.mXpayJTamEp116P.F; PmaDumuPUhnffolpiap,moeylMa4apiphlt�ahnallXewnwpoleiHpahonAllpdrry¢e�ATholYfi X'e I(;P.j� a Job Truss Type OtyPly68867 A03 THmI 2 1 A0029645 Jah Reference o tional nun: e.UZU s Aug 31 zuiu Print 8.U2U a AUg 31 2016 MITek Industries, Inc. Fd Jun 09 14:32:26 2017 Page 1 4x4 = 4 4x4 = S Dead Load Deg. = 3181n 3x6 = 3x4 = 5x6 = 3x6 = LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014frPI2007 LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M.30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-9 oc purlins. BOTCHORD Rigid ceiling directly applied or 5-4-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1564/0-M (min. 0-1-14) 7 = 1564/0-8-0 (min. 0-1-14) Max Horz 2 = -99(LC 17) Max Uplift 2 =-658(LC 8) 7 =-658(LC 9) Max Grav 2 = 1564(LC 1) 7 = 1564(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2971/2183,3-4=-2343/1697, 4-5=-2169/1673, 5-6=-2350/1701, 6-7=-2972Y2182 BOTCHORD 2-10=-1864/2737, 9-10=-125312169, 7-9=-187512738 WEBS 3-10=-700f709, 4-10=-254/420, 5-9=-256/421, 6-9=-695f705 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. In (lec) Well L/d TC 0.85 Vert(LL) -0.26 10-13 >999 360 BC 0.62 Vert(TL) -0.66 10-13 >458 240 WE 0.34 Horz(TL) 0.10 7 n/a r/a Matrix -MS Wind(LL) 0.2010-13 >999 . 240 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 658 IS uplift at joint 2 and 658 lb uplift at joint 7. LOAD CASE(S) Standard 2 PLATES GRIP MT20 2441190 Weight:107lb FT=O% Job Truss Truss Type Oty Fly A0029646 68867 A04 COMMON 4 q Jab Reference(o tional Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Fit Jun 09 14:32:26 2017 Page 1 I D:mxgKTxd W IXP WXIZ?OIB671z804F-ghhEa23HNmeL8TsDwonG9AFGmpt3dCsneUn6ze?P3 -2-0 2-6$ I 19.1-13 I 25--0 I7 5-13 2-0-1-0002 -5-11-3 4xe = Dead Load Den. =114 in Iv 3.4 = 3x4 = 3.4 = 3> = 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vart ll.L) -0.19 8-10 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Ved(TL) -0.41 8-10 >731 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) 0.22 8-10 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP Ne.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood, sheathing directly applied or 34-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-0-4 oc bracing. MiTek recommends that Stabilizers and rquired cross bracing be installed dun ng truss erection, in accordance with Stabilizer Installation ruled.. REACTIONS. (lb/size) 2 = 1564/04d-0 (min. 0-1-14) 6 = 1564/0-8-0 (min. 0-1-14) Max Horz 2 = -111(LC 17) Max Uplift 2 = -642(LC 8) 6 = -642(LC 9) Max Grav 2 = 1564(LC 1) 6 = 1564(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3208/2391, 3-4=-2600/1896, 4-5=-2600/1895, "=-3208/2390 BOTCHORD 2-10=-2081/2981, 9-10=-1180/1978, 8-9=-1180/1978, 6-8=-2099/2981 WEBS 4-8=-394/657, 5-8=-7421776, 4-10=-395/657, 3-10=-7427776 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 642lb uplift at joint 2 and 642 Ib uplift atjoint 6. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 1101b FT=0 u5l rwum,y¢ rcrG•iJWu rtm u(tw^cniiiinv+smon+fcmxa�"r9Pa"jwdrmrart, tigk pn,.+„wdu awnt ine,ari,rOmjedLumaillw B,ttG�e Sm w� w beiRsm enemj 6lvtimwya r4Cuwlh¢e'nal at ri g5peppP�v('sr,wrda,,.l&vd gmrTe an mess am maaq, aartymihhiymnRsydnfu�M1t 1a3 nroCd1N iP7 nwn r�}d'ffiI na xaeay mthony TS Tomea`gF p.E. ' lmdk R4Lmhahlanicµm¢aryilnC GP.m 2NMgxpG,p•egangaa,G ,rta40. ¢G¢ea( IG4wfwPq�tM ihRlni01d�j0awu/Po'JnrdlMl+iAtRaRhMiq'n Paa,.«a.WfmgdalhGmnnll4d ig006J nllwEhawrauewe mggM ahmlClm�rrtdur lnm`ue rind'�rt54Y vw NiR,idtmwau ammnLNim7rn'untm'es¢I+gnenm r�jd6dP)Yp�¢_kv 1, uunhia:enr9m aw/ma ?a..' . wgs$Y,a, • ibh„A nraitq(1e4a'.!R@r.xM�Iri Mrx6�d 41Ni 0d{Nidpa�iClh4dAphary 6 Emsdjti,IXd May tavpaLleru dhh@I Fod`Ne¢ti FL;OAQ46 G¢jdCklOg011AA lod[�usn 1¢iM1pvyl.Lm.auULf kr�^�n¢ellEfdoiom"em,moefhimdrpiphElzdr iNnulMemmtipv�i-s-iodromA NaArruwr,liRPOYLlve6'oak1,FJ Job Tmss Truss Type Oty Ply 68867 CJ1 CORNERJACK g 1 1 A0029647 Joh Reference o tional At Roof Trusses, Fort Pierce, FL 34946, design@almiss.mm Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jun 09 14:32:27 2017 Page 1 ID:mxgKTxdW IXP WXiZ?OIB67lz804F-ItFmG4v83mCIdRDUVI ViNnSa lLso7M?0141JYz8?P2 -2-M 0-11-11 ' 2-0-0 0 1 j 11 LOADING(psf) SPACING- 2-0-0 CSI: DEFL. In (loc) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.00 5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 4 n/a We BCDL 10.0 Code FBC2014rfP12007 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = -09/1VIechanical 2 = 433/0-8-0 (min. 0-1-8) 4 = -104/Mechanical Max Horz 2 = 82(LC 8) Max Uplift 3 = -09(LC 1) 2 = -381(LC 8) 4 = -104(LC 1) Max Gmv 3 = 53(LC 8) 2 = 433(LC 1) 4 = 120(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Ops1; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; 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 20.0psf 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 3, 381 lb uplift at joint 2 and 104 lb uplift at joint 4. LOAD CASE(S) Standard >.