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REVISION Truss 9-15-15
0 t / 2P 15 6 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 N A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION .RE: Job 61998 A-11 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Info: L&C CONSTRUCTION roject Name: BALSER RESIDENCE Lot/Block: Model: BALSER RESIDENCE Address: LOT 4 HOLIDA CH, FL;ubdivision: City: County: St Lucie State: FL M Name Address VY91i ill, e Address and Licens43 ct ngineer of Record, If there is one, for the building. Name: License Address: City: General Truss Enginee' Mali Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/T 2-11 9.11 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 W I peed.A.-7' f1�(PF Roof Load: 65.0 psf Floor Load: 55.0 psf. This package includes 81 individu% - 9 ,,d, d e Ig n sand 0 Additional Drawings. !2m, "A r 'ei I With my seal affixed to thisHT uss Design Engineer and this index sheet the R.-T, SPUR conforms to 611315-31.00 � ofessional Engineers Rules. No. Seal # Truss Nam iMMAve-r MMal# Truss Name Date No. Seal # Truss Name Date — 1 A0577534 FLOIG 9/11/15 13', A0577545 FL12 9/11115 25 A0577557 FL24 9/11/15 2 A0577535 FI-02 -- -- ---- -- 9/11/15 14 1 A0577546 FL13 9/11/15 .26 -A0577558 FL27G 9/11/15 3 A0577585 JE2 9/11/15 15 'A0577547 FL14G 9/11/15 27 A0577559 FL28 9/11/15 4 A0577536 FL03G 9/11/15 .16 A0577548 FL15G 9111/15 -:28 7 60 A0575 FL29G 9/11115 . . . 5 A0577537 FI-04 .......... 9/11/15 :17 A0577549 FL16 9111/15 29 'A0577561 FL30G 9/11/15 6 A0577538 FL05G 9111/15 18 A0577550 FL17 9/11/15 30 A0577562 FL31 9/11/15 7 A0577539 FL06 9111/15 19 A0577551 FL18 9/11/15 31 :A0577563 FL32AG 9/11/15 8 A0577540 FL07G 9/11/15 20 A0577552 I FL19 9111/15 32 A0577564 FL32G 9/11/15 9 A0577541 FI-08 9/11/15 21 A0577553 FL20 9/11/15 33 A0577565 FL33 9/11115 10 A0577542 IFI-09 9/11/15 .22 A0577554 FL21 9/11115 34 A0577566 FL34 9/11/15 11 A0577543 FLIO 9/11/15 23 A0577555 FL22 9/11/15 L! .35 A0577567 FL35G 9111/15 12 A0577544 FL11 9/11/15 .24 -A0577556 FL23G 9/11/15 36 A0577568 FL36 9/11/15 The truss drawing (s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida Is February 28,2017. 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, per ANSVTPI-1 Sec. 2. The Truss Design Draw lng(s)(TD 01s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building indicating the nature and charactorofthe work. The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecific location]. These TDDs (also referred to at times 'Structural Delegated Engineering Documents') are specialty structural component designs and may be.pirt of the project's deferred orphased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and an the TDD represents an acceptance of professional engineering responsibility fortho design of the single Truss depicted on the TDD only. The Building Designer Is responsible for and shall coordinate and review the TDDs for compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes. EC .Manuel SEP' 15 201 -M 4, ri i n e z-- Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job 61998 "No. Seal # Truss Name Date No. Seal # Truss Name Date 37 A0577569 FL36A 9/11/15 75 A0577601 JP 9/11/15 38 A0577570 FL36B 9/11/15 76 A0577602 JP2 9/11/15 39 A0577571 FL37G 9/11/15 77 A0577603 JQ 9/11115 40 A0577572 FL38 9/11/15 78 A0577604 JQ2 9/11/15 41 A0577573 FL39 9/11/15 79 A0577605 JR 9/11/15 ' 42 A0577574 FL40 9/11/15 80 A0577606 JR2 9/11/15 43 A0577575 FL41 9/11/15 ':81 A0577607 JS2 9/11/15 44 A0577527 A01G 9/11/15 45 A0577528 A02 9/11/15 46 A0577529 A03 9/11/15 47 A0577530 A04 9/11/15 48 A0577531 A05 9/11/15 ..... .- ..... _--..... 49 _ - A0577532 - - - ----------- A06 9111/15 50 A0577533 A07G 9/11/15 51 A0577576 HJA 9/11/15 52 A0577577 HJB 9/11/15 53 A0577578 HJC 9/11/15 54 A0577579 HJD 9/11/15 55 A0577580 JA 9/11/15 56 A0577581 JB 9/11/15 57 A0577582 JC 9111/15 58 A0577583 JD 9/11/15 59 A0577584 JE 9/11/15 60 A0577586 JF 9/11/15 61 A0577587 JG 9111/15 62 A0577588 JG2 9/11/15 63 A0577589 JH 9/11/15 64 A0577590 JH2 9/11/15 65 A0577591 JI 9/11/15 66 -v A0577592 J12 9111/15 67 A057_7593 JJ2 -- - 9/11/15 68 — A0577594 - -- JK -- -- 9/11/15 69 A0577595 JL 9/11/15 . ----._.._. 70 A0577596 JM 9/11/15 71 A0577597 JN 9/11/15 . 72 A0577598 JN2 9/11/15 73 A0577599 JO 9/11/15 74 A0577600 J02 9/11/15 Page zaaY�I��IC',ilii)'+,i Job Truss Truss Type Qty Ply A0577527 61998 A01 G Roof Special Girder 1 2 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:42 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-SE?vl cLTkAz5b2cOnAy7ldzNlaHGbbdLtxgrwiyef53 4-5-13 7-9-0 11-9-1 15-9-2 19-9-3 21-0-0 4-5-13 3-3-2 4-0-1 4-0-1 4-0-1 1-8-13 4x4 = 1.50112 Dead Load Defl. = 9/16 in 2x4 II `x" " --- " 7x14 MT20HS= 0.75 12 LOADING (psl) 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 NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 `Except' T2: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E *Except* 63: 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2 = 2972/0-8-0 (min. 0-1-8) 9 = 1590/0-8-0 (min. 0-1-8) Max Horz 2 = 76(LC 4) Max Uplift 2 = -1598(LC 4) 9 = -786(LC 5) Max Grav 2 = 2972(LC 1) 9 = 1590(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9829/4796, 3-4=-7949/3761, 4-19=-7981/3796, 19-20=-8012/3812, 5-20=-8050/3825, 5-21=-9224/4547, 21-22=-9244/4551, 6-22=-9263/4552, 6-23=-9239/4518, 7-23=-9254/4514, 7-8=4208/2099, 8-9=-5418/2663 BOT CHORD 2-24=4660/9509. 2-25=4664/9514, 13-25=4678/9547,13-26=466119515, 12-26=4672/9543, 12-27=-4670/9809I 27-28=4671/9806, 11-28=-4671/9803, 11-29=4678/9875, 29-30=4678/9871, 10-30=4678/9870,10-31=4433/9177, 7-31=443319181,7-32=-1882/3817, 9-32=-2991 /6094 WEBS 3-13=-286/565, 3-12=-1916/1077, 4-12=-1066/2418, 5-12=-1999/1105, 0.38112 4x4 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.77 Vert(LL) 0.5710-11 >451 360 MT20 244/190 BC 0.77 Vert(TL) -1.0610-11 >243 240 MT20HS 187/143 WB 0.46 Horz(TL) 0.24 9 n/a n/a (Matrix-M) Weight: 205 lb FT = 0% WEBS 3-13=-286/565, 3-12=-1916/1077, 4-12=-1066/2418, 5-12=-1999/1105I 5-11=-25/318, 5-10=-777/350, 6-10=-441/301 NOTES- 1) 2-ply truss to be connected together with 12d (0.131'x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc clinched. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) Plate(s) at joint(s) 4, 8, 2, 7, 7, 3, 13, 5, 11 and 10 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` 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. 10) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. v 1- Io to 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1598 lb uplift at joint 2 and 786 lb uplift at joint 9. 12) Following joints to be plated by qualified designer: Joint(s) 8, not plated. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 232 lb down and 207 lb up at 8-4-6, 184 lb down and 172 lb up at 10-8-1, 142 lb down and 141 lb up at 12-11-0 112 lb down and 111 lb up at 15-0-12, and 101 lb down and 77 lb up at 174-7, and 237 lb down and 200 lb up at 19-9-3 on top chord, and 821 lb down and 555 lb up at 1-5-3, 492 lb down and 247 lb up at 3-8-14, 400 lb down and 204 lb up at 6-0-10, 72 lb down at 8-4-6, 56 lb down and 27 Ib up at 10-8-1, 46 lb down and 31 lb up at 12-11-0, 36 lb down and 34 lb up at 15-0-12, and 23 lb down and 36 lb up at 17-4-7, and 2 lb down and 97 lb up at 19-8-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-90, 4-8=-90, 8-9=-90, 2-12=-20, 12-16=-20 Concentrated Loads (lb) Vert: 8=200(B) 19=-163(B) 20=-1 15(B) 21=-72(B) 22=-31(B)23=15(B)24=-821(6)25=492(B) 26=400(B)27=-63(B)28=-56(B) 29=46(B) 30=-36(B) 31=-23(B) 32=-2(B) :MarniaiE- Monte thmougMy reeler the 'A -I ROOF TRUSSES (iF(IEri,GENERALTERMS A(ONDOIONSIIMDMEErrU111A(ANOWLFDGEMENf foem. Verly design insaneness end send notesno his Trvn DWI. Dm.isg(IDD) and she X.-I liorfe.J.1.III-aSheet before nse. UoI,-th—i-I*doolheIDD, o.ry MANUEL MARTINEI P.E. MOd m.nedn phtn shellbe medlarthe TOO to be"11111aImes Design legieee,(i.e.,5pesfahy Iegiaees(, lb, ndo. any ND min's.l, no.neptnn'e nl the in.1 nd mpaeuieg respouibgiryfm Ibe desigv al the singleton dcpided no the TOO only,orderOff 1. The desire msamptions, lending condition,, seiloM14 end ose at this brass fee my BuDding is the rasp.vsihTnyel,heDeter, the Oneis.ut600iled agent eo the euddeg Oeilgne,, in the mnhrtf of the DEC, IT. ll(,IAelocelbulding mdeend 1161. The apgard ofib, lO-0end anyfieW ne dMeLns, i.dudinghndherp.'tor'a iuto0odon.nd bonder, shoo be the 4]I ! responsibility ni de Building Designer aed(antream. AOamnul.ul in lheTDD o.dthe pcorti,es end guidelines ofthe Buildn fesnpeneetSafeq 1,do—u(A(Sll published by TPl end SB(AI,e,efe,en,ed for gue,.[ goid.nco. TPn 611 the responsibifnies and datie, olh.17u Dd igner, run-0'ign[ ine'e . 19, (OO (IT. Tons, Msselod er,udessoth-hede0n,d bya(oared ag,eed III. inInitiog by of pubesbeeches. The Tres, Design FtEl-ri, NOT the Building Desitim, as Ns, System Eegines, for ony baildog.All (opUcRed Isms ore a, defined in IBI-I. (oppigbl©1015 A-1 Roof Tmsses Manuel Mmtiem,1`1 ReptodusUon of thisdesunew, in mry lmm, is prohibited with .,men permission horsA-I Roof Trusses- Manuel Mmtines, P.E. �� � � 1f0, I�e32 u Li Job Truss Truss Type City Ply 61998 A02 Roof Special 1 1 A0577528 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:43 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH2-wQZHEyM5VU5yDCBCKtTMIq WXL_aHKyCV5baOS8yef5; 500 MT20HS= 1 1.50112 3.00 12 Dead Load Defl. =1/2 in 3x6 zz� 1.50 II 6x10 = oxlu — 3x6 = 0.75 12 0.38112 4-11-15 8-11-11 9- -9 15-10-7 21-6-0 4-11-15 3-11-12 0 -14 6-9-14 5-7-9 Plate Offsets (X,Y)— [2:0 4-8,Edgel, [4:0-6-8,0-2-4], [6:0-3-6,Edge], [9:0-5-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.48 8-9 >536 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.88 8-9 >292 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.22 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 87 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 `Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 30'ExcepV B3: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation cuide. REACTIONS. (lb/size) 2 = 1276/0-8-0 (min.0-1-11) 6 = 1179/0-8-0 (min. 0-1-9) Max Horz 2 = 80(LC 8) Max Uplift 2 = -588(LC 8) 6 = -537(LC 9) Max Grav 2 = 1276(LC 1) 6 = 1179(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4666/3590, 3-4=-4124/3196, 4-5=4088/3168, 5-6=-4918/3761 BOT CHORD 2-10=-3384/4464, 9-10=-3390/4473, 8-9=-3552/4685, 7-8=-3552/4678, 6-7=-3554/4716 WEBS 3-9=-714/476, 5-9=-903/626, 5-7=0/297, 4-9=-478/801 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. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 4, 5, 2, 3, 10 and 6 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 9 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' 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. 9) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 588 lb uplift at joint 2 and 537 lb uplift at joint 6. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and e/" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Winning - plot nthoroughly [nine One 'A-LIGOQRUSSIS,CSIMIJ CENTRAL IRMSd(DMDI11ONS(DS1OMIll rROY11jA[[NOWI[D6[MEM1i.,n.Ynihdesire pranna,adreal of,,an In,I.,, Design OraringhDDJand the Monuelbourbon, P.1.11,1 0h,ritbeforeusa.UnlessalM1enisestoledonlhafOD,ody MANNELMARiINEZr P.E. Aaek roanetloY plvtn shoo be used for Ibr IDala k mhd U.Loss Design [ngFnr gi.e.Spniohytvginentthe ad on my IDO repnseots ao oneplan,e el the prolessionl mgmemngrnpanubiddy lac the design of the single Tins 4picied on, the TOD eely, under 1111. the design ossumplions,faading modilions, sanabiliryoed use of thisTmn lore aeylm7ding is the responsi6Oiry of the Oeoer, Ile D.on iauRorued ogeolnlheluBdiog Desigon,in lAe reaini of the ll[,The IN(, air brief budding ad, mdttN. the opptnal of the TOD ondany Tell use tithe Truss, Wording bandliag,storage, ustoOotion and bracing, shoo be He #047182 ' rzspowibiGryofThe huitdingDnign,00d(onlrano,.AOootessetoolmlhalODoedlhepnn,firesovdgoid<linesoltheluOding(omponentfolerylnlormmieofl(SllpuhiisiedbyTPlwdA(Ao,enlonedtorgenerolguidenn.TMIderiinesthe -ponilihnanddolinofib, fruuOesirnn,Tm,Design Ingmeeraed 10019ChorltonCir. Tron tlonuladmn,odess erhenise defined by a [anranegrttd upoA ineritieg 6y oO pertiesinrolred. The Truss Design regime, is NOT the lutlding Designer at fmssSynent Iegineer for eq building. All [opitahud terns areas defined in TH-1. (apy,ighl©2015 A-1 loolTnsses-111—el Mmlian, P.L leptodurlion of this daomml, in mylorm, is pohibded eith erMen permission from A -I tool frusus-Manuel Mothinn, P.L Orlando, FL 32832 e Job Truss Truss Type Qty Ply ' A0577529 61998 A03 Roof Special 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 3.00 12 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:44 2015 Page 1 2-5-0 1.50112 5x10 MT20HS= 4x6 II 5 Dead Load Defl. = 1/2 in 3x6 ; 5x6 = 6x10 = 3x8 = 0.38 12 0.75 12 . LOADING (pst) SPACING- 2-0-0 TILL 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 FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'ExcepC 132: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1273/0-8-0 (min. 0-1-11) 7 = 1181/0-8-0 (min.0-1-9) Max Horz 2 = 84(LC 12) Max Uplift 2 = -608(LC 8) 7 = -528(LC 9) Max Grav 2 = 1273(LC 1) 7 = 1181(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4609/3690, 34=-3772/2930, 4-5=-3701/2919, 5-6=-3772/2912, 6-7=-4766/3814 BOT CHORD 2-9=-3465/4407, 8-9=-2635/3611, 7-8=-3603/4572 WEBS 3-9=-888/870, 5-8=-133/271, 6-8=-10061998, 4-9=-577/855 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC Vert(LL) 0.53 8-15 >486 360 MT20 244/190 BC 0.0.95 92 Vert(TL) -0.88 8-15 >293 240 MT20HS 187/143 WB 0.32 Horz(TL) 0.20 7 n/a n/a (Matrix-S) Weight: 83 lb FT = 0% 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 4, 5, 2, 3, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 checked for a plus or minus 2 degree rotation about its center. 6) Plate(s) at joint(s) 9 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` 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. 9) Bearing at joint(s) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 608 lb uplift at joint 2 and 528 lb uplift at joint 7. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard IN; to 0 Woming- Please thateughly ievierthe 'A I ROOF RUSSESCS11IfQ GENERAL 11RUS6(ONDECLINE CUSTOMER rIDNIBIA(IN OWL EDGEAR W In an. Verily designpe—ov, vrdread oola an this TrmsOedgn Drnuing(IDDJ and the Renner MmicenF.E.10m -Sheer Rehr euse*n/r�r"'s eni I mlh DO, ov M , ' A, NEZ, P.E. xneh menelror p1,1,, s1,11,-1in, 11, 1111, 1, "11, her Denigvingioem(i.e., Spviahy Engine"),lheandoevey 109 myrelet, ooaneplwte olthepralusimWeegiueerieq apvmi6NDy I. the deagnafthesing1, Trms depi.led vo fie TED only, under TIRE. IIJS 'dnvts, mpfn oivgty I }j �utabirdy end -el thi,Tmss for uey Building i, Mem Pe.sibVilyofthe O—F, the Orneis aulberired ogenl or The Boddeg Oesige",in the mntemlf the INC, The IRL the lomtbuilding We and 91-1. Theepp-el of the TDO and any field -..the Tmss, idudmg boodfie,mroge� ndiaedag, sAubA, #041182 I respansibililyoftheBuildingDesipercad(ammom.AllwoeleuIinTheIDDendthepmC-endguidelinesullhehlldngfecePe-t5vletylnlmmation(R(SI)pu611s6edbyIIIendSICAvetelaenmdIn,Inn[guidvnte.Tlldde6veunemepontiitiesenddulinolIT,LvesOesignm,TraxOesigaEnglnenvnd 10019Charlton Cir. Tm33 xvnvlottvmn,unless vthenise debned hya (volrast agreed vpov i—ifing by d p aim iaealeed. The Loss Desigu Engineer is NOT the Budding D,cp,r m Ten Symen Eegh-, To uvy building. All Iapim[icnd Isms are ns defined I.IPI-T. Coppight©2015 A-1 Boot Tosses-1A.—I Mmlinel, P.F. Ieplodedion 111141 duce—t, in any I—, is prohibited rfib winen pernissivN fen A-1 Beer I.,., -Wend Medina, P.F. Orlando, Fl. 321132 i Job Truss Truss Type Qty Ply 61998 A04 Scissor 9 1 A0577530 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:44 2015 Page 1 I0:BCyQv5firhlSZsXezgN1 rXytsH?-Oc7fSIMjGoDprMmPua_bg22kxO?Z3SBeKFJx_byef5l 5-5-12 10-9-0 16-0-4 21-6-0 5-5-12 5-3-4 5-3.4 5-5-12 4x6 = 3.00 12 Dead Load Defl. = 7/16 in 2 �1 3x4 3 3x4 5 6 T Io o r r 1-0-0 r 9 8 7 r ,A o 3x6 = 1.5x4 11 6x8 = 1.5x4 11 0.75 12 3x6 c 5-5-12 10-9-0 16-0-4 21-6-0 5-5-12 5-3-4 5-3-4 5-5-12 Plate Offsets (X,Y)— [2:0-4-8,Edge], [6:0-4-8,Edge], [8:0-4-0,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.43 8-9 >597 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.73 8-9 >351 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.65 Horz(TL) 0.21 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 87 lb FT = 0% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SIP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2 = 1275/0-8-0 (min.0-1-11) 6 = 1180/0-M (min.0-1-9) Max Horz 2 = 88(LC 16) Max Uplift 2 = -620(LC 8) 6 = -518(LC 9) Max Grav 2 = 1275(LC 1) 6 = 1180(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4736/3641, 34=-3576/2767, 4-5=-3576/2767,5-6=4765/3672 BOTCHORD 2-9=-3432/4534,8-9=-3437/4541, 7-8=-3469/4570,6-7=-3464/4564 WEBS 4-8=-732/1094,5-8=-1200/1024, 3-8=-11701991 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 D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plate(s) at joint(s) 2, 4, 5, 7, 3, 9 and 6 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 8 checked for a plus or minus 2 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 620 lb uplift at joint 2 and 518 lb uplift at joint 6. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wani,p • Plea,e thoroughly fwierthe '114ROOF naaas rSnarl, GIDERAI ARMS t (ONDITIONS (IaTOMTR rhgT1R1 ACKNOWIFODIMINr for.. yerry design p-writer, oed,,,d of,, an this Truss Design Drawing (WO) aad the Manuel Marfinea,P.Ltelereme Sheol before am. Unless otherwise stated an the TOD, only �Marks-.,PlufesshalheasedfarthalODfobeevlid.Aan'."Dodgefaginee,(i..'?asuby[ws'-.�IM1...aoanylDDreprnevfsvam<epimimoflM1eprnfnsivvvleagueeringrnpvmiba.ylvrthedetigevllM1esingbTrnsdepicted®thelDDvnly,midnlPhl.thedesignos.mpliom,Irvdiegmvditions, MANUELMARiINEZ,P.E. maahiNy ones o.d His Luss fa, my lmlGm9 is the respomihaeyal%a0woeb lkeaneisouAadmd apenf onhel ldivg Oesigner,in tAe mmeat olfhe ll[, the ll(, the lvsdbutdmg rude oadRl-1. Ibeepprvrd oMhe TOD ovdory field .11 fib,T,m,, inducting handling, slampt ioshwatiaoad b,advg,shall be the #047182 rnponsibiGty of the bulding Oedgon and(antradar. AD raise .1 in [be IDD and the pm Tons aid guidelines.1the teilding(unpmmf Safety Idereaution 111SO published by of ondSINA rm.I used for general96firm: TPAI star [be nspersbittimand desire at she Truss Oesignn, I,.,, Desig. Engineer ad 10019 Charlton [ir. Las Ytindorronr, udns mhenin defined 6y a (a.h.d egrzed upon inwfiug by of pectins i...land. The Truss Design fngiaeeris NOTthe Buldmg Designer as Truss Times fngi-, tar say building. MI (.iu aksed terms ore as defined m TPI-1. Copyrighl©2D15 AA Roof T,us-- Manuel Martian, P.L teprsdmfion.1this door-1, in our form, is prohibited with warren permission from AA tool Lusses-Unusual Medians, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577531 61998 A05 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:45 2015 Page 1 ID:BCyQv5firhlSZsXezgN1 rXytsH?-spg 1 feNM 15LgSWLbSIVgNFbtvnlPo_XoZv3VX1 yef50 5-31 4 8-10-11 11-4-7 14-11-13 21-6-0 5-3-14 3-6-13 2-5-12 3-7-7 6-0-2 5x6 = 4x6 11 Dead Load Deft. =1/2 in :9- 3x8 = 6x10 = 5x8 = 3x8 = 0.38 12 0.75 12 LOADING (psf) SPACING- 2-0-11 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 `Except` T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD 2-0-0 oc purlins (2-9-3 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 3-6-13 oc bracing. REACTIONS. (lb/size) 7 = 121210-8-0 (min. 0-1-10) 2 = 1313/0-8-0 (min. 0-1-12) Max Horz 2 = 86(LC 12) Max Uplift 7 = -521(LC 9) 2 = -648(LC 8) Max Grav 7 = 1212(LC 1) 2 = 1313(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4879/3903, 3-4=-3868/2993, 4-5=-3794/3000, 5-6=-3870/3013, 6-7=4770/3831 BOT CHORD 2-9=-3683/4679, 8-9=-2707/3702, 7-8=-3600/4564 WEBS 3-9=-1023/1005, 4-9=-136/280, 5-8=-007/887, 6-8=-949/937 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 D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 iIQ(A: CSI. DEFL. in (loc) I/deft Ud TC 0.88 Vert(LL) 0.53 9 >485 360 BC 0.87 Vert(TL) -0.88 9-15 >295 240 WB 0.32 Horz(TL) 0.20 7 n/a n/a (Matrix-M) 3) Plate(s) at joint(s) 4, 7, 2, 3, 8 and 6 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 5 checked for a plus or minus 3 degree rotation about its center. 5) Plate(s) at joint(s) 9 checked for a plus or minus 2 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) Bearing at joint(s) 7, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521 lb uplift at joint 7 and 648 lb uplift at joint 2. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 83 lb FT = 0% N Ia�16 0 Womiog•Ple.,.th-eghiyrnintbe'A-I ROOF TRUSSESCSFILIrLWEPALIFAYS I(ONatnONS(USTONEtClUIajACSNOWIEOOENENrfun.Vni(ydesigepammetenondreadtow.thie Trust Oesign Oioneg 0OO) ondlbe Mooveli0linerM110nente Shembdo-.. Onl-Aftiii {Ift on lM1 pQi¢ly M i0 d �Mlek moneAor plain shall be uudfn the TOO to be.aliA Ise tmu Design(nginea(i.e., Spnivhy[nginenilM1e ,ed.. ony NOrepmnetls on oueptrmof[he pnleviorlengineering rnpensibUUy lm the designelthni�gleLuudepined on the IDOoWy, under TPIFI. the deign ouophon`o�ingro dfjrwn�s �1 t 'AbRiily nod one of lhi,Tmu In, ney roUding i,eherespoesibOily d the Oeoer,.be0..,rthmud og,el or the I.M.ii Dentin", in the mmm of the 111,the ISC, Ne total tode and Vl-I. Theopppotel of the TOO ondmyfield ere fthe iron, iedodmg bundling, nomge, indaSodo. or 1, g, pptl brtba 0 I''81�'• req—kihty el the Building Omigneroed(antm 1,,. AU ale, sd out in the TOO and the pionims and goidd-of the Suilding(orepeneul Safety lnlomation(SCSI) published by Rl WSICA..,net e,ed for genmel guidon,,. ME dd lhe,espomibireie, and Mir, tithe Truu Oe e,,Lis s19 nl4gl.,.e��er.n,od [( Too,, Numdaknu glen olb-ire deMndb o(aotrod .9 reedor in nine d rrie,S-1W. The Tnm Onin(nea, is Nor 1eV&. Designer or Trus,ddemT Engineer for b.dAn ADC itaOted lams ore or drrined So IN. t ••�� 19 6 tgntlr. s l P 9h D° 9 M 9 9 9 09 q 4 P Copyright 0OO15 A-1 toot From • Manuel Modiner, P.L Peptoduttion of this dot—ol, in ony In,m, is prohibited Nith written permissian from A-1 Soa1 Truuo-Morel Madiner, P.E. Orlando, F132832 . ; Job Truss Truss Type Qty Ply A0577532 61998 A06 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:46 2015 Pagel ID:BCyQv5ffrhlSZsXezgNlrXytsH?-K?EPs_O_nPTX4gwnO?03vT82VBc1XJNxnZo23Tyef5? 5-5-1 12-6-4 16-1-2 21-" 5-5-1 7-1-3 3-6-14 54-13 1.50 12 500 MT20HS- 5x10 MT20HS= Dead Load Dell. =1/2 in 1-0-0 - 5x10 = �� 3x8 = 7x8 = 3x8 = 0.75 Fl2 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 FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except" B1: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 6 = 118110-M (min.0-1-9) 2 = 1274/0-8-0 (min.0-1-11) Max Horz 2 = 76(LC 16) Max Uplift 6 = -485(LC 9) 2 = -640(LC 8) Max Grav 6 = 1181(LC 1) 2 = 1274(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4898/3748, 3-4=4083/3161, 4-5=4116/3187, 5-6=-4743/3763 BOT CHORD 2-9=-3540/4696, 8-9=-3538/4657, 7-8=-3538/4665,6-7=-3547/4542 WEBS 3-9=0/287, 4-7=-469/802, 5-7=-733/645, 3-7=-877/617 NOTES- 1) Unbalanced roof live loads have been considered for this design. 0.38 12 CSI. DEFL. in (loc) I/deft Ud TIC 0.89 Vert(LL) 0.50 7-8 >516 360 BC 0.97 Vert(TL) -0.89 7-8 >289 240 WB 0.86 Horz(TL) 0.22 6 n/a n/a (Matrix-S) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 3, 4, 6, 2, 7 and 5 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) Bearing at joint(s) 6, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 485 lb uplift at joint 6 and 640 lb uplift at joint 2. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 86 lb FT = 0% If i.g•Pleamrh—ghlyrnimthe 'A.]1091T111SSIS(Y(SS(1],Wlndlow A(ONDIIIOM(OS10YElrlllyFl]A([XOWIFDGFtl[M('Iorm.Veritydesig.inn—enandrmdoolesaoThisI..UnpDmring(DD) and onMaeueSMorline;P.LgeSneomShwhelmetne.UnkefelEeniseetehdandlaillD,only MANUELMAR TINEZ,P.E. �Milek mnneslar plolnsha0 De usedfar the tDOla he eolid. As a➢.. Design lef'nee, (.e.,Speri.Ily Inginen),lbe aol on ear TOO npnnat, oa Plant, .1 the prafneineal engineering m,p.mibiliry f.nhe detige of the single Lms depicted en Ne l0O only, ondn 1P41. The design esompli.m, lending modiNom, neabihryondandroisinaelnraoylpiMiogistAerespoosibilbyafoeO.oe,theDmeiswlharuelogentoftheevadiogDeigaer,iolAennlenlalthelPLlheIR(,IAeOmihurdingrode®dR4l.theoppnralofrMiDOandanyfieldoseoflheir.ss,i.&dinghondliog,slaroge,udoDoNonandNmi.g,sho0betba #047182 repolniblfly of Me building D.,ig.erandrealm I.. All note e,tonl in the TOO and the p.&i nod guideline, 0 the Inil&ng(.mp...at fall,lel.ndw(1(Sq publi,hedbyVIand Sb(A are nlere nd for geoeal guidnen. Rol def.es the nepondbililk, ad def—I the lnae Oesilem,llo, Detign inginer and 10019 Charlton Cir. Tnau MunduMmr,odo,.1lb—se defined by a(aaNdgg d opae in anifieg by a0 pndieinednd. The inn, Deign Engineer is NOT the Raiding Milan,ar hue System logineerfar any baiKng.All Capimbaed letms a, .,defined in Rld. Cupynighl©2015 Ad Ran[Tresses- M.... I M. linae, P.L hpnadudion of Ibis Cinnamon], in any lot., i, prohibited Wit rrritlen penmit,ion ham A-1 Real T.,ses-Mean.[Modinor, P.I. Orlando, FL 32832 J Job Truss Truss Type Qty Ply 61998 A07G Roof Special Girder 1 A05775332 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 0.75 12 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 NO BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-8-15 oc bracing. REACTIONS. (lb/size) 2 = 1633/0-8-0 (min. 0-1-8) 9 = 2876/0-8-0 (min. 0-1-11) Max Horz 2 = 69(LC 4) Max Uplift 2 = -855(LC 4) 9 = -1413(LC 5) Max Grav 2 = 1633(LC 1) 9 = 2876(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5571/2697, 3-4=-3873/1904, 4-20=-8484/4091, 5-20=-8466/4096, 5-21=-8500/4130,21-22=-8484/4128, 6-22=-8453/4125, 6-23=-7248/3378, 23-24=-7210/3364,7-24=-7170/3349, 7-8=-7174/3335,8-9=-9002/4258 BOT CHORD 2-25=-2965/6053, 4-25=-1743/3485, 4-26=-4060/8421, 13-26=-4060/8415, 13-27=-4511 /9492, 27-28=4511 /9493, 12-28=-4511/9496, 12-29=-4510/9499, 29-30=-4510/9501, 11-30=-4510/9501, 11-31=-4087/8730, 10-31=-4076/8703, 10-32=-4093/8740, 9-32=-4080/8709 WEBS 5-13=-393/264, 6-13=-11051525, 6-12=-58/384, 6-11 =-2459/1324, 8-11=-1885/975, 8-10=-267/655, Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MI I ek Industries, Inc. Fri sep 11 1 t 1tiAf 2u15 Page ID:BCyOv5firhlSZsXezgN1 rXytsH?-oBoo4JPcYjbNigV_ZjXISggEMbxvGtx50CYbbvyeR 13-7-3 13-8-15 16-10-5 21-6-0 1.50 12 e><a = 0.38 12 Dead Load Defl. = 9/16 in 21-6-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.81 Vert(LL) 0.5212-13 >498 360 MT20 244/190 BC 1.00 Vert(TL) -0.9712-13 >267 240 MT20HS 187/143 WB 0.39 HOrz(TL) 0.25 9 n/a n/a (Matrix-M) Weight: 193 lb FT = 0% WEBS 5-13=-393/264, 6-13=-1105/525, 6-12=-58/384, 6-11=-2459/1324, 8-11=-1885/975, 8-10=267/655, 7-11=-862/2056 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' 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. 9) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 855 lb uplift at joint 2 and 1413 lb uplift at joint 9. 11) Following joints to be plated by qualified designer: Joint(s) 3, not plated. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 237 lb down and 203 lb up at 1-8-14, 101 lb down and 77 lb up at 4-1-8, 112 lb down and 111 lb up at 6-5-3, 142 lb down and 141 lb up at 8-6-14, and 185 lb down and 173 lb up at 10-10-10, and 234 lb down and 208 lb up at 13-2-6 on top chord, and 2 lb down and 94 lb up at 1-8-14, 23 lb down and 36 lb up at 4-1-8, 36 lb down and 34 lb up at 6-5-3, 46 lb down and 31 lb up at 8-6-14, 57 lb down and 27 lb up at 10-10-10, 73 lb down at 13-2-6, 403 lb down and 203 lb up at 15-6-1, and 481 lb down and 240 lb up at 17-9-13, and 779 lb down and 449 lb up at 20-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (ph) Vert: 1-3=-90, 3-7=90, 7-9=-90, 11-14=-20, 11-17=-20 Concentrated Loads (lb) Vert: 3=203(F) 19=-779(F) 20=15(F) 21=-31(F) 22=-72(F) 23=-116(F) 24=-164(F)25=2(F)26=-23(F) 27=-36(F) 28=46(F) 29=-57(F) 30=-63(F) 31=403(F)32=481(F) Th-mg•Please T6o,oughly mrin it,'A'1 ROOT TRUSSESI'SEIIEPI .LPIN(PA(TEIMSA(ONOnIOXS(ItfTOMEP rPU4PjAC(NOWT[06EMENT'To- Yerifydasigepommelenendrend notes..@is kon Design Oning(00) and the Moved koft:,P.ERol ereano Sheol before on. Ud,,, nthneiu emted on the TOO, only MARiINEZ P.E. MOek connector plain shoo be medfn the 100 to be eoliA Asori Design Engineer r-,5pniaMy regh—I,the s,of oe ony TOD r.piel'ots oo m¢pmnn tithe ptofmimml engineering rnpenibniry [or the dedga of the tingle hon depicted no The TOO only, under 1PH. The deLgn anoneplion, 1.0mg os wrAtio, "linbONMn y cod- I thin Inn for ney RoOding is erp.Aflayof the Om.ne e,,he0isoAniced agent no e Poadiog Dedgnei,in the comer of the 11C,The 111, the Ion]bu0dieg code and TPbT. The oppoul of The TOO end any field on .1 the Tran,inluding bandheg,storage, Imeouofioo and b,adog, thou be Ii, #047182 ' i responsibiliryollheNuilding0etigonond(onlcoaor.NnolnseleolinlM1elODondlM1eprofin, end guiddineso[ the 161dingComponent 5oferylnimmation(l(ST)pabrAedbyRlandSU(Aone ofneend in, gennolgoidorim.TPHdermn the rnponibikfio, end colinolthe Scott Onignn,TnuDesignEngineeroed 10019(horllon(ir. Lux Monof,"a,wless ctbengse defined by o 0 0ameg,eed opee in riling by a0 pectin ineelnd. He Loss Onign Engineer is NOT the luddiog Design,, or IntoSyhm f gh-, for avy, bd&g. MI (apuofrsedte,ms are os defined io R01. (opytighl©2015A1liol5run-ManuAntieec,I'LPeprodudiondthis doument,inany lotm,E,prohibitedrithwiitlenpnihiion in. A-IroolTrususManuelModine:,P.E OIIOndo,FL32832 i Job Truss Truss Type Qty Ply 61998 FL01G Floor Girder 1 2 A0577534 Job Reference o lineal Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:47 2015 Page 1 ID:BCyQv5firhlSZsXezgNlrXytsH?-oBoo4JPcYjbNigV ZjXISggODb5MGwt50CYbbvyef5_ 0-10-2 1-2-0 1-1-0 3x6 = 1 3x6 = 2 1.5x4 I 3 Mixet I 4 ` 1.5x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.01 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 40 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 8 = 1184/0-3-10 (min.0-1-8) 5 = 1184/0-3-8 (min. 0-1-8) Max Grav 8 = 1184(LC 1) 5 = 1184(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1103/0, 4-5=-1063/0, 1-2=-145910, 2-3=-1459/0, 3-4=-1459/0 BOT CHORD 6-7=0/1459, 5-6=0/284 WEBS 2-7=-746/0, 3-6=-714/0, 1-7=0/1444, 4-6=0/1309 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-4-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=-10, 1-4=-563(F=-463) Winning•pleete thoroughly review the 'A-] ROOT TRUSSESCSEIIERI OINERAL TERNS IS(ONDITIONS(IISIOMEN rRINER]llINOWLFODIMIMrfmm. Perify design prr,—tm,ned,end write to this Trust Design D-49(TOO) and the Manuel MmNnes,P.E. Rderewse Sheet before use. Unless otherwise sntedan the TIED, only MANUEL MARTINEZ P.E ka itn:ecltr plates shtD be usedfer the IDo fr 6e rrrd, Is nlmn Dodge Fnginen(i.e-Spmithy [rgiven},1M1e wnl to vny TOO nprzserb rn rnrphnn rl the pnlestioml eugueedng nsprnsihiiry Iry the deugvollhe tingle Gros depicled ee the IDO rnhy, onderlP41. the dedgn nsomp(wm,loudi",endiffem, ,uh,Eihryood use al this Trust for toy ruilding 1, the nsprubNNy.16,nwne,, the Cover's tulbmind agent or the rondiug Designer, in the sweet d the IRE, the IRE, the hmnudding,do sued TPbl. Neoppuvtl oftAe NO wdrnyfieldun of McLns, including btndhog,Wnep, iusmllutitnand brodng, shun be Me #x 047182 1 nspmibiliryolrteGnldiigDnignerted(onhtdm.Ihnnf—,?outinthelDOnndlhepnsfire, end guidelines dthehild'ngCrmp—olSoferylnformnfiotlR(54pubrishdby71ondSITE uenferensedfosgr ulgridurn.R4lderineslM1e,nprnskLtinvnddvliestlthelruteDedgne,,irrunesigr[egineerowd 10819(horltonCir. inns Mhnduclure,,onless ethenise defined 6y a [rnhwdwgreed tpte io wrdi.g by of pwnies mashed INe rots Deeigu legineer is NOT the ruilding Designer or Trust Syn. login eer la, try Iwilding. All Copimnred rums ore we defined I. PIE. Copyright ©2015 A -I hoof Trusses -Manuel Mudines, P.F. teprodudion of this document, In any form, is prohibited with written permission from Ad Roof Trusses -Mooed Wines, P.E. Orlando, fL 32832 Job Truss Truss Type Qty Ply A0577535 61998 FL02 Floor 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com. Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:48 2015 Page 1 ID:BCyQv5firh ISZsXezgN 1 rXytsH?-HOMAHfPEJOjEJz4A7Q3X?uDZg?Vs?03EFsH96Myef4z 0-3-4 3x6 �1 3x3 11 1 1-2-4 2 1-2-0 3 3x3 = 1-2-8 4 3x3 II f 1:5x4 11 6 3x3 = 3x6 = O Oo LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) 0.01 8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.02 8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 23 lb FT = 0%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 216/Mechanical 1 = 216/0-2-12 (min. 0-1-8) Max Grav 5 = 216(LC 1) 1 = 216(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-5=-279/0, 1-7=0/282 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Warning-Plea,eth—olyresis. fit, 'AI[our gUSSES('SI11111MORAL TIM&(ONDIIIONS(USIOYEP('CUIRjACPNOWLI06IMINf'fee..%( desigeparometeisandreadWe, anthis Tre,,06goDmdngTWO) eed]he 9-1Mutims,P.F.PeternaThe bdsmess.Udessatb-is,1.1,doolhe.TOO,OLsell N ?33283Y7 Mild ronneder ploln Ad be m 16,1heIM, he eolid. 4slisss Oesigs[nginen(i.a, Speddyfngiaeerl,Ihesesl on say TOO represeoIs oo aneplona al the ptolmsioesl engi-d.1"spsmib,14Is, the desire al she,le9l, Ttuss deplded os the mO only, vnd.,TPI.I. The design sumpi,snding rlo4dma"Nstoitohilitoeden d this Truss lot say hilding is tNersspsosSONy al the Owner,tleOmersaut6osised spent sr lbeP ldisg 0esigneryinbe seated sl lFe INC, the IILIF.e ltmlhuildingmda andT?Tl. neopprosold1h,190.doeyfidd use ofibeLess, iedsding Fondling,torogemslollns dmi iauogs etha #�re,pa dhility d the luilding Onign"oed(onhad". All We,al out is lheIll ad the p,stUres and gciddines d the ruildng(ompu ntSAly lnfured.(161) publided hyIPI and Sh(A are reFerenced for Nee 1Isidonse. IPll Men the responsibilities and duties olThe Truss Des nes,41 sign nf"enIru,sl2rdadsser, vdns th-ise defined by a Tow agreed qm in e,itiag by d podia, Sscalad. The I.,, Design rnginea is NOT the ruldeg Oe,ign<r ar Isms Sym" legieeer for o.yhoildng. NO (epidsrded toms are a, def sd is Rbl.(spyrighl©1015 A-1 tsdWusso-Wesel MsrlineeP.r.Pepsodudian of thisduumml, in any lmm, Is pohibited rich rsiOen pmminion(ssm A-1 foal Tms--M.-IMsdim, P.L ��IIan.. Job Truss Truss Type Qty Ply 61998 FL03G Floor Girder 1 2A0577536 Job Reference(optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1-0-2 1-2-0 I 1.5x4 II 1.5x4 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:48 2015 Page 1 I D:BCyQv5ffrhlSZsXezgN1 rXytsH?-HOMAHfPEJOjEJz4A7Q3X?uDTD?NT?LBEFsH96Myef4z 1.5x4 II 1.5x4 11 4x4 = 0-QT10 1-7-2 2-2-2 2-9-22-10 2 5-7-2 8-3-2 $-5-2 0-0=16 1�-7 0-7-0 ' 0-7-0 0'1'-0 2-9-0 2-8-0 -2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.05 6-7 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.09 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) -0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight: 74 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9 = 657/Mechanical 6 = 685/0-3-8 (min. 0-1-8) Max Grass 9 = 657(LC 1) 6 = 685(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-811/0, 1-2=-1633/0, 2-3=-1633/0, 3-10=-1633/0,4-10=-1633/0 BOTCHORD 7-8=0/1633, 6-7=0/2059 WEBS 2-8=463/0, 1-8=0/1870, 4-7=-477/0, 4-6=-1985/0 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc clinched. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 528 lb down at 4-5-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 6-9=-10, 1-5=-100 Concentrated Loads (lb) Vert: 10=-448(B) Wmaiog-Pleatethateughlyseeie" the 'A-1 ADOFTIOSSnrSIRER'LUNIMIRMSp IONOMIONf(IRIOMIp rpU1Ep71I[NOM1N[OGFM(TI'form.Vndyde,ggo pmarrenus cndreadnale,on Urkmasbereise d Was lb,TDD, Wy MANUEL MARTINEZ, P.E.kiTebmm.ederpWes,AoD be used for the TDD In 6e evlid 110- ,sipfngldee V",SyuwNiOryioembthe"doovty TOOrepmeds on—pmn(uel she p.F.Wde.9in-iogrespanvhTgfar the deugeaf the singleLms deyided.e the TOO ody, order IPId. the derlgo nmmplunslooding medanns, mdabilpyaulaseolthisfruafar say pudding is thentpomibi ity of the Omr, the Deoer't ashorued agent at Thepddiog Designer, in the (unless d the 111, the lBCaela,tl building rads oodTPI.1. The epp(uml of the TOO and onyfidd ores of she Truss, inrldding bundling, durap,h,tollution and b(udog, sbafl be its #047182 i mpeso,fiTryolMepuAdingUesigvermdCommdm.IOnolouloolinlhelDOondlheprefieesaudgeidebnnoltheluddag(onpmeotSaferylnlormalinnll(S4publhbedhylPlondSB[/o,me1eremedfarp.-Iguidaore.IP4ldefntherespons,3ifdiesondddina(IAelmsOnigner,iro„Design[ngineeraod 10019EhorltonUr. Truss nanuloreorzr,u 1-ods—is. defined by a issuedag,.d upoe in rifiq by oa p riimia,aleed. The Tnts Deign fegiaeergs NOT the pudding Designer or Truss System Engineer for toy hoilding. All (epha dined tams are as defined is Tihl. (appighl©2015 A-1tool Trams, - Manuel Murli-,P.E. hprodudionofIN, derument, in any farm, is prohibited"ith.0ul permission Irom A-1 loaf Trusses- Manuel Martinez, P.F. OflOndo, EL 32832 Job Truss Truss Type Qty Ply A0577537 61998 FL04 Floor 2 1 Job Reference (optional) A I KUUr- I KUJJtb, r-UK I YICKt r, r-L _JAU4o, ceslgnSa)a-I(russ.com 0-3-4 3x6 1 1 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:49 2015 Page 1 I D:BCyQv5firhlSZsXezgN1 rXytsH?-IawYV?Qs4Kr5x7fMh8amX5mfMPmGkpVNU W 1 ifoyef4y 1-3-12 1-8-0 2.6-0 . 0-4-8 3x3 11 3x3 = 2 3 1.5x4 11 3x4 = 4 5 63x3 11 11 10 3x6 = 9 8 3x4 = 1.5x4 II 0 p-3 4 1 8 l 3-3-0 4-1-0 4-11-0 5-5-0 8-2-0 _ 4 1-5-0 1-6-12 0-10-0 0-10-0 0-6-0 2-9-0 Plate Offsets (X,Y)— [1:Edg_e,0-3-01, [5:0-1-8,Edge1, [8:0-1-8,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.05 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight: 42 lb FT = 0%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7 = 427/Mechanical 1 = 427/0-2-12 (min. 0-1-8) Max Grav 7 = 427(LC 1) 1 = 427(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-610/0, 2-3=-607/0, 3-4=-932/0, 4-5=-932/0 BOT CHORD 9-10=0/932, 8-9=0/932, 7-8=0/286 WEBS 1-10=0/693, 5-8=0/683, 3-10=-448/0, 5-7=-576/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. Wuniog-Pleme Moroughlyrerier,he'4I WarIIUSSES ('SlltlnA 0[NEPAL IEPMS d (ONDTUDNS (USTOMEP( SUIE1IA(INOWLEDGEM[Nrfo,n Verily design Ovremden nod readome, as Thin Truul esig,D—iog (TOD) end the A.-Himi-, P.( [if -ow, Shemi fore ase. Unless olhereirz smled en the IDD, only IMiTeAermr pl.1—holl be tied Wilo, TOD Ia be did.Asal,ou Design Fnginm(i.a, SpmioDyfngineerl,lM1e seols000y 100 0apricelsmorreplonse of the pwfessionol engineering respomi6difylor the deGgoafsAe single iota depi,fsdoelhe TDDanly,ond,,TPl4. lAe design ossumplions; landing wodisioro, MANUEL MARTINEZ, P.E. so d6flay and win of this Tomslo, toy Building is the raspo.sihnly tithe owner, lie Oneis Outherioed agent or the hildieg Dnigner,in theraded afthelb(, the lit, The loml budding side mod TH-1. .pp,oral oFlhelODwdaoyfieldase of Ma lna,io,Wdiog htodling. morege,imfonori000nd No,mg, shtnhethe #041182 responsibiln"Ithe baildingNOS.,, end (.afros,ocforcoad for go I gold c. ISM deft- The iesionsibiglits cod Miss of the Tr,ss Desigeti, Tom Design [of r cod 10019 Charlton Cir. Trms Naaufsacau,crisis olb-hedefined by a Sum .greed ups. in ditg by on ponies ineehed. The cross Design Engineer is NDrthe Sodding Designer ar Truss System F.giaeerfinnaybalding.All [opnofaedtnmsore es defined in IPId. Cappighl ©i015 A-1 ttof Cusses-Naeuel Madiaea, P.F. Pep,odumion of This desumenl, in any from, is prohibited Will .,his, pmmission foam A-] Isol Cusses• anauelModinee, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 FL05G Floor Girder 1 2 A0577538 Job Reference o tional Al RooF IRUS5E5, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:49 2015 Page 1 ID:BCyQv5firh IS7sXezgN 1 rXytsH?-IawYV?Qs4Kr5x7fMh8amX5mf6Pn2kpONUW 1 ifoyef4y 2-6-2 1-8-0 , 2-10-4 1-5-2 1-7-2 2-6-0 1.5x4 11 4x4 = 1.5x4 11 3x4 = 1.5x4 11 3x4 = 3x4 11 14x6 = 2 3 4 5 6 7 8 1.5x4 11 4x6 = 9 10 10 2x4 11 4x4 = 1.5x4 11 3x4 = 4x10 = 48 = 4x8 = 1.50 11 0-Qr11 7-11-10 8-3-10 8-WO 11-10.2 17-1-10 20-0-8 20n1-2 -11 7-10-14 012 3fi-8 5-3-8 2-10-15 0 -9 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.41 Vert(LL) -0.06 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.09 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 178 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18 = 301/Mechanical 11 = 536/Mechanical 14 = 1323/0-4-0 (min. 0-1-8) Max Grav 18 = 379(LC 3) 11 = 554(LC 4) 14 = 1323(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-332/35, 10-11=-510/0, 1-2=-795/309, 2-3=-795/309, 3-4=0/1293, 4-5=0/1293, 5-6=-1225/0, 6-7=-1225/0. 7-8=-1225/0, 8-9=-1556/0, 9-10=-1556/0 BOT CHORD 16-17=-309/795,15-16=-309/795, 14-15=-309/795, 13-14=-281/144, 12-13=0/1873 WEBS 4-14=-375/0, 1-17=-364/672, 3-14=-1715/0, 10-12=0/1433, 9-12=-254/0, 8-12=-328/32, 8-13=-734/0, 6-13=-250/0, 5-13=0/1226,5-14=-1408/0 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) fare in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live leads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Woming-PleaseTAetouob/revlow the '41100nINISSISrail fti, GIN (III IIINS A(aNOn10NS0510Yfg(1UrfNjA[rNOWIIDGIYIN1' No. Nagydesig. Fee meteaendrred Wes onthis Res, OesignDo,ing(IDDIand the Moral 0wrina,P.LlelnmaSheelby-tue.DnN-theri-JoledonMel00,only MANUELMARiINEZ,P.E. kireh mnneshr proses sY.D be uudL, lie IgOTa k roGd. As.Irvss Dedge [ragmen (is ,Spniahy Ieymeer),the ad o. our TOD ieprne.ls eo...Ftunre.tthe p,dasienol engine,,in, aq.nsnldy lac she design the single i,., depicted on the Igo only, end,, Mr. The design w-nopkes,leeding r.nditmns, sodobildy end use of this Is- for ory lu0dingh the respeofibOAy of the Owner, the Owner's omberired open] or The holding Designer, in Me-Wt dAs 11C,[be IBC, the loml building red, end IPld. the opps—loIThe Too and enyfield use ofthe T-s,ioduding hundliog,sIe,.g,, bstotlofion end Modog, shell be rise #047182 I rerpomibifiryoltbeBuJdiogOesigoero.d(eohetlm.NoolnuloolnlhelNondrhepr.rNrnoodguidelinetolt6eluNivg(ompuneof5oferyldo,m.tivo(BCSQpu6rskdhylPloedSl[Amen(ereeadforg-,dgoidome.1P41M stb,-peobd6esandduV—IhelrussDed9ne,,Tr—Mig.[r0,eraod 18019ChorltonCir. Irms Yendetloar, uolas.0—ise defined by o Unbent agreed up.. in wrineg by n0Ivy,, io.olred. The T—DrOgu [ofoen is NOT the Building Designer or Truss System fo&eer tar wry building. All CopgoWed terms Da is derinedI. IPDI. (.py,ighl©2015 A-1 BeefTrusses - Monad Wines,M. lepsoduaien of this derument, in any hu.,I, prohibited with.,Men permission hre A-1 pool trusses. Morel Mention, F.I. Orlando, FL 32832 Al In Job Truss Truss Type Qty Ply A0577539 61998 FL06 Floor 9 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:50 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-DmUwiLRUrezyZHEYFr5?4JIuXo9LTHhXiAmGBEyef4x 0-3-4 r1 1 1-5-0 1 1 3 12 1 1-8-0 i 1-6-8 ♦-L34 3x6 -1 1.5x4 11 1 2 3x6 = 3 1.5x4 11 3x6 = 3x6 4 5 6 12 11 10 9 3x3 = 6 3x3 = 7 3x3 = 3x3 = LOADING(pst) SPACING- 1-4-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 TCDL 10.0 Lumber DOL 1.00 BC 0.25 BCLL 0.0 Rep Stress Incr YES WB 0.14 BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 28810-2-12 (min. 0-1-8) 6 = 288/0-3-0 (min. 0-1-8) Max Grav 1 = 288(LC 1) 6 = 288(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-413/0, 2-3=-625/0, 3-4=-625/0, 4-5=-625/0, 5-6=-422/0 BOT CHORD 10-11=0/411, 9-10=0/625, 8-9=0/420 WEBS 1-11=0/469, 6-8=0/479, 5-9=0/272, 2-10=0/290 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s)1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. DEFL. in (loc) I/deft L/d Vert(LL) -0.02 9 >999 480 Vert(TL) -0.03 9 >999 360 Horz(TL) -0.01 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 43 lb FT = 0%F, 0%E Westing -Plea se thoroughlyI"fewthe'A-IIOOFIRUSSES(9nnrI,GEIRAIIUNISAIONDITIONS(UROPElrinijI(INGINUDGINSNf'loan.VinhydesignpotentatesandreoduotesavthisTressDesignD—ing(Faljandthe$noveldarlmn,1`1ItItremSheaIbeforeamUnlesstlhenionstatedan0.100,only A IMANUELMARTINEZ P.E. $ithotnnednr pleln shoohea,ad he, the IDDto be ruewnr d. Asa1 DesignTng((e, Specially Ingirmer),theseal an any TOO representsas oueplanrc oI the Star here]enpmeningenprewbOdyIn, the designelthe single fears depideduh the TOOonly, andeelPhl.The deeign osseopfum, leadingsovdif-, ' souabi4ry and used this fear,I., any luUding(s Me tnpenabililyof the lease, the Oaneis authoebed agent or the sodding Designee, in the enoteet of the UK, the th(, the land building node lad Is The airy lithe IDD eadseyfi.ld are dth,11—jeclading baadllag,storage, mstaffidso and Snaring, shell be the #047182 rtsp.mibirigoltheluildiog0eigrtroad(aotrorinr.lOnalnutoulinlM1elDOondlM1epeatliresoodquidelinesaSt6ebulCng(omponeot5oferylnlormntioo(N(SI(puhli4edbyiPlmdSD(larereferen<edlorreonalguidaoee. Off ldef- the eespenuMi—edduties ofeh,TrussOes1,ge,Tms,Desigo[ngine-rel 10819ChorltonCir. Tnossdnndaemrer,onless $bonito dotted hr a (avhen agreed up>s in.ffaq by at patties inralead. The fears Design Engineer is NOT the lulGog Designer at Trust System Engineer lot any building. All (apBaGxd lerns are es defined is RI.1. (apytfghl 02015 A-11.1Teusses. Maavel Martinet, P.E. Iepredurfion of this do its in troy term, is prohibited rith veifu puntiesioo (ran A-1 Real T.--Manuel Martinet, P.I. Orlando, FL 32832 Job Truss Truss Type ty Ply 61998 FL07G Floor Girder �() 1 A05775402 Job Reference (optional) AT rcuul- Ir[u5ae5, VUKI YItKI.t, M,14,4413, aeslgnLa-Trruss.com i 1-2-0 I1 1-0-8 � 1.5x4 11 3x4 = 1 3x6 = 2 3 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:50 2015 Page 1 I D:BCyQv5firhlSZsXezgN1 rXytsH?-DmUwiLRUrezyZHEYFr5?4Jlr2ol NTELXiAmGBEyef4x 1-8-0 i 1-1-8 T 1-1-0 1.5x4 11 3x6 = 13 4 3x4 = 5 6 12 11 10 9 83x8 = 7 3x4 11 3x8 = 1.5x4 11 1.5x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC20141TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 "Except` W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 1609/Mechanical 7 = 819/Mechanical Max Grav 12 = 1609(LC 1) 7 = 819(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1501/0, 6-7=-739/0, 1-2=-2526/0, 2-3=-2526/0, 3-13=-2998/0, 4-13=-2998/0, 4-5=-1356/0, 5-6=-1356/0 BOT CHORD 11-12=0/272, 10-11=0/2998, 9-10=0/2998, 8-9=0/2998 WEBS 3-10=-292/0, 4-9=0/316, 1-11=0/2480, 2-11=-784/0, 3-11=-784/0, 6-8=0/1358, 4-8=-1880/0 NOTES- 1) 2-ply truss to be connected together with 12d (0.131 "x3.25') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 -1 row at 0-6-0 oc clinched. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3x4 11 4-1-0 4-11-0 6-5 12 8-2-0 0-10-0 0-10-0 1 6-12 1-8-4 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.34 Vert(LL) -0.05 10 >999 480 MT20 244/190 BC 0.76 Vert(TL) -0.07 10 >999 360 WB 0.35 Horz(TL) -0.01 12 n/a n/a (Matrix) Weight: 71 lb FT = 0% 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert: 7-12=-10, 1-13=-510(F=-410), 6-13=-100 Wervag-PIeoseThoroughly arW5,41100FTNOSSESCSEL11171 DENEIALUIZA(DNDMONS(USIOYEI(IOTIRjA(NNOWILDaM[Nrlarm. Ynilr design panmelen and madnofesaa thinrrun0esigoDrodng 000J ondlheNoeoelPorlua,P.E.telereae SNeet behre au. Ualnsmb,aia slotedanth,11 ootP IMANUEL MARTINEZ, P.E Mireh annedar phtn 1,11 heated Is, Mgo t e Io fie eolid. As *floss leap bogiaeer (i.n,SpniaNy Iogine se nphal iv my TDg tetls at a mpreaplmne eT The pafessiinl agi-dag rnpontibNNy fat the design of the single fins depicted on the TOD only, under IPI'I. the design nsamplims, kodiag roodifim" sainobiliy aid use of tbisfiva lot my Building is the respoosibilitr of The Outer, the Owner's mthariadivial or The Building Dnigne;ia Dauntless all. If(, the le(, de Intel budding end, and 91-1. The appeal elfin T00 and any field nr of lWass, including bandliig,storage, Installation and having, shall be An #047182 Tes��es2ibryclMeeuld'ipg0esigner*td[antradv.ANaoteeset*utiothelDOmdlbeprarlasadpdegnnoIheBuilding (ompnnnlWily lnla—Vout11101)pubhshedbyITT and SECI- W tiedfatSnta][gaidmte.TMIdefinslhempma3illinanddulina[theTruss0,sigan,inss0esigeEngineereed 10019 Charlton Or. Trans Namlailiar, urea mbervia defined by t (anhadagaed also in andting by or indict halved. Re Truss Dasigt login eet i, NOT the I.iddi Diagnr as Ina Spda s l*pittarIs, my building. All Copra@ed least ore as defind W rPl.l. (apyrighl©2015 AA 1.1 Cusas - Tinsel Marine;li lepmdudian of This dominant, it any Ivan, Ss prohibited frith tafte permission TosA-11ml Cusses- ManuelMadina, P.I. Orlando, FL 32832 Job Truss pe Qty PlyJob A0577541 Fuss TRoor 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:50 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN 1 rXytsH?