�at rk„ kYirio mssfi"p ila�cniii'rraceutnAu�mmu(iotasurrermaldrb.ti,�garil yrounw w.P=mnm t�gme,ynMful'L�liumll�7f,Gaa.}saedn n%nimginmi en4.w( NNTmPWun,1Wh}oonk as aJliclev/fx!cvh4§�We`�ba.,pwNmo�V"vm '°ra4'dk P'asoae,4. Ig.y=atpkkf�sY+ikiuNfWl Oeiarclnrve ry,einlni I4hn w,�ul�t'auacwmM : -Mthan S`Tamliritt[ifiP.. mai)mlu}ipy6ianxM;;j MOdrr aC*�'u4rPP§ettikbugPn me trpddettk& �M4d Pru7.w,wlllr,In�pmrldtmnumA;krirdMt i a4 rimrri nv.Mx�wawangda NjaPSj'ti�a Y i. ' ' ' v�dllkn! igrlwPmm U�iim nnkhtl fbx�biWo'r.�nflbmurLetavt�aaamnpOPnu?AkmmIDlxum 1�i�wndrt,;N S�r9t Ma rOlMeae.t�,e 1 d 80084 �44iN14m Hucrd7r$C�nhl•tlnryri lww m 6 xniNtsV mi ! IALP �R+ kR9+?,MrimrpnmP�e 4 4a5f Yk ludk-61`vb Y ;. pmna S, a mk q Iw bra»eA!kpadgblap lea!#m+pso wAwy7q a FWtNe%c9', H, ]4gdYr (dp�IghAi'{PRFIIVNftyy4r AmM1aayi l.n6dlG if; Pepei�mpe9(Nidaiilaen,jauryl iq,�tp}pA'E'i�,ixlM1pyiifie ninf00fimfaryetnm811aAGe�se' K,IIpEprY(Gm5)0(P.).- Job Truss Truss Type Oty Ply 68867 CJ3 CORNER JACK 8 1 A0029648 Joh Reference o tienal At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jun 09 14:32:27 2017 Page 1 1 LOADING(psf) SPACING- 2-M TCLL 30.0 Plate Grip DOL 1.25 TCDL 1&0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inns YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quids. REACTIONS. (Ib/size) 3 = 77/1VIechanical 2 = 409/0-8-0 (min.0-1-8) 4 = 19/Mechanical Max Horz 2 = 123(LC 8) Max Uplift 3 = -49(LC 12) 2 =-283(LC 8) Max Grav 3 = 77(LC 1) 2 = 409(LC 1) 4 = 44(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; 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 fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chard 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. �r CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.56 Vert(LL) -0.00 7 >999 360 MT20 2441190 BC 0.12 Ven( I-) -0.00 4-7 >999 240 WB 0.00 HOrz(TL) 0.00 2 n/a n/a Mahix-MP Wind(LL) -0.01 4-7 >999 240 Weight: 121b FT=0 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 Ib uplift at joint 3 and 2831b uplift atjoint 2. LOAD CASE(S) Standard r.oiy nw Xmru rx'iimanmfb(s15}n3iitwtdta..kbroulv:sam rnolarm,Y�ntt rnm�+a+.0 ��+�ien,mr I6m �Pn;'v�X3nri wq�Cfn. mwtd m >^.�:inmunetm«Ij pil1�5vYai WIk ik,R.eineL tlN u J e gml=xPiy %60 M1.rA sgmyq exm .aim Bkr by N I$nµuktgNkks)w�kHMrRn MaJ kd0 XI! mI ban �y5x5mi9mkiusmm.R Anth6 T Tomh6lil,,P.E,. mwd0 m b Ik'%.{Iik,ryvJl4Ak Cn kCaie enXNelpS `OeWk}dti5m`ikw Ikk BC'WR akfX3elokeflfll.IX[ry, 10Pajaa Iq R,kwvkl �4ma�aa)Ntiptl Rhk aadFwnvl}tiGmJenAlHrx YA80083„ uki6nr �p+Gai+sm. uan al eoka akp� aYv¢ �mxanuro�rc2dusaauugr�4drwi apunfkXrc6"4eelesa.mlarmei,Ar vqw{a �k1 g�,¢ww!_, oaro'tfl. ,aie mn,mnx x, 44535L woomd. ' mnklu4r+efX e�ww'hnab aVnn4 m�F+tlturswpiytivAN9mdl4M44ii frn5miwe9maaiadoymo,gacme(d t7ml. `606ke; RJ4546 � rran 9EiD791iAlr Arn,RMelb nyld.m.o0f,1�IPidoA000lMBAn,kme ym ojbw,,op pE31/3ivnEeui�pewmepRemrji£ea(�ua�IbofripswK,l�loq',i;8. 6a11¢Ah Job Truss Truss Type Qty ply 68867 CJ5 CORNER JACK 8 y A0029649 Job Reference o tional Al Rod nm> , run Pierce, FL 34946, oesigrugaluuss.com Run: e.u2u s Aug 31 20ib Pnnr 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jun 09 14:32:27 2017 Page 1 ID:mxgKTxd W IXP WXIZTOIB67Iz804F-ItFcn04v83mCIdRQUVIViNnSaIIFo7M70I4IJYz87P2 -2-0-0 4-it-11 2-0-0 4-71-11 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.56 Ved(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.07 4-7 >647 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 HOrz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Wind(LL) 0.04 4-7 >999 240 Weight: 18 to FT= 0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 170/Mechanical 2 = 493/0-8-0 (min. 0-1-8) 4 = 62/Mechanical Max Hom 2 = 164(LC 8) Max Uplift 3 = -105(LC 12) 2 = -291(LC 8) Max Grav 3 = 170(LC 1) 2 = 493(LC i) 4 = 88(LC 3) FORCES. (to) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph;TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Ecteria(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; 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 nonconcument 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 105 to uplift at joint 3 and 291'lb uplift at joint 2. LOAD CASE(S) Standard m.�6tn mn.pg mrren'nmh(1cu}srtiifrwiewmvrirofrcuflAmUr.-I r4:l�pmpm rem �ux�ne Syr .Grnm,`.akmmrivapfkLa=,1�rxM ,i iwmrurtenomC. p14u=tmdMrAax umeetm NV u7miG-w4(wa?ay,.mp6y.�7o.udumgnuamwew,rwJmyd+mkesewi ,ogw�dmmf,rydbvmrgmf mma�t�.vrt7nY Mun¢as tmrp m.vm�nmh `-pnthon T TambnliC P.6: a mae>cuskgxWrynwn 'rrydmc mq..,r a�,tem lurarmet, m&vntagMru,ormra rypuymhmm'.y to rp nrddrmnmga,Nmn1 F�;a eel r� i"n a asuard�iv tdeix"m' !* Y anfaykvwm4mauJumomiouUs+mriirdp d. emw!ta4rFa %!hl$ ?mlraatirkID isae re r4o rxd=UuduiA�ri�m*unc6 n�uwatgv�V6sxv_mi�uom`a,wn*.rtBWde Blvd.. ,mgllAtar>tIwlmmguF.mgMLwum�«mN raprgau Wlmfiadgwnpr rub rRre;ul?wngaol§Wdmuumcmmrd. u7mti Ft'SI Ra74448 U'I Um plGdl teelimmr doe 71evE �i(E�le eru?imafR�ile` enLino hm,nehiWgdv6 Whit eMwll heml ltdeira a4.-do Iotle.g,]; rut ? E Pf 3 9 uw w v r w ov lr. FP R I i Job Truss Truss Type Dry Ply 68867 HC4 RAFTER 12 1 AO029650 Job Reference o Clonal Al Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Fd Jun 09 14:32:28 2017 Page 1 ID:YWMtaZYTmRGkHbBJyTy?Kyn003-m3o_?k5XvNu2NnOc2DplEbKgZihJXacBFygsr z8?P1 2-9-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc)/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.02 1-2 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0,00 Vert(TL) -0.01 1-2 >999 240 BCLL 0.0 ' Rep Stress Iner YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 Matrix -MP Weight: 4lb FT=O% LUMBER - TOP CHORD 20 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uida. REACTIONS. (lb/size) 1 = 93/Mechanical 2 = 93/Mechanical Max Horz i = 41(LC 8) Max Uplift 1 = -69(LC 8) 2 = -78(LC 8) Max Grav 1 = 93(LC 1) 2 = 93(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=1160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exter or(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)' This truss has been designed fora 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 691b uplift at joint 1 and 78 Ib uplift at joint 2. LOAD CASE(S) Standard mar rl ^�^Yh mKtw suasa(asa�Ariuimaaban4afmrW .aavimkra lnlnbr}}rm..'m r in ti r i e iygc ty�n�:iman rr t,wari La ;3n1dn ex dm�nr eaao ¢ �iK�mrk uAu {drwitopamtu 7m ewrsm�(frt !h6P�a� og2Pra m m.•s�(My,F,m6gvnia �nut3�att(ngdprynr 1y rc1N rysi lnlprr�pumpet Yssrbd+ mi9M �. pntheny 7�Tomb0iltr, P.B. ' aKAm RrNnendeni arfr/dac ['y.N;dm,drosxlxae@ra+mrea,m nddsK�@ntM1WMYdmJGII.d mmf RrgrnaddranenurR.r'jn xmrni�wgmNvs.�n�n.kmrmndtvgddx'G 1ebp... �SD667 ...; �-i- ssm®ao yr eum f,r.a[rM,amemlmm6.r aRrlcea,ndaaosra+�r�erca@N�,ub6rmmm]nrm �ari'wnmulHjr�rjmrtN,ua;eunipa�d&fit 3'sR!r n&mbr�nwt�Ywn�- 4§S15f lode Wyll.. r . �,�liauannr.ruawkrenr.manuwa+fmaatgrr mxapmn6mrn c�uanwxu rcsnqu,'p�xnquaiw icmMrla!•t naemrcml � Ca'idigll Albal rnurt lslEm hTrmSolltr6P dun roohUvl t o kna ioEkiedw �M1 uiKe a,m e�0ierh¢oAlfoeRM$C.1IDEoe Tto�ll l.h' T4d"P'e42, FL 34946 Mr 94 y ,+ rcrmr= cw N 4 rP. r S Job Truss Truss Type Oty Ply 68867 HJ7 DIAGONAL HIP GIRDER 4 1 A0029651 Job Reference o fional Al Hoof Tmsses, Fort Pierce, FL 34946, designgalbuss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jun 09 14:32:28 2017 Page 1 ID:mxgKrxdWIXPWXi270IB671z8D4F-m3o_7k5XvNu2NnOc2DplEbKXOiV2XXheFygsr_z87P1 -2-9-15 5-10-6 9-10-1 2.9-15 5-10-6 I 3-11-11 I Der. =114 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.17 6-7 >683 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.39 6-7 >299 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.25 Horz(TL) 0.01 5 n/a We BCDL 10.0 Code FBC2014/fP12007 Matrix -MS Wind(LL) 0.16 6-7 >718 240 Weight: 391b FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-1-12 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 197/Mechanical 2 = 67510-10-15 (min. 0-1-8) 5 = 386/Mechanical Max Horz 2 = 205(LC 4) Max Uplift 4 = -115(LC 4) 2 = -363(LC 4) 5 = -113(LC 8) Max Grav 4 = 197(LC 1) 2 = 813(LC 35) 5 = 386(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-1092/289,3-11=-1038/298 BOTCHORD 2-13=-374/1006, 7-13=-374/1006, 7-14=-374/1006, 6-14=-374/1006 WEBS 3-7=-104/728, 3-6=-1290/479 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right 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 nonconcument with any other live loads. 