-DmUwiLRUrezyZHEYFr5?4JIumoBUTIYXiAmGBEyef4x _ 0-7-0 �f 1-5-0 I 1-10-14 0� 3x6 <�- 30 11 3x3 11 3x6 1 2 3 4 0 0 0 0 3x3 = 8 7 6 5 3x3 = LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft , Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 ' Vert(LL) 0.01 8 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(TL) -0.04 8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 183/0-6-8 (min. 0-1-8) 4 = 183/0-3-0 (min. 0-1-8) Max Grav 1 = 183(LC 1) 4 = 183(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-251/0, 3-4=-251/0 WEBS 4-6=0/285, 1-7=0/285 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 28 lb FT = 0%F, 0%E Nmnivg- pleme thmwghlytemis, the 'A.1 ROOF TRUSSES rSHIII11,Milk IIIIASIt(ONDITIOAS 0T5109I1 rMI11A(INOWIED6F9111117 loan -Nerdy deign p.r.met en.ndtead.mtes on this iron Design Ormmimg(001 and the Moeuel Y.rtmet,P.F./ele,emeShectbehremtt. Udess alhenise sealed on lhelDD,only MANUEL MARTINEZ P.E. Milek,onnedar pWn shv0 6e rased fur IAe IOOIo he cord. A,.Ttvss Oesige Eng¢eer(e.,Spnivley Enginen),the red o..ay IUD sepmuml....uepmme.1 the p,ofess;-I eno—heg rmpvnsWay Im it. dmdge ml the single Trvss depided me the TDD only, Dade, IPDI. She dmign.u.mpliam, k.ding rmedifion, 0ehnny and used this bass Im aey hUdingisthne.pmsiklAy dlAs Comm, the Osten's authmued.geel a the ImIdieg Oesigvet, is the mvlme of the III, the tic, the laml buOdiug ode and Rl-S.The epp,oraI al the TOD and ony fielda,e el the T,.ss,i.duding hempieg, slaege,iodvllmim. med Wdeg, shv0 be the #U41164 r i mpmnsikhlyd the Nuiiding Desigeervmd(vdrader. ADmdet Id mulhe the TDD and the ptmlin, and guidelines DI the 1614ng rompne.Iufety lnlmmmionlh(SD published by III and SO(A me relmemed for general liddeme. 1P11 defmnMe,espomihililies and kin tithe lrm, Designer ir.—is ly�'v Fngin er ve ,jjj QQQ ((( Tsars Mvndo,lmu,unless athmise defined byI(am,adegmed epm its by dl pmtiesimeleed. The Tmss Design leglnemis ROT the hwhliq Oesignm as Tms,System Eegin I.,aMybmlding. All 0pNa6ed lnmwre es 61imdhe TIP. p �9 (opyrighl@1D15 A-11oolTm.,,-Ne-I Mmieeq PA hpmdudim of lhisdome,nt,1.ayis,.,is psohibAed.11h"ritleepnmission lram A-1 Foal Tmxes-llemedAlodinet, P.A. Rp pgI Job Truss Truss Type Qty Ply A0577542 61998 FL09 Floor 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 4x4 \\Run: 7.63®yf #128 2015 fkjent7 7.630 s Ju►x28/�015 Mi-rek Industries, Inc. Fri Sep 11 17:16:51 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN1 rXytsH?-hz2lwhS6cx5pARoloZcEcWr5uCY4CmlgxgWpjhyef4w 0-7-0 1 2 3 4 I 0-6-14 f� LOADING (psi) SPACING- 2-0-0 CS'- TCLL 40.0 Plate Grip DOL 1.00 TC 0.01 TCDL 10.0 Lumber DOL 1.00 BC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.02 BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2=4-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 84/0-6-8 (min. 0-1-8) 4 = 84/0-3-0 (min.0-1-8) Max Grav 1 = 84(LC 1) 4 = 84(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard DEFL. in (loc) I/deft Ud Vert(LL) -0.00 6 >999 480 Vert(TL) -0.00 6 >999 360 Horz(TL) -0.00 4 n/a n/a 0-3-8 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0%F, O%E Warning-Pleomthmaughly,enecks110IOOFIBItSSESCSRi[nt[M(BAIIEMICOMBRIONS[USIOYIBI'IOfEBIA(AXOM4FDGSMSNI'Iom.Vind,crigapero..1,,, d,,odours, noNi, Trvs,Usage D—agpourndthe M.®el MarYma,P.Llele—Sheethelmaou.Unlnsmher�seslmedontl�eIDO,oely MANUELMAflTINEZ,P.E. �Mlfekmunedar Abler shoo beu,edfu the 100 to be valid AsaLvst Oesigo Eoginar( ,Spe,bity fngi�nl,lM1e seal oo any 100seprnesIs on o"ephone, dthe pnfmsiono]eegwening rmpeosihlly I., the design of the Bogle Trussd,dded as due TODad,, under Tln. The design ans-plione,loading conditions, sodabihry oad use of ibis Truss for any Building is the responsibility .1 Ike Orner,the a..i, nuthorind agent as [be Baifbegi Designer, I, the oww of the lB(, the IB(, the local budding code and TFI4.It, sop ,ovaI of the Too and any field a. .1 the T,n,,including hurdling, dune, ioda0mian and hadog,'hall be lie #04TIB2 rmp-difiy of the Budding Designer oed(anbadar. Allnote, id out in the TOO and the pto Ties and guidelines of the Budding(ompureot Safety lnlurmnlionp(SQpubBehed by TPlun4SB(Amacafere-d for general go' dear,.lPlddefine,lie ,espenibiliti,sand duties of the Truss Designer, Truss Design[ngineer cud 10019 Charlton Cir. fear handedness. unless otherrim defined by (sound sg,e,d epos in .,Wag by a0 ponies involved. The Tm" Design fagineeris NOT the Building Designer at Trust Symen Inginee, for ear balding. All (oplaDeed terms use as 4fned h TPI.1. Copyright 0 2015 A-11.1 Trvsus- Manuel Marld-, 1`1 Beprodu lion of thisdommeot, in any form, is prshibiled rills r,itlen intestine tram A-1 goal Trusses- Manuel Without, r.L Orlando, FL 32832 4 il Job Truss Truss Type Qty Ply A0577543 61998 FL10 Floor 12 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:51 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN 1 rXytsH?-hz2lwhS6cx5pARoloZcEcWr?bCOoCiFgxgWpjhyef4w 0-3-4 r 1-5-0 1-5-2t 1-5-2—i ' 2-0-0 ' r 1-5-8 1-5-8 3x6 �1 16 3x3 11 3x6 = 2 3 1.5x4 11 1.5x4 11 3x6 = 4 5 6 3x3 II 3x6 7 8 15 14 13 12 11 10 9 3x6 = 1.5x4 11 3x3 = 3x3 = 1.5x4 11 3x6 = G5ECp] 1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (!oc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.09 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.14 11-12 >976 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) -0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 61 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 6) Gap between inside of top chord bearing and first BOT CHORD 2x4 SP No.2(flat) diagonal or vertical web shall not exceed 0.500in. WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 6-0-0 oc Standard purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 624/0-2-12 (min. 0-1-8) 8 = 624/0-3-0 (min. 0-1-8) Max Grav 1 = 624(LC 1) 8 = 624(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-954/0, 2-3=-951/0, 3-4=-1981/0, 4-5=-1981/0, 5-6=-1981/0, 6-7=-952/0, 7-8=-955/0 BOT CHORD 14-15=0/1590, 13-14=0/1590, 12-13=011 981, 11-12=0/1 604, 10-11=0/1604 WEBS 1-15=0/1085, 3-15=-733/0, 8-10=0/1086, 6-10=-745/0, 3-13=0/621, 6-12=0/608 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.13111 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Warning - Please theiaughlyreeievthe 1-I ROOF TRUSSES (11HIA1 COURAI TERMS A CONDITIONS CUSTOMER rRU1111 ACINOWIDGEMINT' In,.. Randy designpen.w.'saidr,adearesanthisTrussDesignDisivag(TOD)andtheManuelMorfines,P.LRelneoreSheetbeforeace. Unless athereisestated *1the TOD, only MANUELMARTINEZ' P.E. IA!Mitesmanses, plie,&1be used! Is, the TOD lopemod. is a Imss UesigoTngven(e., Spnidty Eogineeth the seal on any TOO,ep wad, anvrteptvnce el the p it-iooel engineering mpnnibL ldyf., the design the single is depio,d on the TOD only, vnd WE 1. The design -traptam,Wodmg rnndiliom, insolubly and ne at this Truss lot any Reading is The -puloUly .1 the areas, the0neis awho,ad agenl as the Sniffing Designer, in the centralcentralof the ER(, the IBC, the 1v 1building wade and TPl-T. Tie approval of the TOD and any held use of Do Truss, including Ranlling,storage, installation and btatiag, sban he the #047182 «speosibiliryelMeRuiWiiryDnignervod(ammrtocADnatnseloulinlhelDOvndlheptotliresvadguidelinesallheluilding(ompooeat5alerylnfanmmionle(SI)publis6edbylPlvadSU(Aaiereferentedforg-ralguidonte. Desig IPlldeOanlM1eresponsLiDlinveddminoftheLussner,Tn Design[ngineetaod 10019ChorltonCir. ,ass Monulosl—,antis otherwise definedby. (totters agreed upon in writing by an patietinvolved. The Truss Design Eogimeris NOT the Ruildng Destgnn or IrossSysteat Engineer [or any building. All Qiiitaheed Isms areas defined in RI -I. Capyright©10I5 A -I tool Trusses -Manuel Nadi- P.F. Repsadutsion of this di—nl, in any form, is prohibited vilh vrinen permission from A-1 tool Li --Manuel Marlines, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577544 61998 FL11 Floor 1 1 o tional Job Reference Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:52 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-99bh71TIN FDgobNxMG7T9kO7HcjmxAWgAUFMFlyef4v 0-3-4 1-5-0 1-5-2 1 1-5-2 2-0-0 0-11-5 I 0-7-0 3x6 3x3 11 1 2 CP 3x6 = 3 1.5x4 II 4 3x3 II 3x6 „ 5 3x3 = 6 7 0 0 0 m 0 14 13 12 11 10 9 8 3x6 = 1.5x4 11 3x3 = 1.5x4 11 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 TCDL 10.0 Lumber DOL 1.00 BC 0.76 BCLL 0.0 Rep Stress Incr YES WB 0.24 BCDL 5.0 Code FBC2014lrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 509/0-2-12 (min. 0-1-8) 7 = 509/0-6-8 (min.0-1-8) Max Grav 1 = 509(LC 1) 7 = 509(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=753/0, 2-3=-750/0, 3-4=-1246/0, 4-5=-124610, 5-6=-709/0, 6-7=-712/0 BOTCHORD 12-13=0/1227, 11-12=0/1227, 10-11 =0/1 246, 9-1 0=0/1 246 WEBS 1-13=0/856,e3-13=-547/0, 7-9=0/808, 5-9=-742/0, 3-11=-81/250 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL)-0.0911-12 >999 480 MT20 244/190 Vert(TL)-0.1411-12 >786 360 Horz(TL) -0.01 7 n/a n/a Weight: 51 lb FT = 0%F, 0%E WamS.g-Pleom rhmaug1dir-it.11t,14 RUDE TRUSSES (IFUERIGNERAITIRMSA(ONOITIONS CUSTOMIrrIUMIACRNOWIFOO1MFNr fmn. yerifydesigo pammelee ondmadootesaoMis Gussgesiga Umoiog(NOJwdlhe MaeoelMofineLP.LRelneem Sheellefamom. Unlestolhemseslotedctthe TOO,oely MANUEL MARTINFZ, P.E A1eI matador plain s1,1le om11 the TOOTa1. ILA bass Oedge Ingmnr(i.e,IS, 'Ity Toyhe,),the eeol an ary IOU mprneefso0oneplanm of the prof-i-leaRealedng respomibildyfat Thetesigo of The single Tors+tainted on the IOU only, order UPI -I. Thededgoessampti-loadingmodifiom, //^_,`\ ,sedobilitypad use of MisLuss fat ony Building is Memspoosib111oltk Onner, the0mets au2atimd agent or the L16:g OWE-, in the mnte.l al the lRC, the 1K Me Intel Lade ad 91-1.The.pp.—Idthe TOO andoeyfiddote of Me n.% lmfadiag handrieg, stature, ia,hdtko endbmdog, thou be On #047182 \ Ieq—AiGry of the la ing gnigner and Conbadn. ITT ..fie t oel in The TOO ad !he pmfitn and roit.lines.1TheBlding Compwem Safely lniammion(ICSl) pahlhhed hyV1 WSICA one ,fia nd f., gnna[raid.nte.WEL.1ien the r,,paasAiBnnand dtiesal the Trou Neigner, lrmMign Fngine, and 10019 Cho(Itan Cir. -- Trots hlanoladtau,utln,4-1edefiaedbya(oohactngreed nine in ordiq byaPpediespattleed The Tmss Design Englaeeri, NOT the lldl.gbe E- oeTmu Sydem Eeyiaeerfar ony bullSag,N(opcafued(erms arendefinedio iP41. (.pyrirhl @ 2O15 A-1 loaf Tmeus-Idooael korfW,, P.E Uepmdudion of this dwamenl, m onyfotm, it inhibited nigh titan permission Imm A4 tool Gasses-I1-11A dI- P.E. Oriond0, FL 32832 Job Truss Truss Type Qty Ply A0577545 61998 FL12 Floor 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:52 2015 Page 1 I D:BCyQv5ffrhlSZsXezgN1 rXytsH?-99bh71 TINFDgobNxMG7T9kOFgcraxB9gAUFMFlyef4v 0-3-4 1-5-0 0� 1� Oil 0-1m� 0-7-0 3x6 3x3 11 3x3 = 3x3 11 3x6 i K 1 2 3 4 3x3 = 5 6 3x6 = 12 11 10 9 8 7 3x6 = 1.5x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) -0.01 10 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.02 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 319/0-2-12 (min. 0-1-8) 6 = 319/0-6-8 (min. 0-1-8) Max Grav 1 = 319(LC 1) 6 = 319(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=427/0, 2-3=-424/0, 3-4=-518/0, 4-5=-424/0, 5-6=-427/0 BOT CHORD 10-11=0/518, 9-10=0/518, 8-9=0/518 WEBS 1-11=0/484, 6-8=0/484 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 36 lb FT = 0%F, 0%E Womi,eg-Pleatsthe,aldlyreegew the'A.1 ROOT TRGSSfSrSIIIIR'A GENERAL TIINA(ONOIIIONS(NSIONERrRuyER'fA(rNOWLEDGIM[Nrform.ymilpdesigo pmomeans and reodoat,, on this Truss Design Drawing(TDO) and The Manuel Muslim P.E.Refereore Sheet before use. Unless otherwise staled an the Too, only MANUR MARTINET P.E. MM tannedrr plvles shal6e used br the IUD la 6e eared. As aLvss Design Fogineer(e..5perioNy loyineerl the uvI on any TOD r,p,,,,.fo an ."Iran,, of the Prof mad engineering respossibility f a The design of The single➢uss depided we the TOD only, do, Ill.]. The design-surprwm; boding roodiFam mNabiky sort of Ibis Truss oa, luudmg is the respouibiiryal the Owner, the Owner's authanindogeet or the Building Designer,inthe rrata,]oIThe LIE, the [I(,the In.]building rad, and Tr4l. Ike oppraeM of t]uTOD and any field use of the Trust,Whorfieg Trailing, storage, installation aid Wddegfarl heQCh4171 B2 ! Aeonsihiftyol l6e Buildinguesipneraod(onbostor. AU notneel out in lM1elDDaedlheprartiresond g.idelines of the Building(ompanert So(ery lnfarmolionfB(SOPublisBedhylPl and SO(A orerelerenttdfor general guidonre. 1R41 defives the respemliutiesond duties ofthe lrussuesi'ner�ro De ign To �y/]�jtBB1128311 r Qf Trms Narufntormauto,, otherwise defined by a(rmradeg,,,dup. in0.9 by an parties ieroload. The Truss Design Engineer is NOT the lnudiag Designer as Goss SyV,.1.gin-Los troy buiding.Ail (apisofnedSo— ass as defioedin TIP. p� ��OD1L Copysighl@2015 A I Raaf Trost --Manuel Martin,;P.LRepmdortian of thisdomment, in any Won, is prohibited with rsitters pemission from A -I Roof Mosses- Manuel Martinet, P.L T12832 Job Truss Truss Type Qty Ply 61998 FL13 Floor 1 1 A0577546 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL W946, design@altruss.com 3x6 11 Run: 7.630 s Jul 283WEj Print: 7.630 s Jul 28 203r61MiTek Industries, Inc. Fri Sep 11 17:16:53 2015 Page 1 ID:BCyQv5ff rhlSZsXezgN1 rXytsH?-dL93KNTNBZLXQly7wzeiixwRFOD9ggzzOB?woZyef4u O43-4 2 3 4 0-9-13 t 0-5-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TIC 0.02 TCDL 10.0 Lumber DOL 1.00 BC 0.05 BCLL 0.0 Rep Stress Incr YES WB 0.04 BCDL 5.0 Code FBC20141TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 129/0-2-12 (min. 0-1-8) 4 = 129/0-6-8 (min. 0-1-8) Max Grav 1 = 129(LC 1) 4 = 129(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard DEFL. in (loc) I/deft Ud Vert(LL) -0.00 8 >999 480 Vert(TL) -0.00 8 >999 360 Horz(TL) -0.00 4 n/a n/a 0-7-0 t 1 0 T 0 3-2-5 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0%F, 0%E Warning- Please thoroughly imase the'4S IDDFIBDSSESI111MIGMEPAl1IM11(IIN01(IONS(pSIDYERCHYRjA((NDWS(06IMINrfiner. VOydesige pmametenandreadnoles on nis Tmss OeIIga Ora�ing (NDJ mid the Manuel MorNnn,flE.IeSeTeen Sheelbelam ow. Unleu atM1eteise etotedon the IDD, nary A U L A E Was toaoenar pines shag teemed for lM1e SDD to he avlid A nTrnse Design Engin (L,5p,d.lry(nginea),the seal an ney TDOupmuatsansuePl. nu.1the PmfaseinavI mginenisIrespnnubRityfar she design .1the single I depined an the ND only,ordo,1111. The design msemptinny losdeff-ditmns, M N E M RTIN Z, P.E. sunnbiliry,mdsse tithes iron tar any Building is lhsnsponibODy al Ma Onoer,ne0neisaulharued agent or the Budding Design,,,in the context of lM1elB[, the lB(, the Total bugdingtade wdiPl-I.@sapprmal otlha lDD andanyfield use of The Truss, ionediag heading, storage. wnagagonand brodag, shall be the #047182 eipsmTifryal be Bmlding Designer vad(achsnsr. III at,, set nos is the TDD nand she inecti ,and guidelines of the Bulrog(onpaaentSafety lnf—IioalB(SQ pubDebed by VI and SB(l on, Werantedfar general g6daste. MI Most The respansibiNim and duties of the Truss Designer,Luss Design Engineer and 10019 Chorlton Cir. I Lass Madulanmer,uWess athenise defioedhya(oohanagreed upon in omiag by paniesuaalred.The-Truss Design hfaser is NITT the Building Designer or Truss Syor. Engineerfar nas, bmildfng.A]I UpBarired[a,.,, of defined in IPGl. Copy. ighl 01D15 A-1 roof Trusses-4lanue19ania., P.L 9,pAwl ion of this data no, at, in nary lotus, is prohibited Wh mitten permission from A -I Real busses -Man e.1Moniner, P.L Orlanda, FL 32832 Job Truss Truss Type Qty Ply 61998 FL14G Floor Girder 1 2A0577547 Job Reference(optional) Al ROUT- l RUSStS, FOR I NItRGt, hL 54946, oesdgn(aalrruss.com RUn: /.63U 5 JUl zb5 zuio rnnr: d.OJU s JUI Z0 GU-l0 MI I ex Inuus(rles, Inc. rn aep I I if; I0:00 Lu m raye I I D:BCyQv5firh ISZsXezgN 1 rXytsH?-dL93KNTN8ZLXQly7wzeiixwOeOCFgekzO8?woZyef4u 1.5x4 II 4x6 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.02 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(TL) -0.03 5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 62 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6 = 491/0-0-4 (req.0-1-8) 4 = 548/Mechanical Max Grav 6 = 491(LC 1) 4 = 548(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-455/0, 3-4=-511/0, 1-7=-1242/0, 2-7=-1242/0, 2-8=-1242/0, 8-9=-1242/0, 3-9=-1242/0 WEBS 3-5=0/1273, 2-5=-572/0, 1-5=0/1273 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) WARNING: Required bearing size atjoint(s) 6 greater than input bearing size. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 116 lb down at 1-10-8, and 116 lb down at 3-10-8, and 116 lb down at 5-10-8 on top chord. The ' design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-6=-10, 1-3=-100 Concentrated Loads (lb) Vert: 7=-116(F) 8=-116(F) 9=-116(F) W-org-Plmrthor.ugtdyrerie.the'/1IDOmUSSES rSEII[I'I.GEAnMIEldSB(OXDRIDXI(MDMFI r1UIE11A(rXOWIFODEq[MI'lean. YerDydnig.pormnas mdreodootes oo lhis Iron Design Dr.ring QDD)ond the Moeud YorUnn, P.[.lelnaa5hen bolos ow. Urle- em-wedeo MelgD,o (VI Ail EZ P.E. Mlek remedy binshob be osedlorthe lDDta 6e mlid. AseLms Ded oEn mar (Le, E IM1e seal o. ov RDs rese.ls...ne s.l the lexiomlen'eerio as Dribs' for lheded eollhe im le firms de fined..Ike IDDe (S ry P. P g 9 f pdobygin<e¢ y p peon pr gm 9 P d/ 9 9 p oly, order161.Thedeugvouomplmn,,wod�pgmedidohs, meohil4nio of thisGuxlm uoykuddieg klh—,poosibildyelrheD.oeq the D.oer'sobefladogrlorlbelugdivg Dmigoeyfnther.reefdlhe lit, the lb(A, ford brihiq,odeondTPbl.Theoppoml at lbe lOD and enyfielduse of MaUms,ionudmg hondlieg, slaroge, instollano loa�dCtoBeg,ftter.QQ. �resP.m'bihry of the hilding Des ignore.d(onlrnor. AD nolesset.ul in lM1elDO and IM1e Panics.ndgnideginesof the luildng (omponatS.felt' lnfarmolimll[Sll PubinhedhyRl and Iltl orerelvemed lorgennol guidons. Rol definm lhuapon tikliesand Julies of the crux Desip}er, iru��jiDlIgLLo [o BreedIllTrsmoledusr,udasulM1mis dehmd by.0orma ograd opoe io nitiq by of purgesio.eleed. the Trn Daige Engineer is DDT the luildmg Designer or Deli Syxeoi Engineer for ovyh ildng.ill(opuakredtermsure us dernedieRbl. u tJl'� `y,(g ighl©1D15A-ItodT.--11.ogelModinee,PZhprdurlionofthisdururem,fneay1—,4forohiblledrith.IitlenpelriniovlroorAdloolTmsses-llonuelMmlinn,P.F. 11➢, LE32i Pn Job Truss Truss Type Qty Ply 61998 FL15G Floor Girder 1 2 A0577548 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 2-9-14 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi-rek Industries, Inc. Fri Sep 11 17:16:53 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-dL93KNTN8ZLXQly7wzeiixwNuOgggfuz08?woZyef4u 5-7-12 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) 0.00 5 .." 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) 0.02 . 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 52 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.2 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 5 = 605/0-0-6 (min. 0-1-8) 4 = 620/0-0-14 (min. 0-1-8) Max Grav 5 = 605(LC 1) 4 = 620(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOTCHORD 4-5=0/1431 WEBS 24=-1483/0, 2-5=-1483/0 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 4. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 327 lb down at 1-10-10, and 327 lb down at 3-10-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-5=-10, 1-3=-100 Concentrated Loads (lb) Vert: 6=-327(F) 7=-327(F) Wofoiog-Please th.mghlynr1mrit.A-1 ROOF TRUSSES (1111E1'1 GENERAL TERNSgCONDOIONS(MTUE1('INTEg1A(INOWLEDOEM1grfo,m. Terilydesigepmometo,lad,mdamesmMis huss Oessgngsariag(IDDi oust the Moeoel Yomoeyp.Lreleserca Shees 6ehreuse. Dnlos.sherdse nefed on dtelOD, wIY MANUFL MARiINFI P.E. �Miie4 mmedor plain shop he usedfar the IDD to 6e rnlid As olsoss Design Faginen (i.e, Spe,ioNy Inginee,l lM1e smI oa my ROD repm,eols a..,,plan,, of the p,Aessioml no-6ol ampaa,194, f.Ihe design al the single Truss depided oa Me TOD only, order IM 1. the design asmoopli-, boding modifmm, 'aasob,L4,..da.d this Truss In, any lugding is thesespoosiM'IDyalMe Owner, she Ownei,autho,irzd ngenl or theluilding Designn,in the mase,I of she liC, the MC,Melomlbugdiagmda and lPl-I. 6eapp,orol of the i00 ondany field ase atMeirnss,i.hd'mg hondhng, tlonage, installafion and bso,in#, sha0 be she #047182 ' n,puflsfigol Me lugding Desigaeraad(ommdn. Al min seloatmlhelDO mdlhe pm,fnnood guidelines of the Boil6ng(onpoontSafery l,lonmmimp(Snpebihhedhy lPl oodSl(A om nefnemed lorgm,,olgoldonm. 1r41 d,0en Ne nspom�iNiesand drain olthe Iron Desigoe,, Tms ksigo Fagfneeraod 10019 (horlton Cir. Ta Vmoladmeeuoln,mh,nise definedbyn(oohed of upon in.fraq by d imaksb-1,ed. The Inns Design Engine,, is NOT the gnl&sgDesign,,o,Trm,SystemFagioee,Is, any InAding.All(opildmd sums one as defined inTPFI. Copy, ighl©265 Al loaf Trusses- Moouel Modimu, P.E. 1,pmdudiun of Ihis dam-1, in any I., on, is prshibilad with oriden permission [ram Ad loaf Trusses -ASnone I Mod in on, P.E. Orlando, FL 32832 Is - Job Truss Truss Type Qty Ply A0577549 61998 FL16 FLOOR 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:54 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-5XIRYjU?vsTO1 uXKUh9xE9Tc4QZmP7H7dokTK?yef4t 0-3-4 3x4 \\ 3x6 II 3x6 11 4x4 // 1 0-7-11 2 , 0-8-3 4 0-6-14 1-2-7 0-3� 1-0-7 1 1 7 3x3 = 2-0-1 2.6-15 0 -4 0-9-3 -1 0-9-11 0-6-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.01 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.00 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 17 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 95/0-2-12 (min.0-1-8) 4 = 95/0-6-6 (min.0-1-8) Max Grav 1 = 95(LC 1) 4 = 95(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Warning - Pit asetAoraugAlyrerierA"A.Ifool' TIIISSES(111111-f,GINEGCIIBYSIt CONDITIONS (OS10911f'BOyE1jACBNOWLIDGINAt-form.Yerily design par —to -ad -holes on this truss Design BraeingfCOgfend the Manuel Mcnnn,P.LldereueSheelbefore...Onlessa@eni—lerindanIke IDD,rely C11.9 Milek roan,darple,sshogbeosedfrtheiDDlobeeohd. AsoTionD.igeIngineerfi.e.,Speeirby logireerblM1e seolororylDOrepresetloan an<plmsed th<psale.ionel engineering mpo.Airdyfrs the drug,,[the siaglr%ns depicted ao the TDOanly, order TPn.the dnign.mmplurn'; lao8iag rddil�nchiliyrud oserl this Truss for any Building is the tespa.ib00y of At Owner, the erects authariad ope er the Building Designerin6—cleat of the llC, the lBC, the lomlbuilding ad, rand ITI.I.The.pp—1 al the IDD and any field use.1 Me Truss,Wi ding handling, range, innal%tian an u.g,, oil`behe�' Alloair, set oulin the TDD and the p.niires and guidelines ofhe Building6rop-lSafety lnl—alior lB(Sq pubiishe IF1 ondSOCA ore relerensedfat 9netolguidaam.IPl-I dehaesthe r.proubiltiesoed duties of the irussgesinrrrir Dign[n!je dIts Moralismrzt.aoless olhenise defined by a(amred.greed up. in.riling by all punier heated. The Trust Design Engineer is NOithe hilAing Designer of Trust System logioeer tar any building. All (ophlired termsare. refired in IPI-I. (oppighl@2D1SA-1 tool Trusses -Manuel Mudinez,P.r. lepmdudion oflhisdarsment,in anyfutm, is prohibited vith.,Man p.missio.from Ad laalT......ManuelMmtiner, P.E. �� 2832 I - A Job Truss Truss Type Qry Ply 61998 FL17 FLOOR 1 1 A0577550 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:54 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-5XjRYjU?vsTOl uXKUh9xE9Ta_QYFP6u7dokTK?yef4t 0-3-4 1-5-0 1-3-6 0-0-14 - �' 3x4 3x3 lil 3x3 11 3x4 1 2 3 4 30 = 8 7 6 5 30 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) 0.01 8 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.04 8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 240/0-2-12 (min. 0-1-8) 4 = 240/0-6-6 (min. 0-1-8) Max Grav 1 = 240(LC 1) 4 = 240(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=0/255, 1-7=0/255 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.13111 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 29 lb FT = 0%F, 0%E Wtedog-Plan,, thasuughly uriea0e'A I ROOFIIDSSESrSEIIa'1,GEM[¢Al1IRYS a(ONDMONS(IISTOME¢rROYlifAUNOWLEDGIMINrtorm. Nerllydtelfn pmamehnendmad notes an this TruuOedfn D,oriag QDOJond the RNeuelYortines,P.f. Reln<ne Sheet behmuse. Unless o11henise smleden 6011%,dy Mirek an —alas plates shall be usedfor thelDO to be r.lid. Asaimn Oesiga[nginen Ji.e., Spniolry fegineerI, the seal an any TDOmuo,alsanamePhase el the praleskal ngiveeringrnpubidir lm the desiges of the single Tlos,depi,fed oa the TOO unit,ad,,TP61. The design asmmptions, leading muditians, MANO EL MARTINEZ, P.E. sunobU4,and as, of this Truss for any Whiling is the respeosibViry of the Charter, the (Sries,aulb.fmd agent as the¢oddng Designer, in the mnhnl abbe l¢f, Ihelr[,the lomibulding mde and Rld. IDe oppsoeoi olthe tOD and anyfieidom at Me Luss, indgdi.pkondhof,storage, iosto¢arian and Gasiog, shall be tM1e #047182 ' rtepam3ihryalrkeRdWi�ryDesigoeraed(onhaslm.Ali runs, air an] mthe TOO and the pink. vadgddeUnteolthe Wiffiing(ompre-ISofetylnlormdioa�139,ubOsbedbyTPlandSECAen, Werenmdre, general guidna,e.TPFldefienlhernpeabitliesocddate, ofib. T,anDesigner, TsossDesisrlegbee,oad 10019Chorllon[ir. Truss Manoladmn,unless ath—ise defined by o (Dtlmtl agreed open in niUag by an parties Webad. The Truss Design Foginr .is NOT the kdding Designer or Truss System Infinite for our bedding. All CcVaahzed terms are is der ed in TPI-I. (ah,ighl©2015 A-1 Neal Tmsms-Manuel Murti-, PL RepmduUian of this don —al, in any lam, is prohibiled Ieith a,iaen Pori fmmA-1 Raof Trusut- Manuel Mmtieey P.F. Orlando, FL 32832 I Job Truss Truss Type Qty Ply A0577551 61998 FL18 FLOOR 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:54 2015 Page 1 ID:BCyQv5firhlSZsXezgN1 rXytsH?