4) • This truss has been designed fora live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the 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 1151b uplift at joint 4, 363 Ito uplift at joint 2 and 113 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)135 Ito down and 166 Ib up at 14-9, 135 lb down and 166 Ib up at 14-9, 50 Ito down and 40 Ib up at 4-2-8, 501b down and 40 lb up at 4-2-8. and 95 lb down and 108 Ito up at 7-0-7, and 95 Ib down and 108 Ito up at 7-0-7 on top chord, and 113 Ito down and 132lb up at 1d-9, 113 Ito down and 132 Ito up at 1-4-9, 3216 down and 2 Ito up at 4-2-8, 321b down and 21b up at 4-2-8, and 371b down at7-0-7, and 37lb down at 7-0-7 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit) Vert: 14=-90, 5-8=20 Concentrated Loads (Ih) Vert: 9=105(F=53, B=53) 10=118(F=59, B=59) 12=-86(F=43, 8=43) 13=4(F=2, B=2) 14=-67(F=-03 , B=-33) a.a,1m ro,myh ..mr nrx.rovC.(I'slu)nr3aiuNre%nm.unii"ounerayana?nainpi. kMu,Ypp=.nw a:uemr c gm.Wpejw3a+aAwlFm.PPt£f,6, >Qetaq c6 e�.i.me mmo g us7=alwrunx Aaroero.i me ulumvosa tw+ NePmlhimaw>a,',vmasarm,4v aaP a gm mnxk+apem@r rzrRafi 4IDowre&rlo-i latron.n n rmmvrc ma+.4 `..When li'romtioltt ' dnNa,3wa.Iwerrrof+M1wm✓h¢Lo.4r.wg.,,,,blpmgnnnntjDepr.6mgrxra(cu2emfrAr, mgdn'.wtm hmr nA6jrowwh{mnn<iw caweiatis�amac dlwyn8t"my^Ar°rr 1.9008, 1sl,aiwo- 'iNw4aigyq xa i•mio;nrMuwWMo-atmkmnacvr unmmenaPitn mMmimfronaroViro++rro a5quayMnm, la prig a�Jutu_mpr untowa!rp w➢rc wmmmval M$15k e6f m ni0rtnnuwccAWag,b raMpwaaGxnO,mcwamnep�smiau8inwuNM AmtW na1�*00".acm mcrom!Amb <rppl lkm 90§A=)wd2nilee AomP%1.Tam`gp11/F, Atpdmhoal>b'eEq'Y�ie 1,4aYa�n.Itp1a40ii�yaupno}I6evYmefµipfspa. homAl9adGrsu51s_BorYrinm5olA;r,E' fixh-%ear R 34846 Job Truss Truss Type Oty, Ply 68867 J7 JACK -OPEN 14 1 A0029652 Jab Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@aluuss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Fri Jun 09 14:32:29 2017 Page 1 ID:mxgKTxdWIXPWXiZ?018671Z804F-FFMMC469ghOv9wbo=K noto66tmG1slTeZPORze?PO Load DeO. = 3116 in 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.11 4-7 >761 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.31 4-7 >268 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MP Wind(LL) 0.19 4-7 >440 240 Weight: 251b FT=O% LUMBER - TOP CHORD 2x4 SPM 30 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 262/Mechanical 2 = 593/0-8-0 (min.0-1-8) 4 = 92/Mechanical Max Horz 2 = 206(LC 8) Max Uplift 3 = -161(LC 12) 2 = -316(LC 8) Max Grav 3 = 262(LC 1) 2 = 593(LC 1) 4 = 126(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; 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 161 lb uplift at joint 3 and 316 lb uplift at joint 2. LOAD CASE(S) Standard n.,qn mma„�.e,�ruorncuafs,la}rilii i�esumm;urwmei'iotairw.rlcaurr. iviry6gr ,anw dm,,,mt ny ¢a n'a7 vd,an�tfuwdl fFnw,Mmtdv mavene.,udne ae,uj �aylw�4m{uuµm,Wttiugnm aLUUrtnOv{,G�'+a�yywgrn ub}h,zl mtlem ngsa +rraeampN a� wlgmmevvapeN�p,t,�xi ea<lam�rot an+urctm lmMinen µ^nv={a�4 ambh..pntdcn TTombo ttf; 4.F.. a., denysa u,w{r,bny i1d3.c.�o-e�rmnmeas mMtnp, >a gnge rm;x rwsatn..o-xer�„,. Mymadl+mo+w�ur+amr nsaoniwa�Garmorl,rcs�utlr, lenrg. - r.d eoo63,.,. mpnyo ,mrw�aw rrecexrt namtaeN rpvmav; rve�dretve,y6^r'n,.tWuw@@xnrl�iyrtl,um4 a o<r nvartm tmEsr imsH"corm{mBeiaminu_B�r..-pw`nlioaail,s "'k<uwr 44515t L6CIaBIeO. ,nd¢I j4AYl igegghiircti dnMrllw Ipi liWm MpLIb�kW6e6 OgMpn I+c1L aj_matlhllmy.lr,nvduhacueldrru� ._ FPI%PlettO. FL ;�A9C6 � (�[Yn4bt01Q@fllvr(rp7rr MtgPvyf.EohlOft.Y; Ryrd nwvlfludo�yme 4mrnyh�n@IA6ti�tdxiM1mu5 nmrepnnGu ofneAl➢aat4rsk4liiM1oarfLmSbilf,P.E- I JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTLO1 _I CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOFTRUSSES 4451 ST. LUCIE SM. PORTTPIERCE, FL 34946 Attach King Jack w/ (3) 16d Toe nzaoalol° Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's I Attach Corner Jack's w/ (4) 16d Toe Nails @ TC w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC BC (Typ) 0 ti ich Corner Jack's (2) 16d Toe Nails I TC & BC (Typ) January 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL HIP / KING JACK CONNECTION 1 STDTL02 MIAMI-DADE CORNERSET SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach King and End Jack's w/ (1) LSTA12 Twist Strap @ TIC w/ (10) 10d Nails Min. Per Strap and (3) 16d Toe Nails NOTE: IN ADDITION TO STRAPPING TOENAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER T FOLLOWING SCHEDULE: 2X4: (2) 16d Toe Nails 2X6: (3) 16d Toe Nails LSTA12 TWIST STRAP W/ MIN. (10, MANUFACTURER'S RECOMMENDS JACKICORNER JACK (TYP.) NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6-2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HVHZ 0 ti Attach King and End Jack w/ (1) HJC26 Hanger on B( Attach Corne�Jacks w/ (1) LSTA12 Twist Strap @ \C and BC (Typ) w/ (10) 10d Nails Min. Per Strap HIP OR KING JACK (TYP.) FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL NW6 772409-1010 ALTERNATE GABLE END BRACING DETAIL ALTERNATE ❑IAGONAL BRACING TO THE BOTTOM CHORD I'-3' MAX. OIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITEI TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES e r 24' O.C. STDTL03 ` 2XG DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS,-ANO ATTACHED TO BLOCKING WITH (5) - IOd COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIND. ' PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON \ \ EITHER SIDE AS NOTED. TOENAIL \ \ BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT. EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. NAILING SCHEDULE: VERTICAL - FOR WINO SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF Uld (.131' X 3') NAILS SPACED 6' O.C. - FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE I ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. "'-URAL, STUD / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUOS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT AGGRESSED HERE. STANDARD GABLE / \S / FEBRUARY 17, 2017 A4 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772A09.1010 STANDARD PIGGYBACK TRUSS STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WINO 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. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.CJ A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 3' X B' 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' X OA99') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LEE. AT EACH 3' X S' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 T72A094010 SE TRUSS OF IOd VALLEY TRUSS (TYPICAL) DETAIL A TRUSSED VALLEY SET DETAIL - SHEATHED GABLE ENO, COMMON TRUSS, OR GIRDER TRUSS P )P SEE DETAIL 'A' BELOW (TYPJ GENERAL SEPCIFICATIONS STDTL05 1. NAIL SIZE - 3- X 0.131' = 10d 2. WOOD SCREW = 45' W545 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24- OL. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL 'A'. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN CRAVINGS. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASE TRUSSES GABLE ENO, COMMON TRUSS, OR VALLEY TRUSS GIRDER TRUSS (TYPICAL) WINO DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WINO DESIGN PER ASCE 7-10: 160 MPH .MAX MEAN -ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE WINO DURATION OF LOAD INCREASE: LED MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24- O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH 2X4 CONTINUOUS N2 SYP TO THE ROOF W/ TWO USP W345 (1/4' X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 5T. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF IOd NAILS 6' O.C. TRUSSED VALLEY SET DETAIL GABLE ENO, COMMON TRUSS, OR GIRDER TRUSS DETAIL A (NO SHEATHING) N.T.S. P 12 SEE DETAIL 'A' BELOW (TYPJ STDTL06 GENERAL SPECIFICATIONS 1. NAIL SIZE =3'X 0.131'=10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 00 NOT USE DRYWALL OR DECKING TYPE SCREW. 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE PER DETAIL 'A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASE TRUSSES GABLE 'END, COMMON TRUSS, OR VALLEY TRUSS GIRDER TRUSS (TYPICAL) WINO DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WINO DESIGN PER ASCE 7-I0: 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM G/12 CATERGORY II BUILDING EXPOSURE C WINO DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' D.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH 2X4 CONTINUOUS N2 SYP TO THE ROOF W/ TWO USP WS3 (1/4' X 3') WOOD SCREWS INTO EACH BASE TRUSS. F FEBRUARY17,2017 TRUSSED (HIGH WIND VELOCITY) AIL I STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 ATTACH b TRUSSES WITI- WINO DESIGN PER ASCE 7-98, p WINO DESIGN PER ASCE 7-10: 1 MAX MEAN ROOF HEIGHT = 30 FI CATERGORY 11 BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCRE) MAX TOP CHORD TOTAL LOAD = MAX SPACING = 24' O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. 