-5XjRYjU?vsT01 uXKUh9xE9TXwQU4P4r7dokTK?yef4t 0-3-4 1-5-0 1-0-15 2-0-0 1-0-15 0-0-14 r� r 3x4 Q 1.5x4 11 1.5x4 11 3x6 = 3x4 i 1 2 3x6 = 3 4 5 6 12 11 10 9 30 = 8 30 = 7 30 = 3x3 = 2-10-11 31OT3 4-0-3 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TIC 0.34 TCDL 10.0 Lumber DOL 1.00 BC 0.32 BCLL 0.0 Rep Stress Incr YES WB 0.25 BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 430/0-2-12 (min. 0-1-8) 6 = 430/0-6-6 (min. 0-1-8) Max Grav 1 = 430(LC 1) 6 = 430(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-387/0, 2-3=-588/0, 3-4=-588/0, 4-5=-588/0, 5-6=-398/0 BOT CHORD 10-11=0/384, 9-10=0/588, 8-9=0/396 WEBS 1-11=01514, 6-8=0/530, 5-8=-31610, 2-11=-319/0, 2-10=0/362, 5-9=0/310 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. DEFL. in (loc) I/defl Ud Vert(LL) -0.03 9 >999 480 Vert(TL) -0.04 9 >999 360 Horz(TL) -0.01 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 48 lb FT = 0%F, 0%E Waming - Phase lhaoughlymc,im,it, '61 ROOF IIUSSISVS111111 O1N11111E1M1 ACONDITIONS (IDTDMERrluynll(RNOWSEDDEMINT'form. Neriry W.R. pmameteir and read notes an this TrussOvsign Drueing(lDO)m,d the Maooel Mod'mm,P.E. Reference Sheet before um. Unless othetirim slated as the TOD,poly MANUEL MARTINEZ P.E. Milek ronncdvr ploln uhaB be used for Ne IUD la k rolid. As aLon Dedgo Fngin<n (e.,SpmioNy [oyiven), the real oa eay IUD repeaters an.,(opus., oI the pcefesuanol enyfo<ering respeesRoarfar the desige al the single Truss 4pitm! un IN, TOD only, wdvr1P41. The desige osmmpliaes, loading rodiftes, suitability and use of this Truss lot any Building if the sespovsibildya16. Desert, the Denei somhmhvd goal or the Building Oesignet, in the context of the OF, the IN, Me local building code and TPl-I. The apparent of the field use of the Lust, iedndieg bondliog,storage, Indollotidn andhmtiegahallbetbv r� I)Q r i rmponribifiry of the luldioggmigverond(anhodvr. Afl nolm selaul inlM1e TDO aed the prorlires and guidelines of the luilding(ompenentlofety lnlormolion lA(SllpuhlisM1edhylPl and SB(Io,ereleremed fargoe,olyvilence. MI defian the m,poosibibties and duties of the Truss Resigns To RDnigu Fng'meer aed, \t 09' -' Imes Nonulosrorer,anless olherrise defined by a (aabenagceed apex in writing 6y o0 ponies inrolred. The Tress Design Fngineeris NOT the Building Designer or Truss Systen login em for any beifding. All (apit.h,,d terms are as defined m IPI.I. � Copyright ©7D15 A-1 local Tmeses- Manuel Mortame,P.EReproduction of this dommeel, in any form, is prohibited with written permission Item A-1 Roof Trusses- Manuel Finding P.P. � rIOD r��83� Job Truss Truss Type Qty Ply 61998 FL19 FLOOR 1 1 A0577552 Job Reference (optional) Al KU(Jt- IKu5st5, ruKI NEtKGt, f-L-J4846, aeSlgn(tDaltruSS.com 0-3-4 1-5-0 i i 1-0-15 i 2-0-0 3x4 3x3 11 3x3 = 2 3 Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:55 2015 Page 1 I D:BCyQv5firh[SZsXezgN1 rXytsH?-ZkHpl3VdgAcFf26W1 OhAnMOZcpkABU_GsSU 1 sSyef4s 43x3 = I 2-2-15 1.5x4 II 5 3x6 = 6 0I � Dead Load Defl. = 1/16 in 3x4 i 7 0 o eo A 14 13 12 11 10 9 3x4 = 8 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3 1-8-4 3-0-3 4-0-3 5-0-3 10-1-10 11-6- 00 12-1-8 3 1-5-0 1-3-15 1-0-0 1-0-0 5-1-7 1-5-0 0-0-14 Plate Offsets (X,Y)-- [1:Edge,0-2-41, [7:Edge,0-2-41, [9:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.17 10-11 >778 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.27 10-11 >508 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) -0.02 7 n/a n/a BCDL 5.0 Code FBC2014/fP12007 (Matrix) Weight: 65 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 621/0-2-12 (min.0-1-8) 7 = 621/0-6-6 (min.0-1-8) Max Grav 1 = 621(LC 1) 7 = 621(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-563/0, 2-3=-559/0, 3-4=-113110, 4-5=-1221/0, 5-6=-1221/0, 6-7=-611/0 BOT CHORD 12-13=0/1 131, 11-12=0/1 131, 10-11 =0/1 131, 9-1 0=0/609 WEBS 3-12=0/268, 3-13=-892/0, 5-10=-326/0, 6-10=01709, 7-9=0/814, 6-9=-520/0, 1-13=07747 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 'Awning-PisanMomughly,erievMe'4I1OOFT1UPES(i11111"UNEIRUMS1(ONDInONS(USIOYEI(-IUfE1IA(rNOWIEDGENINrfarmYerArdesigoporame0nandmodoolesanthisTruss DesgnDTorug{IOOfond(heMaooelYomm�,P.LlelerexeSheetheloreuse.UnlessolhaaiseaotedontbelDD,oety Nsild—edurMANUELMARTINEZ P.E. pMtes Ad be rued ro, the 1DDh be ealid As o Bu„ Oedga [ngnen (i.e,Spaiolty [og(nenLthe -1 oe any TOD reprneob oo umpbnm of IM1e pralnsimul mgloeaing respaotibOfry for the desigo al the single Luss depided o, an TOO only, under IN 1. The ddgn-norpUans, loodiry raodilium, oOgbilityaod use of We T ru,.ony Building is The rppaesibilty of Owner, rho O-rs asrhotand qml u, An Wdieg Designer, in the mnled of the ll(, the IIC,Me final uilding rude ondlrAl. The upp 1oflhe TOD end any field now .Tthe Truss, fadudfnghendlieg, slaroga, borrUnfion and bmdog, Ad be the #047182 spanv'biGryotMeBuildingOesigeerand(onlradm.NrrolnuleulmlM1eTDOwdlhepmtliasondgoidelinasolMeBuilAng(ompoaeolSa(etylnro,mmtioe(IallpublisAedbylPl®dSB(Avre¢Inen,edrorgeeemlguid.-.TPHWinesthen>Qoo3ifdinanddefino(eheirossOesignnLmsDesigeFogineeraod 10019ChorltonCir. Torsi Moauladore,,mdo,, of —h, defined by a (aebrudag,eed upon in �rbg by oO polies fnealr d. The Truss Design Eefoeer is NOTthe Iudding Designer or Trussdyaerr logineer for our Wbfirg. All Cupo kod lam,- or Mood isTFld. Copysighl ©2015 A-1 tool T.--Manuel Modim, P.E. lepodettion of this deterrent, in any lo,m, is pro". and with .,Men p-4sioo burr A-1 Rod fro sses-NonoeI Mortinee, P.F. Orlando, FL 321132 ' ' I Job Truss Truss Type Qty Ply A0577553 61998 FL FLOOR 1 1 Job Reference optional) N I KVVr i muooco, rum i I-mmum, f'L J4y'10, ueslyn�wu l uu��.wnl 0-3-4 1�11 0-10-1 f 2-6-0 6x6 = 3x3 11 3x4 = 1.5x4 II Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:65 2015 Page 1 I D:BCyQv5ftrhlSZsXezgN 1 rXytsH?-ZkHpl3VdgAcFf26W 1 OhAnMOaXpkk8QaGsSU 1 sSyef4s F 2 0 0 246 Dead Load Deft. = 3/16 in 3x3 = 3x3 = 1.5x4 II 3x3 = 6x6 = 16 15 14 13 12 11 10 3x6 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.23 13-14 >754 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.34 13-14 >516 360 6CLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) -0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 81 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 6) Gap between inside of top chord bearing and first BOT CHORD 2x4 SP M 30(flat) diagonal or vertical web shall not exceed 0.500in. WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 6-0-0 oc Standard purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 811/0-2-12 (min.0-1-8) 9 = 811/0-6-6 (min. 0-1-8) Max Grav 1 = 811(LC 1) 9 = 811(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-794/0, 2-3=-791/0, 3-4=-2006/0, 4-5=-2006/0, 5-6=-2092/0, 6-7=-1237/0, 7-8=-1237/0, 8-9=-1241/0 BOT CHORD 14-15=0/1202,13-14=0/2092, 12-13=0/2092, 11-12=0/2092 WEBS 5-14=-411/137, 4-14=-338/0, 3-14=0/912, 3-15=-752/0, 6-11=-988/0, 7-11=-254/43, 9-11=0/1406, 1-15=0/1057 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Wssaiag Please thosoughhpeeieu the'AI loafl1DSSES[S[II[PZ GEPIP111[1YSBCONDITIONS IIISTOMII('IDIE1jA(INOWIEDGIMINT'I.-Volydnignparometmnd"ad Dat" on Isis Truss Napoa.ing(fDOlsad the Manuel MorNnn, Pi lelamm Sheet Were ose. Unless othg j'ie Hated enlFe1�0 ,nary M 1N --� Gldmooedar plain 1,111, ,ad he the lDDla Ieslid. As a Lsu hsiga fng{nees(e Sp daty hgia .m theca I se say Too rep-W, as aneplma of the p ressiaaal engineering respaasihiliry los the desigsolllsmiagleTmss depicted se tie NOsnly, under lPLl. Ihedeugns%plmisTl�oding }1o, �IN-, � g. suitability sad use DI Isis Truss for Day luddiog is the retponsibilay tithe ovaer, the Oroeis isobmieed agent as lha BsIdisg Designer,Oa lb, senhn of lb, Mr. the lB(, the loml h ilding are and TPGI. The spp,a,,l afthe TODad asy Pull use sl lb, Tass,kbiliag handbag, norsge, initadia6E.s',I ,'shI theI # _ ! rnp a,irdy of Ilse Building Doigseraadronhedol. All antes set ni i,lb, Too sad Ile ad gsiddeu,a[the Building hmpones Walls lnleanalion(861)j pubbshed by TPisadVIII asesaf-amdfar g-al guidoare. TPFl Man lhelnp-ibiliin and doliesal the irussDe'gner,`7.7Sa s0esi gineerond p �..O dfOn Q-. isots Wsnulsrhrer, unlns mhmise definedbya(sohanagreedopain is nfiag brain Pan!"is'sInd. The Truss Naga[ngineeris NOT the Ba9diag Nips- Tra,,System[agineer forory hsildng. All ( apilahedwassore as d4s,din Rl-1. {j o, 0 I Upright@ 2015 A -I Real T asses -Manuel Mastinn, P.E. hp, dudion of this dorasnenl, is any Inn, is prohibited rith nine. permission hon A -I Sol Trusses-Maaoel Mmtineq P.F- Orlando, Fl. 32832 I Job Truss Truss Type Qty Ply A0577554 61998 FL21 FLOOR 1 1 Job Reference o tional AT KUUr- I rN:uaara, rUrc I YICI[L.C, rL a4kf40, oeslgnLa aruss.com 0-3-4 1-5-0 0-10-1, 2-6-0 6x6 = 3x3 11 4x4 = 1 2 3 CP Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:56 2015 Page 1 ID:BCyQv5firhlSZsXezgN1 rXytsH7-2wrBzOWFRUk6HChib6CPJaYmXD3wttDP56DaOuyef4r I 2� 1.5x4 11 3x3 = 3x3 = 4 5 6 1i� �1 1 Dead Load Defl. = 1/8 in 3x4 = 1.5x4 11 3x6 FP= 3x3 11 6x6 = 7 8 9 10 11 20 19 18 17 16 15 14 13 12 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x6 = 4x6 = 0,-3,4 1-8-4 7-10-13 .. , B-10-13 , 9-10-13 , 18-5-11 ;19-0-$ 3-4 1-5-0 6-2-9 1-0-0 1-0-0 8.6-14 -613 n-n-1 o 0 � M Plate Offsets (X,Y)— [3:0-1-8,Edge],[8:0-1-12,Edge],[11:0-2-5,Edge],[17:0-2-12,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1:00 TIC 0.79 Vert(LL) -0.28 14-15 >784 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.41 14-15 >537 360 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) -0.07 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 99 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 1 = 1001/0-2-12 (min.0-1-8) 11 = 100110-6-6 (min. 0-1-8) Max Grav 1 = 1001(LC 1) 11 = 1001(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-996/0, 2-3=-992/0, 3-4=-2652/0, 4-5=-2652/0, 5-6=-3286/0, 6-7=-2953/0, 7-8=-2953/0, 8-9=-1012/0, 9-10=-1012/0, 10-11=-1015/0 BOT CHORD 18-19=0/1534, 17-18=0/1534, 16-17=0/3286,15-16=0/3286, 14-15=0/3286, 13-14=0/1998 WEBS 5-17=-932/0,4-17=-305/13,3-17=0/1268, 3-19=-990/0, 6-14=-697/37, 7-14=-324/0, 8-14=0/1083, 8-13=-1230/0, 11-13=0/1353, 1-19=011327 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s)1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Vler&g.Plmse thwouphly,erierlhe'AIROOF RUSSESCH11111,[dgEPALTIRLISA(UNUn1UNS(USIONEPr6UYRIA(rNOWLEDGIMENrfe,m. ge,Ay desige I.e..] od-d not,, on this Truss Onigul)rieg IND)aadthe Me -I Reftes, P.E. P,k 1. Shntbdsu, ese. UA% 0h,eise emled on Mc TOO, ody MANUEE MdRTINEI P.I Mnek euuedu, phle, shag be e,ed fe, rue TOO to be M. A, u I Onige Enf-ai.e.,Sp &fty Trgineer), the mat Oe oay ND rupmmd, ue."'puns..1 the p,dnsi-I engie-ki; mspenibtty fa the desige of the single I,ms depided en the TOO only, wd,, IN 1. The dodge nmupliam,Inding-ditian,, suitability asd use of this Loss to my building is the rnpae,ibONrd he Oeoet, the Ooei,emberimd ognt anhe 8 ldieg Ong -,be the mntadd the n(, the lit[, de lad h ildwgWe audTPl-I. The oppunl of the TOO and ser Full use of the Le,,,iedudasg bendhng,,l np, isguhtioo and Masieg,Ad be the #047182 ' rnpeni6iOryoloe8ui11ingOnigeeraed[ad,unnr.tUOolnulevlinlAeIDOaodlhapraslhnuodguideOnesalt6ebuilding(onpmmtSulerylak,mnlion(N(SQpubksbedhylPlmdiR[lmerulerenmdforgeonoIpidu,.WIdefn the,npun'Aifninonddmie,oIsheTrossNsignn,T,m,DWS.1nge,mraod 10019[harllonCir. Irum Manulodmn,udns alberrise Modbya (,&so gored up. ie nitmg by oO pudin ie•aWed. The Truss NOR. Eegieeeri, MOT the bubdieg Onig., u, Dull System faginev for my building. All (epimbmd terms me us delioed In IPbI. 6ppighl©2015 A49o1 Losses-MaaeeI Adien, P.L lepradudion ofthis dw nt,in myfg,m, is pahibiledrith vinea pvrihsiun from A -I tool penes- Mend Modim, P.L Orlando, Fl. 32832 w - d Job Truss Truss Type Qty Ply A0577555 61998 FL22 FLOOR 1 1 Job Reference (optional) Al KUUr I KUJJtb, run i r1CKL.r, rL 414U40, Oe519n((Ya t UUb5.GUrft 0-3-4 1-5-0 I 1 0-10-1 2-6-0 , Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:56 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-2wrBzOW FRUk6HChib6CPJaYgOD5nttdP56DaOuyef4r 2-0-0 Q-5-1,fl 1-5-0 OH4 Dead Load Defl. = 3/16 in 6x6 = 3x3 11 3x6 = 1.5x4 11 3x3 = 3x3 = 1.5x4 11 3x4 = 1.5x4 11 3x6 FP= 46 = 6x6 = 21 20 19 18 17 16 15 14 13 4x6 = 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x6 = 4x4 = �3 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) *Except* B2: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 or; puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1075/0-2-12 (min. 0-1-8) 12 = 1075/0-2-12 (min. 0-1-8) Max Grav 1 = 1075(LC 1) 12 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1074/0, 2-3=-1071/0, 3-4=-2904/0, 4-5=-2904/0, 5-6=3746/0, 6-7=-3623/0, 7-8=-3623/0, 8-9=-1505/0, 9-1 0=-1 505/0, 10-1 1=-1505/0,11-12=-1075/0 BOT CHORD 20-21=0/1663, 19-20=0/1663, 18-19=0/3746, 17-18=0/3746, 16-17=0/3746, 15-16=0/2798, 14-15=0/1071 WEBS 5-19=-1139/0, 4-19=-296/36, 3-19=0/1408, 3-21=-1081/0, 6-16=-584/248, 7-16=-338/0, 8-16=0/936, 8-15=-1468/0, 11-15=0/1053, 11-14=-932/0, 1-21=0/1432, 12-14=0/1432 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 12. CSI. DEFL. in (loc) I/deft Ud TC 0.56 Vert(LL) -0.3316-17 >704 480 BC 0.69 Vert(TL) -0.5016-17 >467 360 WB 0.68 Horz(TL) -0.07 12 n/a n/a (Matrix) 4)11Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 107 lb FT = O%F, 0%E Wormag.Please rhmaughlyariewthe 'LI ROOFImm. Verily desig, pmemmen ord tend notes,, this Trues Desigrl)rawiag(fOOjmdthe Maouelxefiner,P.L BeleaereSheetbefaeeua. Odess,lAenise smled on lhe100, only IMANUEL MARiINEZ P.E. Mirk tevnenm,loll eh,0 be led fer the III 1a he r rd, Isar lest,, Fnginem (i.e.,SpmioOy (ngineeQ, the ant oil my Igo represents so attepma o nf the pralessionol emiinening respomibility fat the design of the single Tmu depned ail the MD only, undo 1P1-1. the design mwmpli,m, loadieg tosdilisus, tuitabilayoal use of this Ties% lot any Building is the respossibndyafthe owner, the Ones's oulle.,rmf a goal or the Budding Designer, in the muhsol of the lB(the lB(, the loner buAdrg ad, ord Rol. meupploraloFthe lDO andany fiefduse of Me Tmss,iedudiegb,ndliog,,1 go, inmeOaNan and bmdag, shun be the #047182 asp-iMAlyal the Building0esignerandCmolranar.IllnmesalsulinlieWoodlb,pmtiresandguidelinesoftheBuildng(ampenentS,40,fmmlion(B(SQpubfiebedbyRlundSA(Aon—feumedfargenerolgo'Jesse.RTldefinesthelnpemibibtin,nddmi—ftheTrussDesigner,FrussDesignrngmwicod 10019Chadian Cir. irmr Mvnulon,rer, unless olAeniee defined by a [aefrun agreed upon in nifing by oA pent, ioralred, TheTrua 0esige Fngineeris NOT the Auilding Designer at Trust System Frgineerfor our building. All (ap0araed terms are or defined in Rld. Capyrighl ©7015 A.1 Bouf Trusses - krum el Mmlinee, r,L Depmdunion of ibis daument, in any farm, is prohibited with written permission from A-1 Roof Tmsses Manuel Martinez, ff. Orlando, FL 32832 IS - e Job Truss Truss Type Qty Ply 61998 FL23G FLOOR 1 1 A0577556 LbReference (optional) Al KUVr IK Ubbimb, t-UK1 VILKUL, t-1-a4t1413, oeslgnLaivuss.com 0-34 i r 1-5-0 0-10-11 2-" 1 6x6 = 3x3 11 3x6 = 1 2 3 11 Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:57 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-W6PZAkMCnszuMGv9pjesn5?kdR4cHIZJmz7xKyef4q 2-M 1.5x4 11 3x3 = 3x3 = 4 5 6 L 2-0-7 0A Dead Load Defl. = 3/16 in 3x4 = 1.5x4 11 1.5x4 11 3x6 FP= 3x3 = 5x6 = 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 4x6 = 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x8 = ON4 1-8 4 7-10-13 8-10-13,9-10-13, 19-9-12 2Q-1; 0 0-3-4 1-5-0 6-2-9 1-0-0 1-0-0 9-10-15 0-3 4 Plate Offsets (X,Y)— [12:0-3-0,Edge),[20:0-2-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.34 15-16 >700 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.50 15-16 >464 360 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) -0.07 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 104 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except' 5) Recommend 2x6 strongbacks, on edge, spaced at T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) *Except* 10-0-0 oc and fastened to each truss with 3-10d 132: 2x4 SP M 31(flat) (0.131" X 3") nails. Strongbacks to be attached to WEBS 2x4 SP No.3(flat) walls at their outer ends or restrained by other means. BRACING- 6) Gap between inside of top chord bearing and first TOP CHORD diagonal or vertical web shall not exceed 0.500in. 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. REACTIONS. (lb/size) 1 = 1075/0-2-12 (min. 0-1-8) 12 = 1075/0-2-12 (min. 0-1-8) Max Grav 1 = 1075(LC 1) 12 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1074/0, 2-3=-1071/0, 3-4=-2903/0, 4-5=-2903/0, 5-6=-3745/0, 6-7=-3619/0, 7-8=-3619/0, 8-9=-1507/0, 9-1 0=-1 507/0, 10-11 =-I 507/0, 11-12=-1510/0 BOT CHORD 19-20=0/1 663,18-19=0/1663, 17-1 8=0/3745, 16-17=0/3745, 15-16=0/3745, 14-15=0/2801 WEBS 5-18=-1140/0, 4-18=-296/36, 3-18=0/1408, 3-20=-1081/0, 6-15=-584/242, 7-15=-337/0, 8-15=0/928, 8-14=-1468/0, 12-14=0/1 777, 1-20=0/1 431 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1, 12. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Naming-Ple.mMaeugAly,erierthe'bIROOF TRUSSES CSEIIE11,rdIRMIEIMSN CONDITIONS CUSTOMER (1UIIIJACINOMLEDOEMINrInan. aNydesigepar.metnsrnd,eadnaletenthisTr.ssamignDr.rimg(DD)wdlM1eMnnunlMorNnea,P.EtelertmeSheetbefaremsd.Ualessmhereiteslned.nshe Do. -Ty plates 4.0 be MANUELMARTINET,P.E Mi@h ronoed.r mad forth, IDDIa be ralid. As.Ir.ss Oesigv Enpinm (ie.SpmiaMy [eginee,ythe taut oe oay NO „pns,vtt a. uapmnre el IM1e pmfmioml engineering resp.mibidy Im the d,tign al the tingleTmss depidedo. the ND only, under IPId. the deslpn nsmmpli.nylaadinp mnGrian:, ///,�maabi➢q;.nda,, of IN, I sI.,.ny 10dingis therespansibify.l the arms, the Orneisautho,hed agent as the luddi.g Onig.er,1, 11, led al The TIC, The ITC, Ihe Total budding rode walIl-I.Ti, eppnal.1Via TOO and any field s, of Me Tress, ior6diag hendlieg,storage,Wa➢ds. and bmtiug, sham be the #04TI82 \,Tnpmi6iFh oC lNe lviWing➢esig,n aed[oMraelor,.11 noses nl eatietrueiDD.nd true prasfiset f and quidelinesafibehil6ei Compv fiofety lnlaraalioo iACMJpobfnhed bylPT mdSB(Awerelnemed orgeI oe,apeidame. ni delieeslhe,npaeuLiUlieeand dofiesolthe truss 0euyia,Gms O,tiga Engineeraol Uuis Manol.d.,,r..ulen mh,nise d,fi.ed by. Ea.tmd ryreed upon i. rrifieg 6y a➢pnnimi.ralr,d. The Tnss assign Engiaeer is NOT Ihe Eutldiag Desigeer a, T—System Fngi-, far nny hil ling. AU [apimfi.ed Inrm use n delined'm IPI-I. I0019 EIIOTIlOa tlr. Y.rpsighl©101f A-1tool Lusut-Y.... IMadinm,P.E.hp,admlimn al this dm.menl, in any Imm, it Pi rills amen pianissimo bas A -I loaf I'm,- Miami M.diaer, P.E. Orlando, EL 32832 Job Truss Truss Type Qty Ply AO577557 61998 FL24 FLOOR 2 1 Job Reference o tional Al KUUr I KUAACJ, rUK I V1rKI.t, r1_ _KV4o, oesign(O/a aruss.com 0-3-4 i 1-5-0 0-10-1 2-8-0 —I r 6x6 = 3x3 11 3x6 = 1 � 7 11 Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:58 2015 Page 1 ID:BCyQvSffrhlSZsXezgN 1 rXytsH?-_Jzy04XVz5_q W Wr5jXEtP?eAU 1 nJLkYiYQihTnyef4p 2-0-0 1.5x4 11 3x3 = 3x3 = 4 5 6 2-0-7 10044 Dead Load Defl. = 3/16 in 3x4 = 1.5x4 11 1.5x4 11 3x6 FP= 3x3 = 5x6 = 7 8 9 10 11 12 21 2019 18 17 16 15 14 13 4x6 = 3x6 FP-- 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.34 15-16 >700 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.50 15-16 >464 360 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) -0.07 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 104 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* 5) Recommend 2x6 strongbacks, on edge, spaced at T2: 2x4 SP M 30(flat) 10-0-0 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP No.2(flat) `Except' (0.131" X 3") nails. Strongbacks to be attached to 132: 2x4 SP M 31(flat) walls at their outer ends or restrained by other means. WEBS 2x4 SP No.3(flat) 6) Gap between inside of top chord bearing and first BRACING- diagonal or vertical web shall not exceed 0.500in. TOP CHORD Structural wood sheathing directly applied or 6-0-0 of; purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1075/0-2-12 (min.0-1-8) 12 = 1075/0-2-12 (min. 0-1-8) Max Grav 1 = 1075(LC 1) 12 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1074/0, 2-3=-1071/0, 3-4=-2903/0, 4-5=-2903/0, 5-6=-3745/0, 6-7=-3619/0, 7-8=-3619/0, 8-9=-1507/0, 9-10=-1507/0, 10-11 =-1 507/0, 11-12=-1510/0 BOT CHORD 19-20=011663,18-19=011663, 17-1 8=0/3745, 16-17=0/3745, 15-16=0/3745,14-15=0/2801 WEBS 5-18=-1140/0, 4-18=-296/36, 3-18=0/1408, 3-20=-1081/0, 6-15=-584/242, 7-15=-337/0, 8-15=0/928, 8-14=-1468/0, 12-14=0/1777, 1-20=0/1431 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1, 12. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Waning -Please lhomughly,evlereheY-I loaf TRUSSES Cifllfirt(INEPALTHISB(ONDITIONSCUSTOMER rIUVERJA(rNOWIEDGEMIll-form.yailydetigo poramelenmdreadnatesoolhislross0esignOrorwg(IDDJand the MoouelYmlmejIlelneeeeSlash before use. Unless otherwise Mention the TDD,aoly MA UEL ki Mileh smnnedor plvin,ha0heuudlor the 100la he valid. AsaLu,s Design[agmea li.e.SpmiahyfngineerJ, IM1e teal on any l00 mpraewiseeaneptonm of the pmfeximovl engineering respovsibgiry for the design al the single Truss depided oa the Too only, under lPl I. the design emumpidof. adding m,di� -� �\ so nobody nodule of this Truss for any Bu0ning is the responsibility of the Close, The (year's authorized agent or the luddieg nosiness, in the mobw of The @(,Me le(, the teal building (ode and TFI.I. The approval of the 100 and any field use of the Tna,indod'mg hond0ng, sloroge,udcilofioaoL sRnU be rba I) I `t • \responsibifiry of thebuilding Do inner oad6m,dm.Ann,I,& set out in the Too ad the presents and guidelines of the eu0dngComponent Safety tnf—sioole(Sgpublished by ITT and SECA me refemmmd lmgenemI Sailors,111.1 defines the msponsihiGliaaod detiewllhe lruv0esijr n �e�o1 lEh 1 �L Imss Nanofadomr, oola, otherwse dehnedby o (oncost agrand upon in ymiag by of ponies iovoNot. The Trans Dnige Engineer is NDTthe Building 0aigaer or Truss System Eegineerfar any building. All (apitnfieed terms me an de0ned in IPTI. , (opyrighl©7015 A -I Foal irussef•Monuel Madioe:,r.E. Iepradu,lionof lhisdommenl, in any Poem, is prohibitedrich written permission from AlRoof irasses Manuel Martinez, P.E. �t10 1832 0 0 Job Truss Truss Type Qty Ply A0577558 61998 FL27G FLOOR 1 1 Job Reference (optional) Al KUUr• I rcuaara, ruK 1 rICr0.:r, r-L s4a4o, cesignLanruss.com 0-3-4 i i 1-5-0 10-10-1, 2-6-0 6x6 = 3x3 II 3x6 = � 2 3 11 Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:58 2015 Page 1 ID:BCyQv5firhlSZsXezgNlrXytsH7_Jry04XVz5_gWWr5jXEtP?eAU1nILkXiYQihTnyef4p 22-0-0 1.5x4 11 3x3 = 3x3 = 4 5 ro 2-0-7 OH Dead Load Defl. = 3/16 in 3x4 = 1.5x4 11 1.5x4 11 3x6 FP= 3x3 = 6x6 = .7 a 9 1n 11 12 21 20 19 18 17 16 15 14 13 4x6 = 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x8 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOTCHORD 2x4 SP No.2(flat) *Except* 132: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1075/0-2-12 (min. 0-1-8) 12 = 1075/0-2-12 (min. 0-1-8) Max Grav 1 = 1075(LC 1) 12 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1074/0, 2-3=-1071/0, 3-4=-2903/0, 4-5=-2903/0, 5-6=-3746/0, 6-7=-3620/0, 7-8=-3620/0, 8-9=-1508/0, 9-1 0=-1 508/0, 10-11=-1508/0, 11-12=-1512/0 BOTCHORD 19-20=0/1 663, 18-19=0/1 663, 17-18=0/3746,16-17=0/3746, 15-16=0/3746,14-15=0/2802 WEBS 5-18=-1140/0, 4-18=-296/36, 3-18=0/1408, 3-20=-1081/0, 6-15=-584/242, 7-15=-337/0, 8-15=0/928, 8-14=-1468/0, 12-14=0/1779, 1-20=0/1432 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at'joirl 1, 12. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. CSI. DEFL. in (loc) I/defl L/d TC 0.56 Vert(LL) -0.3415-16 >700 480 BC 0.69 Vert(TL) -0.5115-16 >464 360 WB 0.85 Horz(TL) -0.07 12 n/a n/a (Matrix) 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 104 lb FT = O%F, O%E Womiog-Plan Masughly,evisethe'A-I gDOFf➢usslisr5itur6GDORALIRZA(ONDMONS(USTOMilrlUVEIjA(rNOWIEDGIMINrlotm.Verify dodge pmamdelt and teed notes an ibis Trust Design nursing (TOO) and the Monti Hadinn,P.F.Itleteme Sheet before use. iTeh Unlessolher�sestated on the no, MANUEL MARTINET P.E , INMronneder plot,, shelf be used far the IDD l06e nlid. As a Lust Design login (is.,Spedtruy lag neer1,the "of on our TOO represent, oo.",Pfi nm of the professional engineuing tespor"Ilitr In, Ibe design al the siagl, Trust d,pided on the IDD only, sadist IPDI. The design ntomplions, Tooding mndir—, suitability and used this Trust lot any hulling is the responibDNy of,Ae Omer, the 0m 'authrind agent at the luldiag Designer, in the meteel of the or, the W, 0. final buldieg ad, and TPbl. The approval of the TOO and any field use of the Trans, iodudmg bend5g, do,age,issmnotin adbasing, shall be the #047182 rnpons3irdy of ibe luddi,g Desigov osd(antradm. AO notes W ed in the TOO and the p,ortnn o,d guidefines of the luddiog(ampsoed Softly lnf—alm(!(n) pubF.A di by TPl nod VKA meref,rented for Neutral gsid,nte.TPN d,fieeslAe respaos,Liffiesand datin o11he 1tuss Desigen,ieast Detigo Fngmen and 10019 Chorlton Cif. Teas, Mmolodorer,.ales, intermit, defined by. (..lead agreed site in piing by all partiesinoleed. The Tress Wit [.front is NOT the hilGng Designer arrears System (.gmen for troy br lding. All Consoling toms are a, Wind in TPI.I. Copyright 0 2315 A-1 PoofTruster- MassesMmlioea, P.E. leparloo nalthis donated, in any (a,., is prohibited eith mitten permission from A-1 to.Team - Manuel Mortises, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577559 61998 FL28 FLOOR 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:59 2015 Page 1 ID:BCyQv5firh ISZsXezgN1 rXytsH?-SVXKbQY8kP6h8gQHGE16xCALER7X4Bnsn4SE?Dyef4o 0-3-4 1 1 1-5-010�1 2-6-0 1 2-0-0 1 2-0-7 0 3 Dead Load Dell. = 3116 in 6x6 = 3x3 II 3x6 = 1 2 3 11 21 3x4 = 1.5x4 II 1.5x4 11 3x3 = 3x3 = 1.5x4 11 3x6 FP= 3x3 = 6x6 — 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 46 = 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 3x6 = 48 = 7-10-13 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1,00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) 'Except' T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) 'Except' B2: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1075/0-2-12 (min. 0-1-8) 12 = 1075/0-2-12 (min.0-1-8) Max Grav 1 = 1075(LC 1) 12 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1074/0, 2-3=-1071/0. 3-4=-2903/0, 4-5=-2903/0, 5-6=-3746/0, 6-7=-3620/0, 7-8=-3620/0, 8-9=-1508/0, 9-10=-1508/0, 10-1 1=-1508/0,11-12=-1512/0 BOT CHORD 19-20=0/1663, 18-19=0/1663, 17-18=0/3746, 16-17=0/3746, 15-16=0/3746, 14-15=0/2802 WEBS 5-18=-1140/0, 4-18=-296/36, 3-18=0/1408, 3-20=-1081/0, 6-15=-584/242, 7-15=-337/0, 8-15=0/928, 8-14=-1468/0, 12-14=0/1779, 1-20=0/1432 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 12. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. CSI. DEFL. in (loc) I/deft L/d TC 0.56 Vert(LL) -0,3415-16 >700 480 BC 0.69 Vert(TL) -0.51 15-16 >464 360 WB 0.85 Horz(TL) -0.07 12 n/a n/a (Matrix) 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 104 lb FT = 0%F, 0%E Warning -Please thoroughly-horthe 'A.I ROOF flOSiEf ('SFIlFB1 OEXnAl1EBS68 (ONDINONS (USTOMEI rI MIJARNOWtEDE M W term. Mdr dagger p.wromess and mad notes on this Tress Oesigo Dteesing(IDDI and the Mn,,tl liorrmea, P.Llelmexe Sheet helert ore. Unless athenise smled on the TOD, only �Auld ronncdvrpMnshollheusedfm the lDO to he valid.AsaLa, Oedgn Enginen(i.e.SpmiaNyfngiveell, the sevlanvvy lDDreplesenis Fvvueplanm Fl lheplFles,ioml engineering respeosib1tyfar the design Firm, single items 6pided am the IUD only, under 1PF1. Thedesigoosssu�um��lians,leadiag sadifiam, MANUEL MARTINEZ, P.E. ou bififyaad use of this Truss her any Building is itere,poaihOhy of Me a.."the Omeei,amlmieeJ agent or the funding Designer, in Me contain ahthe ll(, the ll(, the Intel hundiagmde and TPbl. The opproml of the IDD and any field use vfthe Truss, iododiag handling, storage, insl' eem,the Q rapmsihilily of the Building Oesigneraad6atconm. An atesmeI vat in the TOD Fad the ptedimmFad guiddinaolthe lunding(ompenentS.4ty lnfe—feurI(SD puhlishedby Rl and Sf6 a,.of nrod for general goidaem. TPH defines the r,,peambihtinaid duties 01he Truss r, �n sign'hgin rood "r Imes Namdast-,, units, olhervise defin,dh F(aimedoreednon in whin all artier involved. The Truss Desin Engineer is NOT the land' Design,, w Trust [.Sit for an Wiling. Al1(oua@ed lams am a, denied 1&1. I 9 T ! 9 P 9his P 9 Vi 9 9 System f ! 9 P (ppI �� B3 (opytighl©1DISA-1 toolTmsses-YonuelMoslinee,P.E. lepmdalion of this dammeoy in any far., is prohibited with pritlen permission lrom A -I &ooh Lusses•Mvnuel Moslineg P.F. \ Olb, . d Job Truss Truss Type Qty Ply 61998 FL FLOOR GIRDER 1 2 A0577560 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:16:59 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-SVXKbQY8kP6h8gQHGE16xCAHpR9 W4Eisn4SE?Dyef4o 1-10-4 1 1-10-4 1 3-0-3 2F M F 1-5-15 2-6-0 1- Dead Load Defl. = 3/16 in 2z4 11 3x8 = 1.5x4 11 4x4 = 1.5x4 11 3x4 = 1.5x4 11 3x4 = 3x6 = 2x4 11 1 2 3 4 5 6 7 8 9 10 17 4x8 = 16 15 14 13 7x8 = 7x10 MT20H8= 2x4 11 3x4 = 12 3x8 = 9-10-15 t 4-5-8 7-10-15 8-10-1594-11 19-11-13 20r1-2 4-5-8 3-5-7 1-0-0 -5-1 10-0-14 0-1-5 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.31 14 >751 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(TL) -0.49 14 >479 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) -0.05 17 n/a n/a BCDL 5.0 Code FBC2014/TP120307 (Matrix) Weight: 221 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1: 2x8 SP No.2, W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 1585/Mechanical 17 = 2963/Mechanical 17 = 2963/Mechanical Max Grav 11 = 1585(LC 1) 17 = 2963(LC 1) 17 = 2963(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-382/0, 2-3=-9250/0, 3-4=-9250/0, 4-5=-9132/0, 5-6=-9132/0, 6-7=-5747/0, 7-8=-5747/0, 8-9=-5747/0, 9-10=-259/0 BOT CHORD 16-17=0/5173,15-16=0/9132, 14-15=0/9132, 13-14=0/9132, 12-13=017999, 11-12=0/3419 WEBS 4-14=490/0, 5-13=-323/0, 2-17=-5404/0, 2-16=0/4678, 4-16=0/916, 9-11=-3405/0, 9-12=0/2530, 6-12=-2447/0, 6-13=0/1775 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-7-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, Except member 3-16 2x4 - 2 rows staggered at 0-2-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Refer to girder(s) for truss to truss connections. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2404 lb down at 4-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 11-17=-10,1-10=-100 Concentrated Loads (lb) Vert: 16=-2404(F) Warning-Pleout eroughlyreriwWAdg00rytOSSFf('S[t(FA'I,RAFPALIEIYS6(OXOI(IOXS(OSiOYEprllllEl)A([NOgIFOLEMfXrlerm.Verifydesig•pormnmand read notesonihisTrussOesguDionsmg(iiiandtheProodlortines,P.ElelerenoShealhefareou.On4ssother.isestotedmthe100,oety MANUELMARTINEI,P.E Milek mweNr pbtes sAoO he medlar the IDOIa 6e:aliA As a Truss Design Engineer (i.e.,Spe(iolty Engineer), the ,.I to my 100.pirmb a o.eptome •1the p,•femiawl engueming mponsiMfOy fm the design ai the single arms de fined as Poe NO only, wrier IPId. Ibe deilyn nsumprians,laoding nadifians, su-dabilirywd an of this Truss her my Nodding is The re,poosbd0y oftbe Omer, the Omais arrested oBeef onhe Nuddi•y Oesigner,in the ..restofii ME, The IT, 61Intel uniting .do adV1.1. IDeapprorol afthe 100 aad anyfield osedlheLms, indud'mg bondgng, damge,innogotim wd hadag, shoo be%a #047182 ',mpansibifdyaleheNmMngDesigomo•d(ant.nm.MlaolessetoulinlhADOmdMepmrfiresovdgaidebnesolt6eluildng(amp•antgolerylnlarmmiw(1(SQpublishedlyfllwdSN(Awerelmen.dher gnnal guide...TPTldef es the usp•nnbirdieswdduties of16Trust 0esiyne,,Trust Design (ogineewd 10019Chorltonfir. Truss YonAa re er.unless mhmise defined by a Ca veer speed opa• is nniag by of podiesinvoked. The Tmss Design fngineer is NOT the Nuildleg Designer at Truss System Fogiaeer far any building. All (apbopeed terms ore as definedia lyld. (opyright©2015 A-1 toot T.sus-Manuel Martine, P.F. hpmdudion of This daomenl, fn any 1mm, is prohibded sritb ptiMen pmmissioa from A -I rwl Busses-11mal Mmtira P.E. 01i FL 32832 B Job Truss Truss Type Qty Ply A05775612 61998 FL30G FLOOR GIRDER 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 1.62U s Apr 3U ZU15 rnne 1.esu s Jul z6 Zu-10 MI I el( Inausines, Inc. rn Sep TI i del d:uu zu Io rage A ID:BCyQv5ffrhlSZsXezgN 1 rXytsH?-wh4iomZmUiEXIq_TgyGLUQjU9gP6piF?OkBnYfyef4n 2-8-0 2-8-0 Dead Load Deft. = 1/16 in 8 4x6 = 7 6 3x8 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6 = 2458/Mechanical 8 = 2414/Mechanical Max Grav 6 = 2458(LC 1) 8 = 2414(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-400/0, 5-6=-458/0, 2-10=-6116/0, 3-10=-6116/0, 3-11=-6116/0, 4-11=-6116/0 BOT CHORD 7-8=0/4628, 6-7=0/4610 WEBS 4-6=-4795/0, 2-8=-4832/0, 4-7=0/1640, 2-7=0/1619, 3-7=-1293/0 NOTES- 1) 2-ply truss to be connected together with 12d (0.131 "x3.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 -1 row at 0-5-0 oc clinched. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. CSI. DEFL. in (loc) I/deft Ud TC 0.68 Vert(LL) -0.11 7 >999 480 BC 0.86 Vert(TL) -0.18 7 >758 360 WB 0.58 Horz(TL) 0.05 6 n/a n/a (Matrix) 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 731 lb down at 1-10-4, 731 lb down at 3-10-4, 731 lb down at 5-10-4, and 731 lb down at 7-10-4, and 731 lb down at 9-10-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 6-8=-10, 1-5=-100 Concentrated Loads (Ib) Vert: 3=-731 (B) 9=-731 (B) 10=-731(B) 11=-731(B) 12=-731(B) 4x6 = PLATES GRIP MT20 244/190 Weight: 113 Ib FT = O% Wearies • Please tharougllyrevie. the 14 goof TRUSSES('SnLIR'h GENERAL11116 B (ONDITIONS ❑6109EB rN1E61A(BNOWLEOGENENr 1".. ynily detig. pammetms and ,mdnsm an this re" Design Memel Too) ad the AL.-IMeaUsea.P.E. Islas mm Sheet beta,. use. Unless sfherriu noted an dh IDD, anly Nirek mnned.rplolushs6 beusedfsrthe EDD la be valid.Asahuss Design left nli.e.,SperiaDy inginen),IN, send many TODrep.-I.eearr.plan...lit, piolnri—I engineeringmspsnsiblily far The design [the singlehues delisted sa the Too only, under 1111. Thadnign''Isumplito sloding' Jn, F.n R�NEZ, P.E. nobility and use el this Truss In, any Building is The tesprrsibillyof Me(Inner, The Dennis wthfud.1,ela, the Bsodies Designer, in the mutest of the lit,she n(,the l.tal budding rode andTPI.1. the qpi fat she TOD and any field use of the rrsss,ied:dill hndIN4 stares. inna0rfior end brodnge{IooB2 .spenbifity of the Bui�ng Designer and(emmdar.AoWe,.1ant in the Too and The pinch.. and gvid6ne, al Thehildngb.p—atSfeyl—ellenn(SI) pablisbedby TPl and SB(Aeamele,en,,dI., general geidenm. RN defines Use rnpeoebi0i.sand drain I�e rs0 igney tdss design raginee r4 :� icon Cir. hues ftefeftu,unless nhneise defisedbya(adrsnegmed spar in.0.9 by a0 pediminuh,d. The ems Design hEdeeris NOT the Building Design,, as noes Systen Eegin-lac Dry hilbli.ADCapitaU:ed leans are.. defined in SEW. Capyright©7015 A-1 Beal T,usses.Manuel Madi-,P.F. tepAndisnafthisdana-1, in anylatm, it pnehilod eith e,in,n pnminisn h. A-1 teal Tuu--Mussel Madinea, P.F. ,FL 32832 n 0 Job Truss Truss Type Qty Ply 61998 FL31 FLOOR 5 1 LbA0577562 Reference (optional) m i muur i muooco, rum i i-irmuo, rL_ a4a4o, uesign(Iva-Irruss.com OF3_1$ 2-6-0 2-0-0 1.5x4 II 4x4 11 3x4 = 3x4 = Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:00 2015 Page 1 ID:BCyQv5firhlSZsXezgNl rXytsH7-wh4iomZmUpiE�X�I�q_TgyGLUQjTogNtpj070kBnYtyef4n F=T 1-5-0 1--1 r� Dead Load Defl. =1/8 in 1.5x4 II 1.5x4 II 3x3 = 4x6 = 5x6 = 17 16 15 14 13 12 11 10 3x6 11 3x6 11 3x6 11 5x6 = 5x6 = 4x6 11 3x3 = 5x6 = 3x3 = 3-3-13 4-3-13 5-3-13 13-9-12 15-2-12 16-6 0 �_�_n Plate Offsets (X,Y)-- [1:0-1-8,Edge], [3:0-1-8,Edgel, [4:0-1-8,Edge], [9:0-2-8,Edge], [11:0-3-0,Edge], [12:0-3-0,Edge], [13:0-3-0,Edge], [14:0-3-0,0-0-0], [16:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.21 13-14 >848 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.33 13-14 >551 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) -0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 107 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 1-4-12 oc bracing. REACTIONS. (lb/size) 17 = 831/Mechanical 9 = 831/0-2-12 (min. 0-1-8) Max Grav 17 = 831(LC 1) 9 = 831(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-604/0, 3-4=-1900/0, 4-5=-2472/0, 5-6=-2472/0, 6-7=-1166/0, 7-8=-1166/0, 8-9=-850/0 BOTCHORD 15-16=0/1900,14-15=0/1900, 13-14=0/1900,12-13=0/2065,11-12=0/847 WEBS 3-15=0/546, 4-14=-473/0, 3-16=-1849/0, 1-16=0/679, 4-13=01735, 5-13=-302/0, 6-13=0/458, 6-12=-1010/0, 9-11=0/1109, 8-11=-660/0, 8-12=0/748 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on. edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 'Norm" -Pines, Mmougbly reein. the '41 200fTRDSSES(91111R1 GERRAL ARMS& CONDMONS(IISIOMER(-BDTa]ACRNOWLEDGERVir farm.Unt,design pmomelers and read notes an this Truss Design Dmdng(IDDlaid the Manuel Martin,,,P.I.Wermm Sheet before — lhrleu othereiu rated on the 112, only MANUEL MARTINEZ P.E �AM mmoaei plot,, Ann be andfar fire IDD to be,nNd. A, .1— Dedg. I.fi s(i.r., SperwhyrngineeQ,the seal an any Toomin-cf, or omeplonm al she professional engineering respsn+ib0dy far the design a fib, single f d,pined an the TDD only, under IPI1. The deilpn m—ptiom,[aoding modifiom, , ,aOOBiRtyoad one of tbi,Ties, for any Bdldmg 1,she ,,pan,3Onr of A.Been,,the Benen aithorM opens orlbe Ridding Uiigan, in roem.ties al the nC, the 11C, on loml bonding ad, and TPH. The appmedofthe TDD and any field use id the Truss,Wfoiiondliog, ag Nstorage, inssdlafian and 6radsg,shoa herb, #047182 mspen biGry olAe Baddieg De,ig.eraad fom,anu. ADaoser+etoatio lbelDO and lbeproefisesovl gnidebne, offhe Buildiog[smp.nniSofery lnlormotisv lB(n(puhRsbed hyRl oodSA(A me retereaud far genaoI geide... TMI defies,tbernpaobl®in and dart., at the Trans Deep,,, Tar D,,k. Iagmeersad 10019(horllon(ir. Trn, Monufathrim odes, dh—im defined by a Caftanagreed upon in rrii by of ponies ineal,ed. The irons Design begin en is NOT the Building Designer or Tm„Synem Ieg'meer ter say Wilding. MI [apitaD,ed terms ore es delined in RI -I. Copyright©7015 A -I Boof Tmsu,-Manuel Maniac:, P.E. Beproduaion of lhisdauneol, io aay tom, is prohibited esth ninen permisdao from A-1 Tool Lossn-Manuel Mmfinee, P.E. Orlando, Fl. 32832 Job Truss Truss Type Oty Ply 61998 FL32AG FLOOR GIRDER 1 2 A0577563 Jb Rftil oeerence oona Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:01 2015 Page 1 ID:BCy0v5firh ISZsXezgN 1 rXytsH?-0ue406a0F0M0NzZg0foa0dGbbEprY4Z8E0xL45yef4m 1-8-8 1-6-0 1-6-0 2-0-0 2-6-0 r 1-2-7 , 1 4x8 = 19 4x4 11 0-0-9 2-5-8 3x4 = 1.5x4 11 3x4 = 1.5x4 11 3x4 1.§x4 11 2 3 4 5 6 it 18 17 16 15 20 14 13 3x6 = 3x8 = 5x6 = 3x4 = 2x4 II 3x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.37 13-14 >635 480 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.58 13-14 >403 360 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) -0.05 19 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x6 SP 240OF 2.0E `Except' 1) 2-ply truss to be connected together with 12d WEBS 2x4 SP No.3 (0.131"x3.25") nails as follows: W1: 2x8 SP No.2 Top chords connected as follows: 2x8 - 2 rows BRACING- staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-7-0 oc TOP CHORD clinched. Structural wood sheathing directly applied or 1-11-14 oc Bottom chords connected as follows: 2x6 - 2 rows purlins, except end verticals. staggered at 0-9-0 oc clinched. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. REACTIONS. (lb/size) 2) All loads are considered equally applied to all plies, 19 = 1854/Mechanical except if noted as front (F) or back (B) face in the 11 = 2834/Mechanical LOAD CASE(S) section. Ply to ply connections have Max Gry been provided to distribute only loads noted as (F) or a 1854(LC 1) (B), unless otherwise indicated. 11 = 2834(LC 1) 3) Unbalanced floor live loads have been considered for this design. FORCES. (lb) 4) Plates checked for a plus or minus 0 degree Max. Comp./Max. Ten. - All forces 250 (lb) or less except rot ation about its center. 5) Refer to girder(s) for truss to truss connections. when shown. 6) "Semi -rigid pitchbreaks with fixed heels" Member TO P CHORD CHO5/0, end fixity model was used in the analysis and design 1-110-11=-2547/0, of this truss. 1-2=-3140/0, 2-3=-5440/0, 3-4=-5440/0, edge, spaced at 7) Recommend 2x6ned 4-5=-9905/0, 5-6=-9905/0, 6-21=-9730/0, 10- to t us oc and fastened tStrong each truss with Shed 7-21=-9730/0, 7-22=-9730/0, 31 " nails. attached 8-22=-9730/0, 8-23=-3727/0, in d e or restrained walls at their outer ends or restrained by other means. walls t eir ends 9-23=-3727/0, 9-24=-3727/0, 8) Hanger(s) or other connection device(s) shall be 10-24=-3727/0 provided sufficient to support concentrated load(s) 370 BOT CHORD BOT C0/302, 17-18=0/3140, 16-17=0/7755, - lb down at 10-9-7, 385 lb down at 12-9-7, 448 lb 05 16=0/7755, 15-20 /3140,5, 1 5-16= down at 14-9-7, and 512lb down at 16-9-7, and 575 1 /9905, 13-14=0/99 lb down at 18-9-7 on top chord. The design/selection 12-13=0f7713, 11-12=01990 of such connection device(s) is the responsibility of WEBS others. 5-15=-327/0, 6-14=-437/0, 6-13=-381/244, 7-13=-717/0, 8-13=0/2191, 8-12=-4332/0, LOAD CASE(S) 9-12=-714/0, 10-12=0/4023, 4-15=0/2801, Standard 4-17=-2803/0, 2-18=-1475/0, 1) Dead + Floor Live (balanced): Lumber 2-17=0/2639, 1-18=0/3202 1 =1 00 PI t I =1 00 ncreasea e ncrease. Uniform Loads (plo Vert: 11-19=-10, 1-10=-100 Concentrated Loads (lb) Vert: 7=-305(F) 20=-655 21 =-290(F) 22=-368(F) 23=-432(F)24=-495(F) Dead Load Defl. = 3/16 in 5x6 = 1.5x4 I I� 4x8 = 8 9 10 12 11 4x10 = 4x4 11 PLATES GRIP MT20 244/190 Weight: 225 lb FT = 0% Warning - Please thoroughly nrin.th,'kl ROOF IRUSSISOEIIIN'4CENIIAII[MN(ONDRIONf(MOHfrrgUllg'JACINOWI(06(IIINT'Io,m. Veid ch,sigo parameters ondrmdnolei a this Trust Dtagn Ororing QDDjoad the Moeuel xoninn, P.Llelens Sheer before a.. Unk-uh-va statei�onlhelDO,oey P:E �f Ndel,mned., proles shop he usedta, the lOOla he rolid.AwM1oss0edgo[nginen li.e..SpedaNyfngineeQ, the udonany ND npnseeh000uepmnn al the pofasland eng�eming respomibdiy la, the dedgn al the single Truss depicted tor the NO only, under Rol. The dedgn oswmplio�s, 1. 1, mld0imsr solubility and use of this Trust In, any Building is the ,espoosiWhy of the Dome,,the 0..eisautharir,d agerl a, the Budding Designer, in the(intend of the lg(, the 11Gtheloml larding ado andRl-1. The opp-fof the 100 and my field of the Truss,ieduding handling, storage. is,alio,op and h, nn-gyo0he/to 8'( = mpom3iDtyod the Budding 0esigeerondComrador. AD mates set not in the EDO and the peach -and guidelines of the Building (omponeatSafety lnlatmdroelB(SQpublished by Rl and SKI are,0-rued for S-W guide.,,. Rol defines the respona3iGliesond duties ofib, T,ui1On,g�r,Y ass DeinFngineer iE ;11).dPF t00 Q{Ijr/. Tess Nanota,rorer,unless mhenise definedby oCaohadvgrted.pva inrdNngMogpunies inrolnd. The Tms0oig, fnginee, is NOithe Building Designer or System Engineer for any building. All Cap0ofi:ed terms ore as defined'm Rld. IJ �j [apyrighl ©701f A l goof Trusses-Hanuel Martinet, P.F. Bep,odurlion of this dmument, in any form, is pralsibl,d rills a6lims permission Inm Ad gaol ruses-ManuelNorti- P.E. 31832 Job Truss Truss Type Qty Ply 61998 FIL FLOOR GIRDER 1 3 A0577564 Job Reference (optional) Al ROOF 1 RUSSES, FORT PIERGE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:01 2015 Page 1 ID:BCyQvSfirh ISZsXezgN1 rXytsH?-Oue406aOFOMONzZgOfoaOdGdgEjGY6G8EOxL45yef4m 1-8-8 8-8 i I- 1-5-12 , 1-2-13 2-0-0 2-6-0 1-2-7 I'r- Dead Load Defl. = 3/16 in 4x4 = 1.5x4 11 3x4 = 3x4 = 3x4 = 1.5x4 11 5x6 = 1.5x4 11 4x6 = 1 4x8 = 2 3 4 5 6 7 8 9 10 19 18 17 4x4 II 3x6 = 7x8 = 16 15 14 13 5x12 = 1.5x4 11 1.5x4 11 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) 0.31 15 >752 480 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.49 15 >480 360 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) -0.06 19 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E "Except" B2: 2x4 SP M 30 WEBS 2x4 SP No.2 *Except* W1,W9: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19 = 5318/Mechanical 11 = 1871/Mechanical Max Grav 19 = 5318(LC 1) 11 = 1871(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. 7 All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-4703/0, 10-11 =-1 844/0, 1-2=-8252/0, 2-3=-12515/0, 3-4=-12515/0, 4-5=-13098/0, 5-6=-11157/0, 6-7=-8314/0, 7-8=-8314/0, 8-9=-2469/0, 9-10=-2469/0 BOTCHORD 18-19=0/854, 17-18=0/8252, 16-17=0/13061, 15-16=0/11169, 14-15=0/11157,13-14=0/11157, 12-13=0/5738 WEBS 5-15=-1139/0, 6-14=0/680, 6-13=-3533/0, 8-13=0/2832, 8-12=-3594/0, 10-12=0/2948, 3-17=-617/0, 2-18=-3992/0, 2-17=0/4891, 1-18=0/8345, 4-16=-389/97, 5-16=0/2994, 4-17=-670/0 NOTES- 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-17 2x4 - 2 rows staggered at 0-4-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced floor live loads have been considered for this design. 5) Plate(s) at joint(s) 19, 1, 11, 10, 8, 15, 5, 14, 6, 7, 13, 9, 12, 3, 17, 18, 2 and 4 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 16 checked for a plus or minus 3 degree rotation about its center. 7) Refer to girder(s) for truss to truss connections. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2448 lb down at 4-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 11-19=-10, 1-3=-725(F=-625), 3-10=-100 Concentrated Loads (lb) Vert:17=-2448(B) 12 11 3x8 = 4x4 11 PLATES GRIP MT20 244/190 Weight: 310lb FT. =0% Norniag-Please thoroughly reeierthe'A-T 1OOf T1OSSISti11Li1'l, UIRIAL Thus B (O19I�ORS (91T0Y11 C1OTRIARRONSEIGI 1111'torn. study design pmemelen ond,,ednme, an this Ties, DesignD,orieg (ODD] and Me h o-1 Yartiau,P.L RifinemoSBeet Before a,e. Units sales wise stated oa the DO, only Mild,aoneaerplmnshaO Be ,dhrtge TOOla Bemlid. Aso Goa Deug,(ngPen(i.e.,5perialry Etgineer),Ihe uvl 000ay lOO repro,e0,onuapmme al the pnfieional engmemingrmpoosihifrylo, the design of the sigl,Nossdepirld on fire TDO only,aad,,IP(I. The design-roplians, Wing,cdifi.n,, MANUEI MARTINEZ, P.E. ,oneBDiry aador<ol this i,uss for anyludd"mg is tBorespw,ibSdy olthe Oraer, 8e0mei,wthorued ogmtor the BoOding Onignebin thenoteat o116e UK, the IB(,thalaml Miry<ode and Rl-I. the opparol of the TOO and ooyfield ne dtheiross,iedodiaghandlieg, storage, installation and initial, shoo Be the f#OQ7192 / ! �mpnosihiliryoltheBuildingOnignqud(anhonn.ADooteeselouli.11,IDDaodlheprosfees oadgoidelinesefthe hifiingfompooeetSofetylnfnawtio,(KV)puWiAdhyTPland SOCAca,W eneedfir geenalguiderm.TMIdefa,, the respoo46iGliesoaddelie,o1ItT,ouhsigner,To.,hill. h&eeraad I0019ChorltonCir. r - �TrussxenulosMee Mass nhmire Wood By a(noted agreed upon in rrilieg By ag Panic, iaeolead. The Too,, Design Engineer is NOT the BuR ng Until; ortruss5pure login -for any huilding.Ill Coodred terms are a derioedinV1.1. (opyeighl©2015 A-1 [.of Tresses - Manuel Arstn e, P.L lepradedion of this dutu.eat, in any fee., is prahSBDed rith amen petmis,ion front A-1 go.[Trusse,-MarandMedia., P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577565 61998 FL33 FLOOR 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:02 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN 1 rXytsH?-s4CS DSa00KUF?78syMJpZrou?eG7HhRIT2gucYyef4l 2-6-0 2-5-4 1-8-3 0-6-14 t 1 3x6 = 1.5x4 11 2 3x3 = 3x3 = 3x4 -i 3 4 5 9 8 7 3x3 = 6 3x6 = 3x3 II 5-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TIC0.40 Vert(LL) -0.01 8 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(TL) -0.05 6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 385/Mechanical 5 = 385/0-6-6 (min.0-1-8) Max Grav 9 = 385(LC 1) 5 = 385(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-372/0,1-2=-518/0, 2-3=-518/0, 34=403/0, 4-5=-406/0 BOT CHORD 7-8=0/403 WEBS 1-8=0/582, 2-8=-305/0, 5-7=0/505, 3-7=-268/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 0 I? PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0%F, O%E tyorniog PleawMeonghPy,erie+the`A.INOOF1RUSS1S(11111111G[NEbALTENM 11(ONDITIONS(MOMEI(`BDiFN1A([NOWLEDLEIIdNF'Smm.%ilydesignpvamete—dreadoolesonthislrws0esigvDioWwg(L00(andlM1eManuelYorNnet,P.LleleteemSheetbeforeuse.OWessethenisestoredootheTOOudy MANUELMARTINEZ P.E. �Minh mmemr plola sholl he w dfer the TOD to he r.I& A,.l,oss Desige 1,ginen (I" Slei.4 (ngine"ph e re .1 ov any TOD repesenh oa erept-e.1the pmleeiooM e.gieeeting mspansiharylor the daigv of the single La,s depicted.. the NO only, miler IP41. The derign mwmpfmm,bodieg uodabm, svlmbibtp.nda,, of this Tress le my building is the r.,pr.,ibOhr of the O.ner,11, Coneis authariad gal or the 8uadng Designer, is Nlecanlerl at the 11C, The lb(, Me lomibuilding rode and 914. The oppa,el ash, TOD redanyfield are of the Tru,s,iedudieg bondGog,sIe,rg,, ir,10min and bradeg, shall be the #041182 , ! rep.nribigtyollhebuildingbeigveraed[anbanor.19rotor Wadin the TOO adthe porker adguidelinesofthe Willing(oeparrISetory1'r—olion(b(s9publishedbyOff adSKA.,aohm-dfar gener.Igoidanre.lPSldefineslbempae,ihihtieronddotinoSlhelrussOesigne,Tn,sOesign[nginenaod 10019ChorlfonCir. Luss YonutarNie,vnless vthenise defined by. [.morn og¢ed upm in vdting by o0 ponies inrolred. The Tmss Design Engineer is NOT the building Designer or ❑uss Spin. Sogineer tot ony building. All (vphaPeed corms vre vs defined ioR41. (opyright©7015 Ad ioolTrusses M..uel Morfinm,P.E.teptodudion of this document, in anyform, is prohibited rich.0en puenlssiu.from Ad boo[Trusses.Manuel Almoner, P.E. Orlando, R 32832 as P Job Truss Truss Type Qty Ply 61998 FL34 FLOOR 1 1 A0577566 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:02 2015 Pagel ID:BCyQv5firhlSZsXezgN 1 rXytsH?-s4CSDSa00KUF?78syMJpZro_NeHxHlgIT2gucYyef41 0-8-9 373 11 1-5-0 3x4-, 0i . 1 3x6 = 2 3 3x6 = 6 5 4 3x3 11 Plate Offsets (X,Y)-- [3:Edge,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 22 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6 = 131/Mechanical 3 = 131/0-6-6 (min.0-1-8) Max Grav 6 = 131(LC 1) 3 = 131(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Warning - Pledte 6..ugbiy, oil, . IS, 'A-T 10OfTRUSSES (IlIkEn OEIEIAL TECH A CONDITIONS CUSTOMS IrNTalACHOWLIDDIMIMrfmm.nerdydc,igepmomless sad«ad sitesoeThis iron Design Drariog(100) and the Miami Marliom, P.E. lefe«ase Shot helve a. UMen albesi«,Imed as the TOD, wry Niakramedmr plainiholb—adf.01,0011lobeealid At.nis, Deuga[ngmeer(i:r.,Sp«inhyfngircmj,the«il an wylDOrep««ds vs aneplan¢dlhe pnlestinvvl engseeriog«,pamibiliry lm the dmigeal lbe,isgleirun depinedmthe lOOaidy,ander lPsl. Theaearn.,,ampeam, ln.aar«ndition, MANUEL MARTINEZ, P.E. m0abiligandu«Mthis Truss lorany lidding is the aespen'tudy.1 the U-1,the 0-1, oorbortred spal or the 60diog Dmip,,,in the«mest of the MC, the lK,she basal bmldiag ad. and 91-1. The apponal of the TOD aid any field a,, of the B®,i.dudmp hnniiijstorage, imsalakas ad braricg, shelf be the #047182 rnpigtiMliry Mibe luiWing Omigemmd(mnhanms.Mint—almuliilhelODoedthepmdhm and gvide0nerol the lidding(onpeneotfalery Llornmlios(I(Sgpabi,bed bylPl osd SB(Imeretmmed[a, gnnof gaidm«. TPIA deliam lherespaasibibtie, mad denim of lb, Truss Deslren, Tnn Desiga Too- sod 10019 ChorltDn Cir. Truss Manufanmer,miss, mherrise defined by a (oshan.;seed upon isrriting by all Puts'Ssealred. The Truu Deign [ngineer is NOT the laddiag Designer or nu,s Spam f.giae« Im mybuildieg. All CapA.Uled [a,ms ore as defined i. TPP. 0ppight02015 A-1 roof T-its- Mosul Mmtims, P.F. Pepmdudion of This dmumenl, in say Tom, is prohibited rith rriaea So—inio. Time A-1 Paal trusses-Mmo,lMadinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577567 61998 FL35G FLOOR GIRDER 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:02 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN 1 rXytsH?-s4CSDSa00KUF?78syMJpZro_leGSHIN IT2gucYyef41 1-10-10 t UP = 2OL4- 1 3 2x4 I 7x6 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 *Except* W1,W4: 2x8 SP No.2, OTHERS 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 512/Mechanical 5 = 667/0-3-0 ,(min. 0-1-8) Max Grav 4 = 512(LC 1) 5 = 667(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-7=0/345, 7-8=0/337, 4-8=0/332 WEBS 2-4=-369/0, 2-5=-326/0 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 3x4 II 3x4 11 7x8 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.06 Vert(LL) -0.01 4-5 >999 480 MT20 244/190 BC 0.16 Vert(TL) -0.01 4-5 >999 360 WB 0.03 Horz(TL) -0.00 5 n/a n/a (Matrix) Weight: 74 lb FT = 0% 5) Bearing at joint(s) 5 considers parallel to grain value using ANSIffPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 Ib down at 0-10-11, 373 lb down at 0-11-14, and 131 Ib down at 3-2-7, and 119 lb down at 3-3-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-5=-1 0, 1-3=-100 Concentrated Loads (lb) Vert: 7=-444(F=-373, B=-71) 8=-250(F=-119, B=-131) Warning -PC.,, tharooghlyrerie.tha'A-i POOneOSStS(9llllt'1, GINlSAl1EPY18(ONDITIONSCIISTOYnrtuTiviA(NNOWIEDGEmiNrfa,m. VerNydesige pmomnennndmodaoles na Mi, Iron Dedgn Orocing(rDDland the Xenuel Yomnm,P.0 Pelerna Sheol Set- me. Unless othemustmad oa the IDD, ody N Mireh roavedar ploln shoS he oudlar the lOO la fie ralid AsaTfoss Oesiyo Ggwear(ie.,SpedoNyfoyineeth TM1e se 1.—y 100 rep,eseoTsoaa"ep."of the profasioaolengi—fiogrespanibllly to, the design al The single lmss depidd on the TOO only, Dodo, TPI-I. The dedgomrgnlp)liE dditiomMAN EL MARTINEZ, P.E. ugabilOy ood osa of Mis Loss lar onyS (ding is Ne mspoosihliry of Me O.nee, Ibe Orner'f out6arieed agent or the Adlding Oesigner,in The mdaeT of the llLlhe B[, Melowl Building rode nndlrhl. lAe appmrnl oNha lOO andany field neol meLoss,iasludiag handling, elorage,jnshl Soipg,•shq—bilily of the Auilding Designer oad[omranoi. AO notes setoaf in The TOD and the p,adimsond gpideliner of the Building C-pooed Safety Ide—lion(SCSI) published by TV and SSCA uro eefnenredtar general goidonro. TPTI dermr,the-ponsibifiliar and Jules of the Tro sD n,gain 'nUI MTms MonulmMer,odes ehar.isedefinedbya(animdagroed open in.Hi.gbya0 ponies ieeol,ed. The Trou Oesige Eagi-,I, NOT the ridding Wiper a, Tron System Engineer In, any holding.All(opit.1ned lean, me ns defined in Rld.,�� (opyeighl©2015 A -I roof T-.,-Maned Martinet,P.E. reptgdediun of this dat—at, in anyfo., is prohibitedwith mitten permission from A -I Poof Tmsses- Manuel Maninet, Br. eLt _� III ,.FL31R Job Truss Truss Type Qty Ply A0577568 61998 FL36 FLOOR 1 1 Job Reference o floral Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:03 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN 1 rXytsH7-KGmrRobendc6cHj2V4g262L8_2ejOCBRiiQS8yef4k 3x4 \\ 0-11-10 343 I 0-11-6 346 = 1 2 3 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 119/Mechanical 1 = 119/0-6-4 (min.0-1-8) Max Grav 4 = 119(LC 1) 1 = 119(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by, other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 3x6 = 5 3x3 11 CSI. DEFL. in (loc) I/deft L/d TC 0.07 Vert(LL) -0.00 6 >999 480 BC 0.03 Vert(TL) -0.01 6 >999 360 WB 0.05 Horz(TL) -0.00 4 n/a n/a (Matrix) PLATES GRIP MT20 244/190 Weight: 18 No FT = 0%F, O%E Waaiag-Pleaseth—ghlyrerierrthi141ROOF TRUSSES l9nLEllGURIALTEPYSIT(ONDI(IONS(IISTOYEI(YllrnjAL[NOWLEDGEtlLNl'feemVerify design pammetnsand readool,,anthis Lass Design Dealing f(ODlandthe banner Ainf—,P.r.ielereoaSheelhefareow.Old otheraselistedonlFeTo airy MANUELMARTINEZ,P.L 1 Mirek usanitsr Freese shall be sled rerthe IDD le be ralid. As arroas Doige Engineerli.e.,Spedeby Ingineerill, seal on a"r I00 npseseels on weeptanre al the pesfessiond eagia-ing resp ubdity has the design al the single Tall depined an Me IDD saly, wlerlPhi. The desire essompeions,loodieg _dDfses, ssitabirdy sod use of this leaser, any Bandial is the respoosirelAyal the a—, the 0uneisaueharued agenl as the B1dieg DatEne",in the earlier of the IRL the lr(, the War bolding rode and TPDI. Th. opp I at the TOO and any held ass .1 Me lass, iaeLdiag bondgnT. 0 Is, indagonon and beadeg, shaO be the #047182 eapsnsi6SGlyollbeBudding0esigaeood(oalranm.AllootesselsutiolbelDDssdibspsodee,adlrideGnnofthe140,1lag(oopaeetlSaferylnlmmalie.11611pubGskedbyIIIadSl(Awe¢hemeedfee9-salguidoom.1141deGsestherespomibiOliesooddulusoltheLassOesignee,GsuOesignFsgmeeraod 10019 Charlton Cir. lease Monulonmer.udas sehenise denied by o (amran egeeed upoe u ndisg by of ponies iorolred. The Truss Design Engineer is NOT the Building Oesignee as Teun System lagiaer Iae asy beirding. All (apilaheed liras ale as definedin TPI.I. (apy691102015 A -I laseLmus Yoeuel Maniaee,P.L lepndunioa ofthis doeuaenl, is any Islas is prehibitedwith essitien pessaisslun Loa Ad toolTrasses- Manuel Madiner, P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577569 61998 FL36A FLOOR 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:03 2015 Page 1 ID:BCyQv5firhlSZsXezgN1 rXytsH?-KGmrRobendc6cHj2V4g262L1 T2eJOC?RiiQSB,yef4k 2-4-2 1 1 3x6 = 2 3x3 11 4 3x3 11 2-10-2 3 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) 0.00 4 "" 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 18 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 4 = 143/Mechanical 3 = 143/Mechanical Max Grav 4 = 143(LC 1) 3 = 143(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) ''Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard W. iag Pleosethoroughly mie.WA-tgoal 1RUSSISrS[nEB1,[iNEPALIEBYS6CONDITIONS (USTOY[BrIUIEI)A(rNOWLED6[N[N['Iorm.hHydasigapntramrso1 drolesanthis 1.,,Design Dreads, (IDD)mdIts ,P.Lte[nraeShort Were ... UdenaeherrizislaledonNe�aely MA^NJ4'j4L I'�TINF2 P'�j YlleNmonedorplat, shoe be,edfor the Too to be alid.MnL.n Dedga [ngin,gi.e-Sveria0yfrgiaeer}the uol oo o�ry No mpmsmh ar oueptonre of the poole,ioeal e.g—uiojm,ponsdurly 1, the design al the single I depicted on the Too only, order TPH. The design siresplliai, loodmpr Oiom, I',�.,// { }ql suNabilay and use of this loss for any loading is the r,pnbihty al the 0mer,?be 0.,,,ambariad agent a, the Building Designer, in the sand,]o[the lA[, The IS(, the loot buadiogode and DPW . The spploraI afthe Too and any field use at the Truss, Including bundling, storage, lnleaDnfldan/fi ) tha `�.J �O02 , L •\r,pomLOiryoltheBuildingDesigeerond(oneador.INnoensetou[inrheTD000dtM1epraniosondgoideGnesolrM1elanding[onponemSeNtyInfarmn]ionlA(SrypuhUshedit, IF] and SB(Aare ref—sed for general guidono.1P41defesthe«spamibiUtinanddutinoltheLussOevgn,,TTWDesigr[ogmeeraod 10019ChorltonCir. Trms NanolaMor. unlns othenisn defined by r [retradeymed oprr in rrilisg by rA polies iorolred. The Toss Design fo&eer is NOT the Building Des[guer or Truss System Eagineer for any building. All [epitaraed terms are os de[inedin RH. (opyrighl©g91gAlIoofTrusses IlrnuelMarline',P.E.reproductionofthird,amens,inanyra1m,isprohibitedWith.linenpermissiruIraniA-[IWTrvsses.M.oa,lMmtinee,P.E. Orlando, FL32832 I Job Truss Truss Type Qty Ply 61998 FL36B FLOOR 1 1 A0577570 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:03 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN1 rXytsH?-KGmrRobendc6cHj2V4g262L7f2ezOC?RiiQS8yef4k 1-2-4 1 3x6 = 2 3x3 11 " 4 3x3 11 3 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ' I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) 0.00 4 '"" 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014frPI2007 (Matrix) Weight: 13 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-4 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 4 = 79/Mechanical 3 = 79/Mechanical Max Grav 4 = 79(LC 1) 3 = 79(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Worent-Pleer Mvoughlyrnierthe'A IIOOFIIUSSES('SEEUVLDENEIA1TIM A(OIDnpORS(USIONEIrBUYIIIA(INOWEEDGENENrlot.. Ynay dasigo prarommen ondreadnoles on Mir iror,ftsign(haing(TOO)and lb, NmeuelMvfinea,F.LlelnanuSheelbelau pre. Unless athneiu staled onMe1DD, poly -MnekrovnemrpblasAoO he nest Is, the lDO ea he nNL-A,or,D.DedgmEngineer(,, Spdaby(ngine«pTh, real rae say TOO «preuelsaeaaeptrom of the pmt-ionaI eno ing rnperAddy fir, the do*. al the singleirns derided as on TOO only,mad,,111-I. the dndgn--pfnn,bed ing-ditbne, MANUEL MARTINEZ, P.E. 0abifdyaid a,.of this Tmsr for any lu0ding is an respansihllUy al Th. (Timor, the OmeisnalmlUedaSam or the lD&S Designer, in theeeotest ofthe [I(. the n(, the road holding (ad, rand 91-1. The appormlolthe TOO and anyfi.M are d the T.tt, ivluding bundheg,storage, imo0ofieraand b-mg, ohoabe the #04T182 I rvpmnubiOryaltheBuiNiag(Tnigeeroedfaniranor. AllDatnrtlDDtiDIhelDDandlheparU«sandgvidelinnoldeluildmg(Dvpraaemi5aferylnlvmaliae)1(SI)pubf6edhylPlamdfl[Ave«fvmmdbrgeaaelgeidan«.TPITdefienthe «spadbifiiesvaddmina[the Tm.Desfgner,Trans, Testis FgIua,aid 10819Ch(TrltonCir. DartMan,leaur, and alb,nd ,defined by o(oahad agreed upon in nidarg by an print inolred. the Trns Design Engineer is NOT the 8u0ding Designer or Truss System Eng'meer for nor buildiog. AU (apifichud terms are is defined in I62. (oppight©7015 A-1 loafTrusrts- Manuel Almriner, Pi 1,p edvfion of this da,mor f, in any form, is pohibW fib .,Man permission Ira. Ad loot retorts- Normal Madiner, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577571 61998 FL37G Floor Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com r 1-8-6 Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:04 2015 Page 1 I D:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-pTKDe7cGYxkzERIF3nLHeGuFuRytldfbwM9?hQyef4j 2-2-1 3x4 ,:�, 30 = 1.5x4 11 1.5x4 11 3x6 = m I� 0 10 8 3x6 11 7 3x3 = 3x3 = 3x6 11 3x6 II 3-1 2-0-1 2 1 9 3-1-9 4-1-9 6-8-1 3-1 1-8-6 0-1-8 1-0-0 1-0-0 2-6-9 Plate Offsets (X Y)— [2:Edge 0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.38 Vert(L-) -0.03 10 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.05 10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 44 lb FT = 0%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7 = 390/Mechanical 1 = 390/0-2-11 (min. 0-1-8) Max Grav 7 = 390(LC 1) 1 = 390(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-365/0, 2-3=-481/0, 3-4=-481/0, 4-11=481/0, 5-11=481/0, 5-12=481/0, 6-12=-48110 BOT CHORD 8-9=0/481 WEBS 4-9=-291/0, 5-8=-281/0, 2-9=0/590, 6-8=0/550 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and. design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 Ib down at 1-9-5, and 43 lb down at 3-9-5, and 63 lb down at 5-9-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 7-10=-10, 1-6=-100 Concentrated Loads (lb) Vert: 3=-19(B) 11=-43(B) 12=-l(B) W-Irl- Plea" Mmougdyrnbut the'41 ROOF TRUSSES(11111r1, G1N1RAE 1[W p CONNECTIONS CUSTOMER ('BUMjAC(NOWIFUGEMEUr'I.-yerdydesgg. Swearer e"andre.d..iescur This truss Wit. lb-iag(TOO)ced The A..uel Y.rNneyP.Ltelneae Sheetbehreo". UeletsT hbc,.-sto door IaDtoeIf MAN M R INE,P.! Mink r...edar pl.ln shoo he usedfar the lW lakaalii 4uLon Oedg.Engineer(Ce. Speriatly[.gineeQ,the uol...ry NOrepmsems...ueptanu al rbe pnd"ia.d eegweeriag"spomibOdy Tar the deslgoallhningleLmt depined.. Me NDady, wdn TPbl. the deAga eiium a��rrl �liogr Strom, frt�1 \-' mN.bllay cud o"ul this Truss Tar cry puOdfng is The respoasibSNy ofTht arner,the Owmri amhurhed .gent .,the pudding Oesignrt,i,the curial Ithe IRE, the 111,6el."I budding We.cdTPI.I. Theepp—I of The TOa..d.eyfidd-Ith,Tc,TI.,udhigbandlieq."amge,msld ofian�dd6`('fouag,�C'Jd-o'LL�W be t$Z (.S i"sp.nsihiGtyalMepuildingaesig.era.dC.nl"nor. Warm Seto.rT.[he TOO sudThe pratiresTied guidefirm.1the I.Reeling(omp..eelSurety lnt—edluu(b(SQpublished byREa.dSKAme referenced but gertralguidoa". ITS Itefesthe respoasibi6riescad duties olthehatsaesi�er,rrus4AesigoEdgineeraod 18819Charlton Cir. Truss NanularNrer, unless otherwise defined by.Camraneg"ed upon in wrdi.g by aS runic, 1-Ind. the Trust Still. Engineer is NOT the pudding Wiper ar Truss SpemFagineer is, o.y building. All(apilaN"dterms c asdefinedin RI -I. Copyright©p015 A -I pouf Trusses-ManudManinet, P.E Repradonion al Ihisdomnsent, ill cry horns, is prohibited with wriaen pa rcissioo from A -I Roof Trusses-Munuel Murtiner, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577572 61998 FL38 FLOOR 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 Is Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:04 2015 Page 1 I D:BCyQv5firh ISZsXezgN 1 rXytsH7-pTKDe7cGYxkzERl F3nLHeGuFcRvWlbybwM97hQyef4j 0-4-3 1-5-0 1 1-3-4 1 2-0-0 1 2-2-1 3x6 1 3x3 I I 3x3 = 1 2 3 4 3x4 = 53x3 II 3x6 = 10 9 8 7 6 1.5x4 II 1.5x4 II LOADING (PESO SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) 0.04 8 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.05 8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) -0.01 6 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 or; bracing. REACTIONS. (lb/size) 6 = 405/Mechanical 1 = 405/0-3-11 (min. 0-1-8) Max Grav 6 = 405(LC 1) 1 = 405(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-486/0, 2-3=-483/0, 3-4=-686/0 BOTCHORD 8-9=0/686, 7-8=0/686, 6-7=0/686 WEBS 3-9=-330/0, 4-6=-750/0, 1-9=0/580 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 3x6 = PLATES GRIP MT20 244/190 Weight: 40 lb FT = 0%F, O%E Warning -Pleas a thoroughly, ruin the 'AI go Of TRUSSESrSELIErI GENERAL TEIMS& CCNDMONS CUSTOMER (1DTEPjACKNOMEDGEN[Wfarm. eerily design pammeieis and re ad rot as on Ibis Truss Design DraringtICO)and the Manuel gomner,P.I. teleran Sheet before ... Unless olherwisa slated on the TOD, rely MANOEL MARTINEZ P.E. '11e1 maeder plot,, sha0 b, need fr, the TOD To be solid. A, altar Design Engtnm, (.e., Sp dany seal oa envy NOD up,es,,ls nv c"ePivna al the 1161e0=1 eeilrem ing nespt,,ibady Ira the design al the single rams depidl en the NOD only, Dade, IPI-1. The design resvmplions, boding mndifiam, suaahlly and use of this Truss far myAuading is theuspon,bRily 06,arms, the Caen amlmited alenl o, theRlding Oesigner,in Mma e hal of the W, The 11C,the lrmns, lb.iding redo Dad IFEI. TbeapproerI alone TOD and myfield a,, of theEimldiag hondriag,slomge, in,hllumas Dad brodng,sha0 be the #047182 rnp,nuligryol the Ruildi Designer radloohrdm.All ant,, ut art in the TOD gad the prmNaes and guidelines of the luilding Computers Safely Information (also pullished byTPl and SICA me Wermrd for grand gutdana. TKI thOm, thernponsibittin and threat, of the T,u,s Designer, Truss Design From, ad Truss Manterdoner,vnless othenise defined by u Centered agreed spent in.ring by all routine Waived. The Ines, D,fga Enginmr is NOT the hifigng Designer a, Tms, Synem Engineer Ina my building. MI Capitalhedfnm, ore as interest in Rbl. I0019 tIIDCItOn (.IT. Coppighl 01015 A -I WE Busses - Memel Medina, P.E. lepmdudim of SIT, deterrent, En any Ia,m, Is prohibited with written permission from A-1 Roof Trusses -Manuel Muslims, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577573 61998 FL39 FLOOR 1 1 Job Reference o tional Al KUUr I KIJ551z5, t-UK 1 rltKL;t:. rL 34y46, oeslgnLa-icruss.com 0-4-3 1-5-0 2- 3x6 3x3 11 1 2 Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:05 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-HfubsTduJFsgsbtRdVsW BTQMfrAHU 1 sk90vYDtyef4i 3x4 = 3 4 3x4 = 2-2-0 3x3 II 5 10 9 8 7 6 3x6 = 1.5x4 11 1.5x4 11 3x6 = 1-9-3 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr . YES Code FBC2014/TP12007 CSI. TC 0.57 BC 0.67 WB 0.36 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.11 8-9 >919 480 Vert(TL) -0.15 8-9 >663 360 Horz(TL) -0.02 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 45 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD _ Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6 = 468/Mechanical 1 = 46810-3-11 (min.0-1-8) Max Grav 6 = 468(LC 1) 1 = 468(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-633/0, 2-3=-633/0, 3-4=-90110 BOT CHORD 8-9=0/901, 7-8=0/901, 6-7=0/901 WEBS 3-9=-372/0, 1-9=0/759, 4-6=-985/0, 2-9=-275/0 NOTES- 1) Unbalanced floor five loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 0, Weraiog-Pleu,e thrraughly,evieoth,11 IOOnlOSSESCSitiliLC(N(PAITEtYSLIONOIIIONS(MOY(pC10IERIA(rNOWIEPGINI#r Imm YWIrdesigeparculenoodreod Dole, an this Gues Oeeign Ding RPl)vnd the Mewed Yc fire, 1lefermn Sheet hefare au. Met" heron t MANUEL MARiINEI P.E. Mihh— do, lot,,,haB he told the NO la be .lid. Am iron Dedo(nineeri,e Sp,ia [.Sint the seal too TOO re Forests an as tanFo of the lenintnlev iseniv rnn"ihi fat the dens of the Ocle has, deified oe the 100a Sr \4 P 9 9 ( t NY 9 L % P p pro g g p lily g g p Daily, wderiPl"I. Ihededgvc mplion,, bad"g`Oi�A,''d n W rr0ahif red r,e of this Lu„for on IuOdin is lheres tvsih0' olthe Onoer the Oraeriwlharuedo agent or the flesi ner in the mnlerl of the [PC, the It tM1elacalhuddiv .do aad Rol. IDeo torol of lheifl0 and on field or, of lheLom iodrdio handling, ,toroefn,lataueaond 6Foon ,htNheoe I M Y 9 P N' � 9 9 9 C 9 pP Y 9 9� 9� 9. ## 04I I82 �resPensihihry al the Building Designer ad (art Inc. AOaato, net out in the T00 and the product cod guidelines of The WINDS Safety lnfocmetiavlACSOpuhli,hed hyTPlood MICA a,ecefe-W for general geidone. TP4l defon the resptnsihi0tinoad dalie, tithe tra,t fleWgne,,Tnm k0gv Enginnr red 10019 Charlton Cir. Las, Monolmtorer, unless th n,e definedbyoGotten agreed pro in.,iq by an artier melted. The Trr„ flotilla Engineer it NOT Me ludding Oedgne, or Trus,dyMen Engineer In, cry louRding.III (apitohnd leans a,e or defined in 141. Copyright 02015 V tref framer -Yoouel Madinat, P.E. tepieduaion of his deterrent, in any lot., it prvhihiled rith wiffen puraiuian ITarr A-1 Real Tiutse,-Manuel Martinet, P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577574 61998 FL40 FLOOR 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:05 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-HfubsTduJFsgsbtRdVsWBTQJZr6oU1 rk90vYDtyef4i 0-4-3 1-5-0 1 0-11-8 1 2-6-0 2-0-0 2-2-0 Dead Load Defl. = 1/16 in 3x6 -z 1.5x4 II 3x4 = 3x3 II 2 3x6 = 3 4 5 3x4 = 6 0 N 12 11 10 9 8 7 3x4 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 0 4-31 1-9-3 5-7-3 6-7-3 7-7-3 9-10-11 1p-1-11 0-4-3 1-5-0 3-10-0 1-0-0 1-0-0 2-3-9 -3 Plate Offsets (X,Y)-- [1:Edge,0-3-0], [4:0-1-8,Edge], [5:0-1-8,Edge], [11:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP . TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.17 9-10 >664 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.26 9-10 >450 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) -0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 52 lb FT = 0%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 7 = 532/Mechanical 1 = 532/0-3-11 (min. 0-1-8) Max Grav 7 = 532(LC 1) 1 = 532(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-638/0, 2-3=-1061/0, 3-4=-1061/0, 4-5=-1110/0 BOT CHORD 10-11=0/634, 9-10=0/1110, 8-9=0/1110, 7-8=0/1110 WEBS 4-10=-274/59, 3-10=-328/0, 2-10=0/593, 5-7=-1214/0, 2-11=-416/0, 1-11=0/761 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Did (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Ylarnieg•�Ieoie thorougM1iy rerier the'A-11O0F1lUSSISnlI1111GINEW TIMSd COADMONS(US10MnrBUTEIIA(BNOAIEDGEMn1T'G,n. reeAydesigepanmew,ced red notes oa tMs Guns ft,N,D—mg(TUD)and the co —I MaMnn,1`11,14—a Sheet b,f use. Unlen alhrrise slated an do TOO, oery MANUEL MART P.E. Milek., ft plates shop he usedfar Ih TOO 1. be nikd,.A,aboss Design Engines 0.e.,spd.flyfoglnen),If, sealae any Too "Prcseatsauamepmnco el the pralessional eegineaing,npemihddyla, the dig. of The ,ingleGan depided en the TOO only, orderIPh1. The design envmpdem, lead' ag-didan; salohirdy and use of chic la, anyguilding i,Ihe,esinia,Wdy of the hear, th Mac, authado,d agent m the leading Desipte,in the cooled offin, of, the 11C,do, localbuadiog code and Tiff. The epporal of the TOO and any field use of the frass, inhd'mg kendlieg, stamp: iostodotion and Modog, shad be the #0471 B2 I rnpoibi6ryoltheluildelMigneroad(ealwar.NedessebalinlheNDaedlhepm,Mnandgeidelinaolt6eeuildibg(onponedSalerylnlobmalioail(gllpuhG>bedhylPlaodSB(Muerclneondfngeonolgoidoom.1P41debontherespomibikeinoadddinofthelrvssge,ilner,imse11.0goI.