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 CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34MO 772-409-1010 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/IOd NAILS, G' O.C. VER1 STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY: STDTL08 VERTICAL 2X6 SP OR SPF STUDW2X4 #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. (27 IOd NAILS INTO 2%62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS OIAGONAL BRACE 4' - 0' D.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH ENO. ATTACH'DIAGONAL BRACE TO BLOCKING WITH (5) - lOd NAILS (4) Ed NAILS MINIMUM, 3X4= PLYWOOD SHEATHING TO 8 2X4 STO SPF BLOCK j; v DIAGONAL BRACING k* L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' OZ. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4'-0' O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 15d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. DIAG. BRACE B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. AT 1/3 POINTS S. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE IF NEEDED TRUSSES. I0. 10d AND 16d NAILS ARE 013l'X3A' AND 0131-X3.5- COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/I POINTS MAXIMUM STUD LENGTH 2X4 SP#31 STUD 12'O.C. 3.8.10 5-6-11 6-6-11 114-13 2X4 SP 93I STUD 16'O.C. 3-3.10 4-9-12 W1 9-10-15 2X4SP#31STUD 24'0.C. 2,M 3-11-3 54-12 B-1-2 2X4 SP #2 12'0.C. 3-19-15 m41 6-6-11 11-8.14 2X4 SP #2 i6' O.C. LT 4-9-12 6-6-11 10-H 2X4 SP #2 24'O.C. 3-14 3-11-3 B-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' OL., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 907. OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. =30 FEET ROOF SHEATHING / (2) - 10d NAILS TRUSSES 0 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - l6d NAILS, AND ATTACHED TO BLOCKING WITH (5) - l0d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) ENO WALL STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING 13 BASED ON MWFRS. FEBRUARY 17, 2017 1 WITH 2X BRACE ONLY I STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER SU/. OF WEB LENGTH. �i THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO Ali= CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 20 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB NAILS WEB I -BRACE T-BRACE SECTION DETAILS FEBRUARY17,2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. =, NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE ..........................:::..................� TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-7 ROOFTRUSSES OF THE METHODS ILLUSTRATED BELOW. 4457 57. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772ao97010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING \�EB TACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WITH (3) - ') C SCAB WITH ' - 10tl TO TOP CHORD S WITH ( X 3') \NAILS WITH ( X - 1 ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSS ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') 2X6 STRONGBACK I 4'-0' (TYPICAL SPLICE) (BY WALL OTHERS) ATTACH TO CHORD WITH (2) N12 X 3' WOOD SCREWS (021G' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS SHOWN). i 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL " '� BE SUCH AS TO AVOID .UNUSUAL SPLITTING OF THE WOOD. A-t ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST. LUCIE BLVD. Ii SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE, FL 3M1948I A2-009-1010 TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o J .135 93.5 85.6 74.2 72.6 63.4 N .162 108.8 99.6 86.4 84.5 73.8 �i .128 74.2 67.9 58.9 57.6 50.3 U p J .131 75.9 69.5 60.3 59.0 51.1 n ri .148 81.4 74.5 64.6 63.2 52.5 STDTL11 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE IT NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X3) 2 NAILS EXAMPLE: NEAR SIDE NEAR SIDE (3) - 16d NAILS (0162'.DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE NEAR SIDE FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 845 (LB/NAIL) X LIS (OOL) = 2915 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' ANGLE MAY VARY FROM 30' TO 60' ANGLE MAY VARY FROM 30' TO 60' 45.00° \ `i` __--A 1 45.00° I 45.00° FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDR12 A4 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LO .131 59 46 32 30 20 J .135 60 48 33 30 20 to ch .162 72 58 39 37 25 J 2 U .128 54 42 28 27 19 F- LO z Z .131 55 43 29 28 19 W .148 62 48 34 31 21 -1 J CV Q M Z .120 51 39 27 26 17 C Z .128 49 38 26 25 17 O .131 51 39 27 26 17 J .148 57 44 31 28 20 I+1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO AS SHOWN. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND OOL OF 1.33: 3 (NAILS) X 37 U_B/NAIL) X 133 (OOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO FOR WINO DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *** USE (3) TOE -NAILS ON 2X4 BEARING WALL •** USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: SIDE VIEW L TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY END VIEW L NAIL NAIL FEBRUARY 5, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 W--V:c1 TYP 2x2 NAILER ATTACHMENT 1 STDTLI3 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX- LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24VI O.C. SIMPSON H5 J FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES O, .I ter,, TOTAL NUMBER MAXIMUM FORCE (LBS) 157 OF NAILS EACH SIDE OF BREAK X (INCHES) LOAD DURATION SP ❑F SPF HF FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 345 772-404W10 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XG PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL ENO BEARING CONDITION NOTES: 1. ATTACH 2%SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS 048' DIA. X 3') SPACED G' O.C. 2. THE ENO 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 SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24, O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES A-1 ROOF TRUSSES A FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance to the following standards: ANSI/TIP 1-2007i WTCA 1-1995 —'Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses', and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they,do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.Altruss.com �SP + STRUCTURAL CONNECTORS' A MTak' Company Hangers Allowable Load (lbs) ' DF-L/SP LSL LVL PSL SPF 1-10IST " 160% LISP Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule Tl JU524 1881, 655 750 820 510 - - - - - (4) - 10d (Header) FL821.39, (2) -10d (Joist) 11- 0510.01, RR 25779 LUS24 6ID 70 825 490 - - - - (4)-IN(Header) (2)-IN lloi:r) T2 JU526 1881, 850 975 1060 1115 - -- - - - (4) - 10d (Header) FL821.42, (2) -10d (Joist) 11- 0510.01, RR 25779 LUS26 865 990 1020 1165 - - - - (4)-100(Header) (2)-lOdpobli T3 MSH422 1831, 2025 2025 2025 - - - - - - (22) - lOd (Face -Face Max Nailing) FL822.36, (6) -10d (Face - Top Max Nailing) 08- (6) - 30d (Joist -Face Max Nailing) 0303.06, (6) -10d (Joist -Top Max Nailing) RR 25836 (4) - 10d (Top - Top Max Nailing) 13116-R MA422 V45 2245 2245 - - - - - - (6)- Mat (Coined Member -Face Mount) (6) - IN (Lamed Member - Top Range) (22)-2 0(Face. Fare Moant) (2) -160 (Face- Top Range) (4)-16d (Top -Top Flonge) W1422 ins 3835 1835 - - - - - (2)-IWx 1-112 or2-INx 1-1,2(ramed Member) (20)-IOd or(2)-100(Face) (4)-IN(Top) T4 THD26 1781, 2485 2855 3060 2170 - - - - - (18) - 16d (Face) FL13285.35, (12) -10d x 1-1/2 (Joist) 06- 0921.05, RR 25843 HW26 2940 3340 3600 1555 - - - (11)-lndx 1-112(carried Member) (201- IN- I-112 (Carried Member. Max Nailing) (20)-IN. 1-112(Ca10ng Member) (IO)-16dx1-]/I (CvrryinBMember-Mvx Noiling) us A RUCTU� P Y Hangers Allowable Load (lbs) DF-L/SP lSL LVL PSL SPF I --JOIST USP 160% Label Stock No. Code Reports NOV 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T9 THD48 1781, 3950 4540 4935 2595 - - - - - (28) - 16d (Face) FL13285.35, (16) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHU5 4210 One 5140 2000 - - - (22)46d(Fam) (6)-16d(fo8t) T10 THDH26-2 1881, 3915 4505 4795 2235 - - - - - (20) - 16d (Face) FL821.75, (8) - 10d (Joist) 06- 0921.05, RR 25779 13116-R HGU526-1 4355 4875 5230 2155 - - - - (20)-16d(face) f81-16d(lolsQ T11 THDH26-3 1881, 3915 4505 4795 2235 - - - - - (20) - 16d (Face) FL821.75, (8) -10d (Joist) 06- 0921.05, RR 25779 HGU526,3 4355 4875 5230 2155 - - - (20)-16d(FOtt) (6)-16d nehu T12 THDH28-2 1881, 6535 7515 8025 2665 - - - - - (36) - 16d (Face) FL821.77, (30) - 16d (Joist) RR 25779 13126-R - HGU528-2 7460 7460 7460 3235 - - - - (36) - 16d (Face) (12). 16d(loet) T13 THDH28-3 1881, 6770 7785 8025 2665 - - - - - (36) - 16d (Face) FL821.75, (10) -16d (Joist) 06- 0921.05, RR 25779 HGOS28-3 7460 7460 7460 3235 - - - - (36) - 16d (Face) (12)-16drlola) r' STRUCT URAL P nrtpaY Hangers - Allowable Load (lbs) DF-L/SP LSL LVL PSL SPF I -JOIST 160% LISP Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule TS THD26-2 1781, 2540 2920 3175 2285 - - - - - (18) - 16d (Face) FL13285.35, (12) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHUU&2 2265 3155 305 1550 - - - (14)-16d(FQae) (6)-16d(JaaO Hi11262 2940 3340 3" WS - - - - - f2g)- IM(CoeHedMember-Max Naiing) (20),I6d(Con sing 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 HN28 3820 4340 4680 2140 - - - (26)-10dx 1-1,2(cooled Member - Max Nailing) (26).16d(Coning 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 HHUs2e-2 4210 4M 51" 2000 - - - - - (22)-16sipme) (8). 16d(Joist) M28-2 3820 4340 400 3485 - - - (26)- 10d(canned Member -Max Naiing) (26)-16d(Carrylag Member -Max Nailing) T8 THD46 1781, 2540 2920 3175 2285 - - - - - (18) - 16d (Face) FL13285.35, (22) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS46 2"0 3160 3410 1550 - - - (14)-16d(Fare) (6).l6d(lobt) ti STRUCTURAL A MiTeWCompany Fastener Comparison Table Connector Schedule Group Label LISP Stock No Required Fasteners Reference No Required Fasteners (4) - 10d (Header) (4) - 10d (Header) - T1 JUS24 LUS24 (2) -10d (Joist) (2) -10d (Joist) (4) -10d (Header) (4) - Sod (Header) - T2 JUS26 LUS26 (4) -10d (Joist) (4) -10d (Jost) (22) -10d (Face - Face Max Nailing) 16) -16d (Carried Member- Face Mount) (6) -10d (Face - Top Max Nailing) 16) -16d (Carried Member - Tap Flange) - T3 MSH422 (6) - lod (Joist - Face Max Nailing) THA421 (22) - 16d (Face - Face Mount) (6) -10d (Joist -Top Max Nailing) (2) -I6d (Face -Top Flange) (4) - lod (Top -Top Max Nailing) (4) - IGo (Top -Top Flange) (11) -10dx I-112 (Carried Member) (I8) - 16d (Face) (12) -10d x 1-1/2 (Joist) (20)-10dx1-1/1(Carried Member- Max Nailing) - T4 THD26 HTU26 (20) -16d (Carrying Member) (20) -16d (Carrying Member -Max Nailing) (18) - 16d (Face) (14) - I6d (Face) - TS 'THD26-2 HHUS26-2 (12) -10d (Joist) (6) - I6d (Joist) (28) - I6d (Face) (26) -10dx 1a/2 (Carried Member -Max Nailing) - T6 THD28 HTU28 (16) -10d x 1-1/2 (Joist) (26)-16dx 1.112 (Carrying Member -Max Nailing) (281-I6d(Face) (22) - I 6d (Face) - T7 THD28-2 HHUS28-2' (16) -10d (Joist) (8) - 16d (Joist) (18) - 16d (Face) (14) - 16d (Face) - T8 THD46 HHUS46 (12) - lad (Joist) (6) -16d (Joist) (28) -16d (Face) (22) - 16d (Face) - T9 THD48 HHUS48 (16) -10d (Joist) (8) - I6d (Joist) (20) - 16d (Face) (20) -16d (Face) - T10 THDH26-2 HGUS26-2 (8) -16d (Joist) (8) -16d (Joist) (20) - I6d (Face) (20) —16d (Face) - T11 THDH26-3 HGUS26-3 (8) -16d (Joist) (8) -16d (Joist) (36) - 16d (Face) (36) - I6d (Face) - T12 THDH28-2 HGUS28-2 (10) - I6d (Joist) (12) -16d (Joist) (36) - 16d (Face) (36)-16d trace) - T13 THDH28-3 HGUS28-3 (10) - 16d (Joist) (12) -16d (Joist) pr�s U 1 STRUCTURAL 1hi-14, CONNECTORS" A MiTeW Company JUS24 JUS26 zzp LN TIM V1,2 THD26 THD26-2 THD28 N A, �47 M, THD28-2 THD46 THDH26-2 4. -2 r o x 0, ITHDH26-3 THDH28-2 THDH28-3 REPAIR REQUESTS When sending in repair requests, please use engineering sheets to describe issue or damage, and email to design@altruss.com. NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very helpful. Engineering sheets with the damage or issue noted are required. 1. If there are any special circumstances (sheeted, trades in, etc,) please make sure you note it on the drawing or email request. 2. We cannot provide sealed drawings for "field built" trusses. 2. See details below. Y AL'R E9DVED BEARING.CONDIliON 'TRUSS MODIFICATION: u. BREAKS Usea iieto rsse 'rcedasdei2�Wdas" R, urdmrr (J V78 nsrorisaS needed. = 4x6II ` x3 II 3x3= - FP= 3x3II 5x4 (I1.5x411 _ v `-:5x81 : r'2 3 4 ;6' S 10. 11 12 01 1 P. SSi BI to II 22' 21 20 19 i 1 17 16; 15 14, 7.112!,' = �1 TOO LONG 1.5X4It 3x6= 1.5x4 11 1.5x4 (I 121 3z6 = US FP= 3x4 = .3x3 = 4x6 = R ;F ti MEMEER SPLIT' ,Z Derso 11e1. €(aeatrgn,o6p[itand l BREAISS dsealtlteDIV ` :-pravtde an approximatelength theexact.(ocatlonal-tt _ ..MISSING PIECE .ifth6reare multiple breaks msufttftq in a " 3z4 3x4 � se>:tlorirrussinq; - "r MiSSINGiDAMAiGEDPL"ATES: s .' .. .- U6 5 "' -Circle plate that needs addressed-, 3x 5k4\� 4' -$ 3` 3` W 2 V e 9- r g: 2 ry ...N re.i•4`k:�'n:xN Rt.-:�iih+trc .w..: `MT5 k'.d .t--w H,A ,,,,13ntrcn. .�o... ...a. ,vi ".r�t. e.. N:;:Y'�n`i,en.ys vJ+Yy'1W&,H .MM .. .te'.v'.ti'r. „'tt .vP?tP�Y:t:Sxt 14 i.}NX'�nn. sA�nS .:fivm. .#F°�:�Y §{.,:.. X.. "n. h:uC .:,.'� 14