&-ad 10019ChorlfonCir. I."tlonAo,hneeodess nheni,e defined by a faohedegreed opoe in rdNg 6ya0 padie,io.ohed. the I.,, Wig. Eagineer is NOT the Wilding Designer o, Gan Syden hglneer lo, any heading. MI faplahad I—, an, e, defined in 11I.1. Copyrigh1@2015 A-1 loaf Cusses- MaauelMadinep, P.F. lepnedutlion of ibis document, in anylorm, is pohibited with widen permission [ram A-] loaf Tbusses-MonoelMo line, P.E. Orlando, EL 32832 0 Job Truss Truss Type Qty Ply A0577575 61998 FL41 FLOOR 1 1 Job Reference (optional) A I rcuur I RUooro, rum I rICRL,r—, rL 04tP40, ue5tgn(da I IFU55.Uum 0-4-3 �1-5-01 2-1-6 3x6 1 3x6 = 2 1.5x4 II 3 Run: 7.620 s Apr 30 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:05 2015 Page 1 ID:BCyQvSfirh ISZsXezgN 1 rXytsH?-HfubsTduJFsgsbtRdVsWBTQGWr9DU0jk90vYDtyef41 2-0-0 2-0-0 2-2-0 I I Dead Load Derl. = 1/8 in 3x4 = 3x3 11 4 5 3x4 = 6 12 11 10 9 8 7 3x4 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.90 BC 0.73 WB 0.43 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7 = 595/Mechanical 1 = 595/0-3-11 (min.0-1-8) Max Grav 7 = 595(LC 1) 1 = 595(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-763/0, 2-3=-1499/0, 3-4=-1499/0, 4-5=-131910 BOT CHORD 10-11=0l760,9-10=0/1319,8-9=0/1319, 7-8=0/1319 WEBS 4-10=-1691293, 3-10=-331/0, 2-10=0/815, 1-11=0/912, 5-7=-1 442/0, 2-11 =-485/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. DEFL. in (loc) I/deft Ud Vert(LL) -0.23 9-10 >556 480 Vert(TL) -0.35 9-10 >370 360 Horz(TL) -0.04 7 n/a n1a 11-0-9 PLATES GRIP MT20 244/190 Weight: 57 lb FT = O%F, 0%E SPorniog ,Ple.,e MmoughFy reeiertbe Yl P00n[USSEf('SFllF11 GENFPII I[BYSB(ObORIOXS(IISTOYU rAU1n1AUNOWIED6[MFNrIwm.Y.,ily d.,ign p.nmelen and rend nateson Mis Trvss Design Droving(NA).ndthe Manuel x.nian, P.LAelereme Sheelbehre d-?;+gMd o rise lotednn Me tDD, only Atilekeoluder pill., shall be used to, 6, TOD la he solid. A,.I Design Foginen(i.e., Sp6thyTagineerPh,so].. say 1ODrepr.,enlsaaenept.-aS the pretnsionol engineering respamibgdyfe, the design of the single ituss depided,r the IUD naly, under lPII T,i'eti, }(��r .prism, l:e��diniguodil }� A LMARTI Z, P.E. 'is suoohirdy.,doud this Truu for any Building is Mncuspoosibiliryal Ma Ones, the Dnnn iauMmittd agent of the Binding 0.,igner,inthe ra,leelalthe ll[, the lB[, the ltwl bu0ding mde ondiNl.IDe,pprord of the IDD eadanyfield ne,I Me hon,i,Mdinp h,ndliog, sl,iPge, m�fQl a'on an tpw�,,��, tiAoll E[�f6g' QTI B� ! cusptnsibiriry,IMeBuildingOnigeerand [ontr,dor. All nofnset eolinThe TOO ,ndthe pcueficusand guidelinesolMeluilding(.npon�ofarerylnlormalioolBfSgpuhlishedhpITT ,ndSB(Aoretntemnttdforget erolgoidame.Rlldefenthe responsibifili.,vndddi.,,lthell1uss0etgneedgeingineerold 10819ChorltonCir. Truss 11-ferArrer,unl.,s.Menise defined by .(,auto agreed upon in ruing by offp,diesineoleed. The Tres Desige Engineer is TOM, Building Design er,Two, Syoem login eer far,.yboildiog. All CopileM leans ore on defined in SPld. U Capynght©2015Ad I.efTrusses-MaandMadinee,P.E. lonedudien of this document, in anyform, Is pohibiled•ith vritten permission (ram A-1 Atol Cusses ManuelMmline:, P.E. O[IOodo, FL 32832 Job Truss Truss Type Qty Ply A0577576 61998 HJA Jack -Partial 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:06 2015 Page 1 ID:BCyQv5firhlSZsXezgN1 rXytsH?-IrSz3pdX4Y_hTISdBCNljhzfSFf9DYluOge6lJyef4h 1-5-15 1-10-5 1-5-15 0-4� 2x4 zz LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-5 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 = 103/0-8-6 (min. 0-1-8) 3 = 51/Mechanical 2 = 48/Mechanical Max Horz 1 = 30(LC 8) Max Uplift 1 = -46(LC 8) 3 = -28(LC 8) 2 = -26(LC 8) Max Grav 1 = 103(LC 1) 3 = 51(LC 1) 2 = 48(LC 1) 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.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left 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 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-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift, at 2. joint 1, 28 lb uplift at joint 3 and 26 lb uplift at joint 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wereeg-Pleosathvroughlyieeierthe 'A.1ROOF IISSESrSE1lrY'I,GEIIFIInSPYfa(INDIIIONS(MOYSrr60TEgIA(rNOWIEDGIMINrform hofydesip.pmometenondiadoolesonthis rrvnUesgnOroriogQOC)wdlheMoouelYorlinex,Pitdere.aSheetbefareuse.Nnless.?h !is,srmedontheIDg,oelAy MANNELMARiINEZ,P.E. Miiet mmemr plot esshvl be usedbr the TOO fe beaMM. As a Inn Design E.gmar(Le,Spetiolty[.Timor),thenv) a my TOOapntat, unsmepmnre tithe pWemiandeno intaspom510y Fee The desigeal thetied,Truss depided on the TOO only, undo, ITT 1. The ddtn savmp6vm, mvdint mndimns, mOobiGry and site of this Lass lot my funding is the resp-Olity of the Oroe,IT, (fears wtruired steel or the luddieg Designs" inth.ntest of the TAT, the INC, On lomnoildiog soda and RT-1. The opposed oflhe 100 and nor field me.1the Ttms, Wading hurdling, orange, inoralafin and Wadgtsholl be the #047182 raPoWbility of the lu livg Oesigar md(.dr.non.ANevlm set.. in the TOO and the pnsFri. and geideGm, of the killing (omponeeI SMay in(ormaliernJUST) publithd by FPl and SO(A-tolerated For pre.rd guidmre.Wld,ra,ther.pvmiMFTa and dories tithe Tons, Oedgnee,Tren Desige[ogi'.mr and WoNotedarMa,odes,.theorise defined by a Countedegned ope.1. rraieg by d Ronnimimnlred. The ins; Pesigo Engineer is NOT the Building Designer., TrmsSyvem [.Timer for my building. All Caphlir,d form, me e, Asher! in TPFI. 0019 LIIOf110a Or. (apyaighl©2015 A-1 roof Tnsus-Memel Maorism, P.F. lepredudim of this dommenl, in myf it., is prohibited rith ni0en permisti.. from A-1 Iaof Truste,- Moral Mad'mm, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577577 61998 HJB Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jui 28 2ulb runt: t.63u s Jui z8 zulb mi f el( inausines, Inc. Fn sep 11 i r:i 1wi zuio rage 1 ID:BCyQv5firhlSZsXezgN1rXytsH?-D2?LH9e9rs6Y5ulgkwu?GUVI2foixsRldKOf 1yef4g 1-1-7 1-7-6 4-10-7 6-10-12 8-11-0 1-1-7 0 6-0 3-3-1 2-0.4 T 2 N Dead Load Defl. =1/8 in 0.38 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.16 5-8 >655 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.26 5-8 >408 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 31 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS , 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 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 = 507/1-1-7 (min.0-1-8) 4 = 9/Mechanical 3 = 592/Mechanical Max Horz 1 = 81(LC 4) Max Uplift 1 = -274(LC 4) 4 = -33(LC 18) 3 = -350(LC 4) Max Grav 1 = 507(LC 1) 4 = 43(LC 19) 3 = 592(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-1453/786, 9-10=-1447/792, 10-11=-1437/796,2-11=-1423/799, 2-12=-1469/834, 3-12=-1461/834 BOTCHORD 1-13=-829/1437, 13-14=-830/1437, 14-15=-831/1438, 15-16=-83111440, 5-16=-832/1442 WEBS 2-5=-412/280, 3-5=-928/1608 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI(rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274 lb uplift at joint 1, 33 lb uplift at joint 4 and 350 lb uplift at joint 3. 9) ''Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 93 lb down and 52 lb up at 3-10-11, 98 lb down and 67 lb up at 5-2-0, 103 lb down and 85 lb up at 6-2-7, and 109 lb down and 100 lb up at 7-5-11, and 114 lb down and 118 lb up at 8-9-4 on top chord, and 15 lb down and 48 lb up at 2-10-4, 21 lb down and 43 lb up at 3-10-11, 18 lb down and 36 lb up at 5-2-0, 32 lb down and 39 lb up at 6-2-7, and 33 lb down and 35 lb up at 7-5-11, and 42 lb down and 36 lb up at 8-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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 Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 4=-42(F) 3=-42(F) 9=46(F) 10=29(B) 11=2(F) 12=-17(B) 13=-15(B) 14=-21(F) 15=-18(B) 16=-32(F) 17=-33(B) Syarniag•Plmn thoroughly mriewlbe'A-I ROOF TRUSSES CSn111'LGIKIeAL TERMS A tONDI110NS(IIS1011E1 tBB1E11AUNOWIID01117'Ian. Veiny desig•poramelen oadr,ad amn en Ibis Truss Design D—q(TOO)and the AnadYorfn,P.R.lefere•te Sheol belare ma.Rates, aherwimslased on the TOO, rEy MANUEL MARTINEZ P.E.AiABfek ,"ad*, plosn shah be aee111,11, 1101a le'slid. A, aLen Oeugo Ingmen (i.e., Spetia0y TogiaeerJshe root o• ony mD mpmsem... oteepionm •f the professional engineering mpomihOirylo, Ibe design el Ibe single Tma depined on the IDD only, under IP61. the design oswan pli., Eooding madli-, WtAffity ad use of IN, Truss Ear ony Auildial is A .... punibONy I[ be Oener,the O.neis eulheind agent a, she gadding Design,,, is lbe,antenl IT The ll(, the IRS, MsEumlbu0diog tad. and TPI-I. The opp,smI of the TOO ondanyfield as, .1Me I,on, iedsding bmdii•g, WAS,. ad haring, sba0 bet he #041182, mspamihifiryollM1eBuildingOmignerood[onirena.Anraise WoulinAIM aadIT' FroOiasand goidelinesalth,Building(oetponnlSafely lnfmaolica1169pvblisl.dbyINadSICA—dsr-dfar gunalgaidanm.IPdldehenthe,npoosbiltie,aoddeliesoflheLunOesigner,Ln.Desig.Engmeerand 10019Chorhon(ir. Lux Masaded-,, sales, alhenise defined by a (soma •Sued spsa br oiling by.9 pa rnir,,Ered. The Tress Design Engineer is NOT the III ing Oedgner at buss System Ingineer for aoybalding. All (apdabed terms are as defined in TIM (opyrighl©0015 A-1 tool Is—,-Mara,I)Aartinee, P.E. leprodu0ion allhi, 61-11, 111 any from, is prohibited with mien permission from Ad Red Trusses -Manuel M.aineg, P.E. Orlando, R 32832 Job Truss Truss Type Qty Ply A0577578 61998 HJC Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Fri Sep 11 17:17:07 2015 Page 1 I D:BCyQv5firhlSZsXezgN 1 rXytsH?-D2?LH9e9rs6Y5ul gkwu?GuVo7f?dx??i dKOfHlyef4g 1-6-0 . 1-10-6 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 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 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc puriins. 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) 2 = 236/0-8-6 (min. 0-1-8) 4 = 32/Mechanical 3 = 40/Mechanical Max Horz 2 = 57(LC 8) Max Uplift 2 = -191(LC 8) 4 = -17(LC 12) 3 = -22(LC 12) Max Grav 2 = 236(LC 1) 4 = 32(LC 1) 3 = 40(LC 1) 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.Opsf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8e 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 2, 17 lb uplift at joint 4 and 22 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard lyamiog-Pleas hunghiyevin the 'A-11001TROSSES[SESEIRti GENERAL IERMS I(ONDMDNS(MOLIE111RUT(RjAC[NOMENGIMINS'gent.V,,4desigo pmametersandreadome, enlhi0roultaign Ni ng(TOO) onith. Monti mlinet P.(.IelaeMeSheetbe(oreow. Onlessathenise stated on the no, wiy, MANUEL MARTINEZ P.E. MneA eoeneda phler,ho0 6e o,ed for the IOO to k nid. k o n. Dnige Engmeer(<., SpeegaNy lagfne,I,IM1e ed oa nay TOO reprants ere oe.pmne o1 the p,.leamnd ngineein, mpondfln,to, the design of the ,lvgl,Tmss depided on the IDD nly, md,, Wt. She design n—plin0nding roodifions, wuobiliry o.d oe of this Teats I., any luJding is theesponiolly of the O.n"the 0roeei ewnraedosent on, the lml6ng Designs, in the ..lost d the n(, the 11C,the Intel holding We.6TPI-I. Th. ppnol ofthe IDD and any field ne d the Tess, indadiog bending, 0 its, ineld.fin end Lvodeg, shelf be the #047182 ,espootibiirydae WOdiiry Doigae,o.d(onl,anm. All nle,set .,I!. the IDD end the ps.fiset end goiddines of The rolfding(,sns,eSafely lefasmalioo(I(SI) pAlkid byTPI and SUA merefes,o,,dis, generol guidome. Wl ddins 11,eespon,5iGliaond ddinoi the its, 0edgneyien Desigo(ogmnrood 10019 Chprlton [ir. I Net 11—had...udns diner"ie defined by o(onledassets opa in writing by of patties involved. The Terms Detign Eoginer is NOT the adding Otdgnro,We, Sydem login en for oq bedding.All C.rtoDeed W., nets defied To Rld. Copyright ©2015 A-11oa1Ten- -Mo-1Mention, P.E. Repodusfioa of this doeme.t, in my, Non, is prohibited With winen permission from A-1 Rodfinesse - Manuel Modinee, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577579 61.998 HJD DIAGONAL HIP GIRDER 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:08 2015 Page 1 ID:BCyQv5firhlSZsXezgNlrXytsH?-hEZkUVfncAEPj2c0IdQEo62tg39jgOiAr 7DgByef4f 1-1-7 1-7 6 4-10-13 6-11-5 1111-12 1-1-7 0-6-0 1 3-3-7 2-0-7 2-0-7 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 NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-4 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 = -363/Mechanical 2 = 714/1-1-7 (min. 0-1-8) 5 = 892/Mechanical Max Horz 2 = 109(LC 4) Max Uplift 4 = -363(LC 1) 2 = -508(LC 4) 5 = -514(LC 8) Max Grav 4 = 202(LC 8) 2 = 714(LC 1) 5 = 892(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-14371810,3-11=-1421/820 BOT CHORD 2-13=-853/1417, 13-14=-854/1417, 6-14=-855/1421, 6-15=-851/1413, 5-15=-852/1416 WEBS 4-5=-377/221, 3-5=-1508/907, 3-6=-111/254 1.50 0.38 12 3x4 = 3x4 11 Dead Load Defl. =1/8 in CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.57 Vert(LL) 0.16 6-10 >670 360 MT20 244/190 BC 0.81 Vert(TL) -0.24 6-10 >441 240 WB 0.29 Horz(TL) 0.02 5 n/a n/a (Matrix-M) Weight: 34 lb FT = 0% NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); 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) his 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. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 4, 508 lb uplift at joint 2 and 514 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal orivertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 64 lb up at 5-0-2, 98 lb down and 67 lb up at 5-2-01, and 108 lb down and 98 lb up at 7-3-13, and 109 lb down and 100 lb up at 7-5-11 on top chord , and 15 lb down and 47 lb up at 2-8-6, 15 lb down and 48 lb up at 2-10-4, 17 lb down and 36 lb up at 5-0-2, 18 lb 'down and 36 lb up at 5-2-0, and 32 lb down and 35 lb up at 7-3-13, and 33 lb down and 35 lb up at 7-5111 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the t'I ss 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 Standard Uniform Loads (plf) Vert: 1-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 10=-15(F) 11=61(F=32, B=29) 12=-30(F=-14, B=-17)13=-15(B) 14=-35(F=-17, B=-18) . 15=-65(F=-32, B=-33) Womiog.....snthm....I,niertbe'...NDD.N...........1........"B(DNDf�IDNf(IISiOYn('6D(fB�AQNOWLFDGEIE(Xf'form li yeriry dasig.......en............00thiefruet 0esigo0rovi,g(IDD(and lhaAovueltlorrirn,8.L.....n........... uu. Deless e7hmnre etoled on me,DD ody IR EZ, P.E. Axidekmonem, piles short Tossed To, the TOP to hemlid.Asodr..Mg. Tngineer(L"syedoltyfngmenj.IT. se.lmmy TOP r.p.-I..e....r.nm of Thepwfnsi000l engmeering rnpo.sibgiry lm the dnsigom rhe,i.S1,dm„ depided.. the TDDenly,uode, TFI-L� ompliqu 'Singroo Ilti suitohlliry o.d ose of thisLusslorony lugdiogOMeiespoosihdDy of%eD.ner, Ibe O.oeriomk.rhed"gentmlhel idiog Designer, io the roobel of the lN(,the 18(, thermal building mdesedTP6T.Tkeoppror.l of the lDDondanyfieldose of the Loss, iododiog hond8eg, for age. lnitoDDtien �0�Q".g, Dhe sh2 responsibifily of the Budding Desig.ero.d(,,trodor.AD owe,setoul in the TDD.ed the promoted guid.fines of the eoildi.aImeponnl Ssfetylnformmlon(8(Sp poblkled by Mom!SKAmerd-med is, pneielgoidmr..IPH defines theiesponubiDlim and dmiaolhe rs jetgner,T�{Diiignfn, ea on Or. Tmss Aloeolmimu,unk-lb-a defieedb.(ammd a reedopon i—iting oD podiesimohed. The Tien Desige fngimu is NOT the Building Designate Tms,System Togineer forest, buildng.Ali( epitsfimdmrmsoreos defined in leld. + }t`1 �� Y 9 hY 11 Ix..,., (opyrlght©701f A�18oef irusus�Noeuel Mgdiner,P.F. reproduction of This dommenl, in onyform,isprohibitedwith "ritlen permission from A.l BoalTt"sses-Monuel Marline:, P.F. LLIIL� OIIOIIdD, FL 32832 Job Truss Truss Type Qty Ply 61998 JA Jack -Open 2 1 A0577580 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:08 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-hEZkUVfnr-AEPj2cOldQEo62za3LsgSFAr_7DgByef4f i "-14 1-8-14 i 1-0-0 1 2x4 Zz 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 0.14 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 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 FBC20141TP12007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc pudins. 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 uide. REACTIONS. (lb/size) 3 = 41/Mechanical 2 = 209/0-8-0 (min. 0-1-8) 4 = 29/Mechanical Max Horz 2 = 59(LC 8) Max Uplift 3 = -25(LC 12) 2 = -165(LC 8) 4 = -14(LC 12) Max Grav 3 = 41(LC 1) 2 = 209(LC 1) 4 = 29(LC 1) 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=S.Opsf; BCDL=5.Opsf,, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 3, 165 lb uplift at joint 2 and 14 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning. Please theoughbyreeie. an'Ad ROOF TRUSSES rSnUrl MERAL TERMS A(ONDIOONSCUSTOMER r1uyinAcKowi(0warbeie.%ily design pasinema end teoAwa nethis Guts Design I.,mg0RR)ned The Men.,)A.Wea,h.I. We— She,[Were use. Unlaualhemeeseetedon6000,00ly MANUEL MART NE2 P.E. l Miltbifene6 Sell s shaU be osedfm the lDDle he e.I d. A%dT1 sDesign Engineerli.e.,Spai.by(egieeetl,IF,seden any loll repmeah an aneplanu dibe pabasimdeogmeaniog mponsibTtyEor Thedesignalthe si.91,T esdefinedoe lbe IDO �iily,end,,WE1. The design asomptiins. bonding andifiom, .suhokllgohdoie oEMi,lunss bar oey h'iling is lAe responibdiry .'Use Rna,the 0eneh enthed,edogenl or the Wiing Designer, in the mnlell of the MC,the R(, Melosolbmldi.g We and FEW. The .pprarel.1the TOO end eyfield ose of Me Trau,ie e & A handfieg, I A.,inn.OoRon and brndng, shell be4e #O4TIR2 ' 'rapimlility el Me haifling Designer md(onlranor. All nola sef eel in the FOR oed the pm Nees and gaidelims of the BuildingC-le—stWery lnlmmmiooll(SQ pubriskd byThl nedSBCA memhrmmdforge.aab guide,.. RFl defect the rapmhTdiesand".,.1if. Tms Designer, has Oesiga Engineer and 10019 (hhrltan Cir. -inns, Mand,ii r, odes eib,Wse defined by a(aahinclq eAl apnein"ruing by el ponies Fueled. The Tress Sup Engineer is NOT the budding Designer a Tsoss SystemCagineer1.myW&S. All Capuafimd berms ine as defined in R(1. (npyrighl©2015 A-111.1 Tmsses- MaaueTMmlinee, P.L Rep ibinfiadthisd-erred, in any bmin,is pro Wind itith ninen paneissimbere Ad her Tmsses -Moend Abiding H. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577581 61998 JB Jack -Open 2 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:09 2015 Page 1 ID:BCyQv5firhlSZsXezgN1 rXytsH?-9Q76hrgPNTMGLCBCsLxTLJbBKSgdPvVK4etmMeyef4e 2-10-12 2-10-12 2x4 11 I 1-M I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot-) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.14 Vert(LL) 0.01 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 7 >999 240 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-M) Weight: 10 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-12 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) 3 = 89/Mechanical 2 = 26610-8-0 (min. 0-1-8) 4 = 46/Mechanical Max Harz 2 = 80(LC 8) Max Uplift 3 = -61(LC 12) 2 = -185(LC 8) 4 = -13(LC 12) Max Grav 3 = 89(LC 1) 2 = 266(LC 1) 4 = 48(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=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left 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 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 Order(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 3, 185 lb uplift at joint 2 and 13 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wamiag-Fleorethroughlyrerie•Ne"A-I BfIDnBUfiEi(-S[LL[i'j GFMFtIII[WSB [OUBIIIOXS (IRTON[B('Nia]I([MOW(EDB(MFXI'1wm. Ie,ifydnig.peare.4reondreodme— this fives Detiga Dra.mg(IDD) and The MureAlartme.P.L Mariana Sheet before me. Unless otherwise smi14on lheT D,v li NO QI / Mifek moncmrplatn shop be used for the 11111, k evlid/SaLns Oesigr GgNen(ie. SperioByfnginem),thnedooavy NDrap mmolsoammptonmelNep,olenheart eogioening respeasihllyfa tbeddge of the riagle Luse defused oa the Do only, under VI.I. The design'%smFQrir!ltadi mndi�� r i sonabiNy and ate of ibis Truss for my Building is Oeuspouibilily of The areas, the Owner's omhmimd agent or the Budding Designer, in the mnbt of the IT(, the Ir(, the IOmI building rode and TPI.I. The obe atofthe TOD and a Iyfi,ld-efit, T—,iodosing bundling,storage, insvloli)n:�adhga�gsAaD hJh7 42 i remrsibihly at the Building De,igeor oad(anlracIn,. Nnrtesulouf in lM1e100 ondlhe prasi,esond gvidebner of Ne Building(rnpeneet Salety lnloimmion ll(Sp pubhshedbylPl and SB(I orateferemedfagenera190donre.lPl-I defoestheresponutStierond dotiesalthe truss Designer riots sig)[ngin Njm�.o�o,d-� Truss 0 Cif. Annelas,,uders othnwise defined by ICunadagreed open in riling by oil Tribes imalmd. The Tmss Deep is son the labdiog Designer or Truss System frgiaeer for any buildiing.All(spnorrsed terms are as defined in L Annelid-,. (upyrighi61D15 A-1 Pool Trusser -Aime lWifinea,P.L Peplodurllon of this dmomenl,inony form, is pmhib0ed with erillm pmmissioafrcm A-1 tool Trusses- Aoreel Mmlinee, P.F. fffddd Orlando, F132832 Job Truss Truss Type Qly Ply 61998 JC Jack -Open 2 1 A0577582 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi rek Industries, Inc. Fri Sep 11 17:17:09 2016 Page 1 ID:BCyQv5ff rhlSZsXezgNi rXytsH?-9Q76hrgPNTMGLCBCsLxTLJb6USdKPvVK4elmMeyef4e 4-0-10 4-0-10 0 rn N O 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.03 4-7 >999 240 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-S) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 3 = 135/Mechanical 2 = 334/0-8-0 (min. 0-1-8) 4 = 59/Mechanical Max Horz 2 = 101(LC 8) Max Uplift 3 = -95(LC 12) 2 = -213(LC 8) 4 = -10(LC 12) Max Grav 3 = 135(LC 1) 2 = 334(LC 1) 4 = 68(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-502/420 BOT CHORD 24=-509/528 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extehor(2) zone; cantilever left and right exposed ; end vertical left 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 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 vide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSUfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 3, 213 lb uplift at joint 2 and 10 lb uplift at joint 4. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning Pldase thorsughlyJeriew Me'AIROOF IIDSSEfrifflER1.aNf1A(I(RMS1(ONDMONS(USIOMERrrUTERIA(RNOWLEDGIMfNrin.. Ynifydesignporometen end nodnotes on Mis truss Usage 11-ing(TOP and the Manuel Medians,P.E.Role,,.Shent before ... Outen otho,.h. stated an the TOD, only /Mvleliinndrtoi pMli++bvO6e used 6rthe lDD to 6e nDd Asomass DedgeEngmeer(.e., Spni.Nyfoginen},Ihe seal on soy lDD nprseal+.a snptann of thepdeninol engineering rspnosibJiryfor the indigo althe singlems+depided.et6e lDdanly, Dodo TP4l. the dedgne a.ptim+, lavd.gniditi.m, MANUEL MARTINE7, P.E. 0.1silknodas, of lhilhuss for any luOding is the tespeoubairy of the D.aer, the Ones's outborned agent or the hildag hiip,,, in Menmest of the n(,If, 116 the loml building rode and TPl-I. the opproral of she TOO and any field us, l the Dean, induding handling, rii3stallatioo and Modng, shop be an #047182 ' re+pensibiliryollheluddisgOesigeernd[s.tnaor.AOoNesulsutialheiDDwdlheprofinsovdg.idelinsolt6ervildng(.vpnntfoletyfnlormmionll(SlJpuhlishedbylPlmdisc[/serekrenudbrgoeralpuid.nee.1M-ldefestM1e nspensi6iOliesanddotinoitheirut+Desgner,m.ssDesig.[.ginesaeA crass M-Mums,..[as, othenise defined by a (sntrart spend also in writing by al raisins inralred. The Truss Design Engines is NOT the Ruilding Designer or buss Sipe. login eerlor u sy bedding. All (apitoheed lesson ore as delnedi. RN. 10019ChorltonCir. (apyrigh1©1015 A -I loaf Trusut-Manuel Mmlines, P.E. hptadustion of Ossdomment, in any Is., is prohibiled with writlea permissfos Ito. A-1 Roof messes -Manuel MoTtinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577583 61998 JD ac Jk-Open 2 1 Job Reference optional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Fri Sep 11 17:17:10 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-dchUvBh18nU7yMIOQ2SiuX7E3sx48MkTJHcJu4yef4d v A m.rol 3x4 = I 1�-I 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 0.46 Vert(LL) 0.07 4-7 >882 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.08 4-7 >736 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 176/Mechanical 2 = 401/0-8-0 (min. 0-1-8) 4 = 70/Mechanical Max Horz 2 = 121(LC 8) Max Uplift 3 = -125(LC 12) 2 = -243(LC 8) 4 = -8(LC 12) Max Grav 3 = 176(LC 1) 2 = 401(LC 1) 4 = 85(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-885/810 BOT CHORD 2-4=-952/946 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left 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 lead 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 3, 243 lb uplift at joint 2 and 8 lb uplift at joint 4. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wwning Pleom thoughly msiesrtbe'AI ROOF IRUSSESrS111IR1 GENERAL TI[US WNDEC ONE CUSTOMER tBUN11IA[INC PlIEDUEMINI' form Visit design pnemelersand it ad notes a a tlds Truss Design Orating(IDDI and I h a Natural Raft a,P.LfeIernre Sheet Aehreou. unless other.,*. sl dp the iDDD I M141 mane der pWlesshal be—dfm the TODta be lid. Aso Lan Design hifinen(.e,Spd.hy ingine"),lhesoot as any TOD repreunt, oa ormpmme of the pnefenionaI engineering rnpamibiliry for the design of the single Goss depicted an The [DO only, underlPhl. lllel8$'W-`snae(iu�P-lion, to th ranme' QNflhor2i5ir. P.E. �suitalilily noduu of this Truss for any Building is the respisibUdyofthe Owner, the Draer's outhorimd agenl as the Buliieg Designer, in the.atetl of MelR(,fie ll The hmnuilding side and Rl I. The appmeol ifthe TOD and any field or,.1the Guu,iedodinp bondlieg, stof!deinsild�oond eqw ,shau'qthe !ADnado-1.0inif0frDendlhepradiasaedgoidelinesoltheBuilCng(ompmemdalerylnlarmvtionlB(SQpubfished bylPlondi0[Aorerefnemedlorgenerolguidnme.TPTldefaestheresponsibiitiesonddutinoltheirui a nerGnI nga[ngine}0 Trun Nonaladorer,unless orb —ire defined byo(amranagreedopan in.dfing byogpeniui-ked.Thetruss Design Engineer is NOT the Building Designer of truss Sysin Engineer for any boddng.All (apimOxd terms are n defined in 01-1. (� 0pyrighl © 2015 A-1 Real From - Muriel Madinat, P.E. tepmdurlion of this domment, in any form, is pmhibiled With ar Mess permission han Ad tool Musses-Nanuei Martin, P.F. t1 Orlando, FL 32832 Job Truss Truss Type Qly Ply A0577584 61998 JE Jack -Open 1 1 Job Reference (Optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:10 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN 1 rXytsH?-dchUvBhl BnU7yMIOQ2SiuX7A?suQBMkTJ HCJu4yef4d 6-3-6 r 6-3-6 DE ad Load Defl. = 118 in m 9 N I i 1-001 2x411 0.75112 3x4 = 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 0.72 Vert(LL) 0.14 4-7 >544 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.18 4-7 >425 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 21 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 220/Mechanical 2 = 474/0-8-0 (min. 0-1-8) 4 = 80/Mechanical Max Horz 2 = 142(LC 8) Max Uplift 3 = -157(LC 12) 2 = -276(LC 8) 4 = -4(LC 12) Max Grav 3 = 220(LC 1) 2 = 474(LC 1) 4 = 103(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1408/1323 BOT CHORD 24=-1534/1519 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left 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 nonconcurrent with any other live loads. 4) a 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 3, 276 lb uplift at joint 2 and 4 lb uplift at joint 4. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'Y." gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Ylarniag-PleaseMmeughly,ninthe *AIROOF IROSSESCSIHIRIGENERA(IMA(ONDMONS(BST09firlUTn7ACIXDWIEDGENI#rfo,m.Ynifrdesigaponmetenmdmadnole+onthisGossOeugn O,acing(TBB)andtheMoeuelYortineLP.E.BeferemeSheelBehreau.Onlessethesisestatedonthe TOD,mly MANUELMARiINEZ,P.E. ' Mi(ek mmMdr pines sh.lbe.sed brthe Nola be mlid. AsoGsss Desig.(at.",(u„Syesi.lryfaginen),1M1e seal .my TOO repase.Is.. maptoase01h.pmfessinad engneni.R rnp..+ibiliryl.r the d.dg.althe siagleLvss deplrted mtheim..Fy,mdn IP". The design.ss.mplSw,Imdmg rmdifiaos, +aaabi0q md.se at this Tmse let my Building is the nspmsihairy al the O•.mb oe58e0nstisthed.sent., the loading 0esigaer,iothe aateat of the It(, the ll(,6,I-lbuading ad, andTP6l.Ibeappr.ral.flh,TDOmdaayfielduse ofN,e imss,i.dodiep baadliog, srorege, ustaaofioo.�d hradeg, sh.ObeMe #�Q118Y ' respe.sibiriryoltheluildingOesigeereed[.nwnm.lO.otesset.afmthelDDa.dthepmnhnv.dgvidelinaeltbeluading(.mpaaetlSaleryinlarmnimh(OlpubrnbedbyIDly.dSB[Amereloe.+edf.rgae,elgaid.eae.Dssigaj..Wde.Fatima, .ad 18019ChorltonCir. imuMmolet—,sales, nh-im Weed by a (tetrstt.gmed oPa. is siting by eB pottiesio.aleed. The Tau Design Ingineer is NOT the lui di g Oalgner.r ims+System fogioeer far say baildiag. All C.pXaNted germs are as deliaed i. TPbl. (epyrighl©2015 A-1 Real Cusses- Ymuel Martian, P.L Repredudim of this dosumeal, in any hoist, it prohibh,dteith widen pamissgm Gam A-1 Beal Gusus-Mmml Marlin; LE 6ri00d0, EL 32832 Job Truss Truss Type Qty Ply A0577585 61998 JE2 Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 3x4 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Fri Sep 11 17:17:11 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN 1 rXytsH?-5pFs6Xhfv5d_aWKbzlzxQkgLlGEktp_dXxMtQWyef4c DE ad Load Dell. =1/8 in r- an 0 I Plate Offsets (X Y)— [2:0-1-4 0-8-1] [2:0-2-15 0-0-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.13 4-7 >550 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.17 4-7 >431 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 21 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 219/Mechanical 2 = 47210-8-0 (min. 0-1-8) 4 = 80/Mechanical Max Horz 2 = 142(LC 8) Max Uplift 3 = -156(LC 12) 2 = -275(LC 8) 4 = 4(LC 12) Max Grav 3 = 219(LC 1) 2 = 472(LC 1) 4 = 103(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1392/1307 BOT CHORD 2-4=-1516/1501 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 3, 275 lb uplift at joint 2 and 4 Ib uplift at joint 4. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning- tho,ougblyrerinw0e'A-1 ROOnlOSSFS('Sollrg, 4SNFPIl1ElYfe(ONDIIIONS(IaTOMEl1'BDTEQ]ACINOWIEDGIMINrlo,m rnitydesigr pm.metenmd,eodnmeson lM1i, Truss OesignOrowing(ED)and theMoundilorliner,PLlefereeufh,abdo-se. One,cohe risa`sl.t,d odthe 100, o.ty EL T E P.E. �MiLY manectrr pMtn shag be medlar the TOO la he rand. Asa Luss Design Engineer (i.e. SymioAy ingineeQ,the seal sue cry TOD npnseots av oueptonu .1 IT, prole„iomlengineenogrespamibddyfm the desig. of the single Lou depicted no Me IDD only, under PH. thedeuge ssumphans, loading mr8tians,, (, surobilify end.se of this T,ms her any holding is the respomibOAyofthe Owner, the Owner,outhmired aloof at Building Designer, in rho mntem of the llC, the IBC, [be loml building rode and TPl-I. no pp,n,nl of The TOD sued anyfidd use ofAsTmss,indedial hondlieg,❑ruge, innaAotionandbradng, shrO De the, /p. :0y'71 2 i respomildlity of the Building D,,igver suedCrnboOm, All.mes of out in the TOO used IT,p,e,N end guidebnes of the Boil&ngNerpooeoISurety lofmmmioo 1h611publaidby TM aadSBCA..—f eared for gneroI luido—T?Tl defines rh.... pro.bilsia and duties of the Truss Dedgnec,irsun Douge[oginee, red 10019 CfIorlion Clr. Tfuss Manufacturer, unless otherwise defined by o (aetresr agreed upon in writing by a1 ponies inmwed. The iron Desire Engineeris NOTthe Building Designer or Truss System Engineer for ory building. All Copnolsed form, ore a defined in TPI.1. Copyright @2015 A-1 tooff mses-11—dMudi-, P.F- Rep,od.diun of Ihi, documerl, in our house, is prohibited with verifiers permission bob A-1 Rod Lures - Manuel Morlines, P.C. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 JF Jack -Open 1 1 A0577586 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:11 2015 Page 1 1 D:BCyQv5ffrhlSZsXezgN 1 rXytsH?-5pFs6Xhfv5d_a W KbzlzxQkgODGCstp_OXxMtQWyef4c 7-5-4 7-5-4 Dead oad Deff. = 3/16 in a 0 I6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.56 Vert(LL) 0.22 4-7 >410 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.30 4-7 >293 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-S) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = 268/Mechanical 2 = 547/0-8-0 (min. 0-1-8) 4 = 86/Mechanical Max Horz 2 = 164(LC 8) Max Uplift 3 = -192(LC 12) 2 = -309(LC 8) Max Grav 3 = 268(LC 1) 2 = 547(LC 1) 4 = 119(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2136/1996 BOTCHORD 2-4=-2094/2109 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf,,.h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 3 and 309 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning•plmse thamgklp contest the'41 goo FTIUSSFSrSMtill GINIIAI IEPYS ACONDITIONS (USTOMIRrIU111ACIAOVIVENEN[EIIi'farm.Wety desig.pon—w, endmedoof,, an lhi,T, Design Winning (TOO) and the Nandilarl'met,P.E. hfemom Sheet before am. Unless otherwise staled an The TOO, only MANUEL MARTINEI, P.E. �PTek mmeMr plot,, shoo be used forhbe TOO to be mlid. As aLoss Design Engmcn P.ti Spalolry [ngineerl,tba seal oo nay IUD,rproteett a. onept.nu d the prolmsimol engueemg rnpunibilly in, the desig. of the single Truu drpid,d.. the Too only, Dodo, IPI-1. The design nmaptiam,loading conditions, suuobiEly and use of this Tests lot my building is the responsibility a]the Omer, the Omni ourbatimd agent a the lmlding Unless, in Re main't of the 11c, the UK,the load building coda and TM. The .yi—I of the Too and any field ism uf The T00%ioekdiag bmdg.g. change, installation and banning, 0.11 be He #047182 rospontidiiray of the luiMfog Unigeer ved[anhmnm. Ilmlenet..l in the TDO nod lbeproficosaal g.ideonerolthe lvoding(onponenklety lnlotaatio.11(SQ puhSsbed hylPl cods/(Aneeefnnad l.rgnnol guidaem. RFl degmule mspaos3ioties and deliemlehe Trnsonignn,lass Design Tngmmrand 10019 Chorhon fir. Lau Mmdostareb uvless tT,Wse Mood by a (onrast,gned up.. io.rlfi.g by ao ponies ineolmd. The Tmu Design Engineer is NOT The IsAding Oasigmr as T—Syn,a F.gium, Inc my building. AO Capba6ed terms a,,.s d,fin,d in 1 h). Capypighl ©POI5 A-1 goal Tmsms-Manuel MaAime, P.I. teprodu him of thisdoarnme, in any I.Tn, is prohibited rith ninon pnnissim from A-1 goal Teorn,-Manuel Martinez, P.E. O(IDndO, FL 32832 Job Truss Truss Type Qty Ply A0577587 61998 JG Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:12 2015 Page 1 ID:BCyQv5f irhlSZsXezgN1 rXytsH?-a?pEKtiHgOlgCgvnXTUAzyDVggaVcELmmb5Qzzyef4b 6-10-0 8-7-2 6-10-0 1-9-2 5x6 ::Z: 1.50 12 Dead Load Dell. =118 in 1.5x4 11 3x4 = Nr.vuL 0.75 12 �l 1i I r Rp LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.17 6-9 >587 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.25 6-9 >410 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 33 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 593/0-8-0 (min. 0-1-8) 5 = 426/Mechanical Max Horz 2 = 144(LC 8) Max Uplift 2 = -333(LC 8) 5 = -180(LC 8) Max Grav 2 = 593(LC 1) 5 = 426(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1819/1639 BOT CHORD 2-6=-1851/1944, 5-6=472/500 WEBS 3-5=-660/625 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 D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 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) Refer to girders) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 2 and 180 lb uplift at joint 5. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard CUP Winning •Plea,ethoroughly rerlwbe'A.1AMTRUSSES (SELLFPIGERIRAIIEPYSA(ONOn10IS(MINOR rBUY[i'1A[IN OWL EDGFMENr'IwaReidy desigepw—waend r,ad omenandieiron,DesignOmvmgl1liand the Xae 1N.&n,P.LPdnaeuone tbefore uea.aid,,, U—itaelatedenthe too, lady MANUELMARTINEZ P.E. �Mirk monMor plums d,1 he uudlarib, IOC to be valid. A, a Trux Design Engines (L,.,Sp,Iiahy [eginee4,the teal ae any TOO r,p —"$ ea axeptonre of the piafn,iowl engineering rcep aiiibldy Car the draign of the single Irma del a the TOO only, under 1P61. The ddgn--plion,, loading conditions, ,.Aability ada,,ofdi,GunIn, any Building I, the m,poublilyaithe 0—" the 0."i,audorimdagenl" the Building Oesigna,,inThe contain ofdell(,deIII, delomnuldingrad, and IPld. The appoeoIofthe TOO and onyfivldon, oldeLess,indudnghandling,storage,inadlatiooRod bradng,nhollbethe #0471B2 rnponi6iDry of the Building De,igver vnd(ootrotlor. All notnuloulin the TDD and lhepoefnentnd geideGno,olde Anilalng[onpaneal Salary lnlarmolion(1(Sopubli,M1edby lPl and Sl4 om relommd lorgennol guidoore.iM-I defines lM1e m,pomihifninand drain olde lma 0e,igne,, crux 0etign [ngineeraod 10019 Chorhon Cir. I— Nanalmtwer, onfe,, etk,,V defined byoContras agreed upae io nifwg bya0p.rfi=I eolead. The TrussOnige Engineer in NOT de Building 00gno or Trux Syttew FngineerIor any building, All (opinDited toms oe a, defined in TPH. (appighl@2015 A-1 Road Tian- - Manuel Alwti-,P.LAepradudion al lhi, dwainal, in any In,w,Es prohibited eith Millen p—i0au from A-1 Ron[Tvu Manuel Morlim, P.F. Orlando, FL 321132 Job Truss Truss Type Qty Ply 61998 1G2 Jack -Open 1 1 A0577588 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:12 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-a?pEKUHgOlgCgvnXTUAzyDZ2gY9cGEmmb5Qzzyef4b Dead oad Dell. = 3/16 in 0 oa 0 I axa = v.toi - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.21 4-7 >414 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.30 4-7 >297 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 267/Mechanical 2 = 545/0-8-0 (min. 0-1-8) 4 = 86/Mechanical Max Horz 2 = 163(LC 8) Max Uplift 3 = -191(LC 12) 2 = -308(LC 8) Max Grav 3 = 267(LC 1) 2 = 545(LC 1) 4 = 118(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2115/1977 BOT CHORD 2-4=-2075/2088 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 3 and 308 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y:" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning• Pieantbaroughlyeninthe 'Ad ROOF TRUSSES e(ONDInONS(USTOLURrhUlfR)A(BNOWLEDDENNT'tarm Ynifi,64opon—tn ondreodnotes. this T assign Dmring(S Pad the Manuel ji"b.,Pitelerewe them let ora a. Unless athe"ite rimed on the ND, oJy MANUEL MARTINEZ, P.E. �MileA,oenmar ploln shop he used b, the IDD to he eand As aLad Design Ingineer(ie.,Sye,uNy (oglnenE the tml an any ND mpnseals ao arreptame el the prof weed engineering rdpeosibROy ta, the design of the singl, bass dgirtrd an the TDD only, ®der W1. The design assumptions,Saudial wadafad, "mobiGryoed on al this Truss to, any Building is the respoadbilAyal the Da -,the Dneis mnudsed agent a, the Binding DWS-, in the nmem of the 111, the lA(Aelonl buldmg ride and lnJ. The eppo,sdaf?be TDD and any field are of The Tess, iodadiog Reading, omit, hum1hatiaa and Tend% shall be the #047182 eesponsihility of the hiding WE- All rote,.. etm[be lDD and the pns14.adgeiddines of the Budding(onp—.tVery lnf—mli.116q pubrsbed by TPl and Sl(Aso—I sued far general goidaem.REP de0od the nspoesibi%,and dmie, of the Trull Drop,., Tnss Design Fro- and 18819 Charlton Cir. Truss Mmufarmen, odds otherwise defined by a (amramrgmed upon in niliog by a0 prdfes inraieed. The Tmss Design Engineer is NOTthe Building Designer or hussSynem Engineer lar ory biding MI (apnolhed terms urn d claimed in 1P41. Copyrighl©2015 A-1 Roof Trusses - Morsel Mortises, P.L hpmdudion.1this doermeal, in may its., is prohibited with written permission from A-f Roof Trusses - Manuel Martinet, P.E. Orlando, FL 32832 Job Truss Truss Type city Ply A0577589 61998 JH Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com snnfig 5-8-3 0.%b l 12 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MITek Indust( 1.50112 5x6 4 —A — Inc. Fri Sep 11 17:17:13 2015 Page 1 1ppUz5A?PV91jc4xDLfmw? FrzVPyef4a 9-9-0 2-3-1 Dead Load Defl. = 1/16 in -:411 0 m o� 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 0.63 Vert(LL) 0.10 8-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.14 8-11 >807 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 39 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 642/0-8-0 (min. 0-1-8) 6 = 505/Mechanical Max Harz 2 = 109(LC 8) Max Uplift 2 = -346(LC 8) 6 = -217(LC 9) Max Grav 2 = 642(LC 1) 6 = 505(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1467/1268, 3-4=-1048/977 BOT CHORD 2-8=-1375/1522, 7-8=-1088/1216, 6-7=-914/1018 WEBS 4-6=-1132/1018 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 D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 217 lb uplift at joint 6. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard MI Warning - Pleat, thoroughly, foie. the 'A1100FI1USSESCSlflEll,GENFPAI TOM & CONDITIONS (16TOMERrluytllA(rNOWIEDGENENrferm.Verilydesig.pmamelmswill-dDolesanthisTmstDesignD-irg(TDDlandThe MonuelMorlinn,P.[.Ieleuo,.Sheetbefore a..Trials ethernet. mu'danThe ITT, only MANUEL MARTINEZ, P.E. Axilek,oanetar plot,, then bewadfar the 1001.be ealid. As o Lust Design login... i.a, Spdefty Ingle I, he seal an any TOD sea out, asa.aFla...onh.P.alessional engineering respaosibDlry for The design of the single Truss deputed oa The IDD only, under ITT 1. The desiremumpnoos, kadngmndinam, suilabil;ad use of this TrussI., any BuldinS it 6)erespaetib0iry al the Dinner, the Dnaefs authorized agent or The luildiog Designer, in the serumof The III, The 111, The Total building (ode andTPbl. The epprerol of the TDD and any field are el the Treat,iadadmg bendGng,average, WhTOotionaad bratng, Than be the #047182 rmpan,ihirdyuIthe Building ge,igoerand (ontrator.Innet e,seIout inthe Too and The pease..,aadDalian- .1the luking(ampere�ISafety lnformalionll(sgpublished byNJadSl(Aan. refereend I.,,ae.algo' dunm.TPI-Td,finmThe rmpenstiiliaand dn,,OfThe Trust Designer, Trans D,,'tga[eynee,and 100191ITDrlton(if. Trust Noted d,on, unless wherein, defined by o (oeted agm.d upon in.riNug by all panties imoleed. The Trust Deign Engineer is NOT the Iuildiag Designer or buss System logineer for any holding. An (apnaitedTerms are at defined in VIA. (oppighl©2015A-1 goal T,us,es-U.—IMariana, P.LPepT.dudion of this den —al, in any(a,m, is prohibiled With ofln,n penmission[,am Ad Poo[ Trusses- Manuel Mariner, P.F. — _ Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577590 61998 1H2 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Fri Sep 11 17:17:13 2015 Page 1 ID:BCyQv5firhlSZsXezgN l rxytsH?-2BNdXCjwQilhppUz5A?PV91fV4veLhew?FrzVPyef4a 6-10-6 %12 6-10-6 1-8 6 5x6 ::� 1.50112 1.5x4 II 4 11-M 3x4 = 0.72 UAU LIz 5 1 Dead Load Defl. =118 in 6-10-6 6-10-6 6-11-4 0- -14 8-6-12 1-7-8 Plate Offsets (X,Y)— [3:0-1-8,0-2-01, [5:0-3-0,0-2-121, [6:0-2-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.18 6-9 >576 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.25 6-9 >402 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 33 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2 = 59210-8-0 (min. 0-1-8) 5 = 424/Mechanical Max Horz 2 = 145(LC 8) Max Uplift 2 = -332(LC 8) 5 = -180(LC 8) Max Grav 2 = 592(LC 1) 5 = 424(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1831/1652 BOT CHORD 2-6=-1867/1958, 5-6=455/480 WEBS 3-5=-646/612 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 D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8, 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 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/ TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 332 lb uplift at joint 2 and 180 lb uplift at joint 5. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Yoming-PlenetharoughF(reris. A.'AI lnnTRUSS IS(9(11(A1GIN Erll lfgYS 6MOST 0KS(IIST091I rlUTHjA11NOWIROGENJR-I...V,,,k desigo poromelrrs oa r.ad ..I"aa this TrvnOnigna,owing (TO g) and A. 9amel9onne;P.Lide,,. ShW hef,,,... Unit,, a1h-4, eruled on A, TO ask As '�OeAMAN EL MARTINEZ, P.E. Mmsnert.r p6les shoo he used Gr the SOOta he valid .Lou Oafigo leginem (..a' Sp doby Ingine"Phe oral m asy IUD repremG as a,rtptvnm el the pmleaianal eegwee,ingmponsiblAy IanM designerIbe single Gass depid,dan the TOO only, order IPSI. The design mumpinm,laodmg msdiXans, suimhiUty and no of this DostIat coy railding is the it sponsibilay at the 0mer,the Units onrhorued.goal a,the Iddieg Design,,, in the .at.tl at the lrf, the ItC,she 1.a]buldmi;rudeand 171-1. the upp, Deal of the TOO and any field sun.1 A Truss, iadedin I Aandlierg, store go, msiallafioo and In ads g, shDO be the #047182 msp,nsi6ifigol the ruiWng Desigver asd(ammnot. AOcoleemtsul in the TOO oad the pmrfimsred g.iddre"oIlhe 4ildiogf.mpeaemSalerylnia,mmloolPCSI)puhGshed 6y1P1 ovd SEGmmele,mmdlorip—Mg0h.c. lPN delves the,espaasALti,sand dulin of the lmx hriTenrjr Design Erineeravd 10019 Charlton Cir. T,.ss Nenuharmr, unless ch—ise defined by. fostradagreed upon in.Poiag by a0 par0es involved. The Truss Design Ragicee,is NOT IN, ru0ding Oesip.er a, TrvssSynem rogmeer tar ooyhuilding. 111 Capit.rvedtetras me os derixd m rPl-I. (oppighl ©20IS A-1 tool irsus-NnnuelModine:, P.F. leprodu,li.n of this dommenl, in any lo,m, is pmhibited.ilb.ri0eo pmmissi.n Ir.m A -I tool i,usses gonuel Alodiner, P,L Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577591 61998 JI Roof Special Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:14 2015 Page 1 ID:BCyQv5firhlSZsXezgN1 rXytsH?-WOx?IYkYBO?YRz3AfuWe2NIsVTBB48R3EvaX1 ryef4Z 4-6-5 6-11-8 8-11-3 10-10-14 4-6-5 2-5-2 1-11-11 1-11-11 Dead Load Defl. = 3/16 in 3x6 = I1 110.75 12 0.40 L12 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.18 5 >748 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.30 5 >440 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.05 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 41 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' B2: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-6-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1010/0-8-0 (min. 0-1-8) 4 = 802/Mechanical Max Harz 2 = 73(LC 23) Max Uplift 2 = -570(LC 4) 4 = -425(LC 5) Max Grav 2 = 1010(LC 1) 4 = 802(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3272/1774, 3-13=-3092/1704, 13-14=-3094/1703, 4-14=-3124/1697 BOT CHORD 2-6=-1679/3140, 5-6=-1643/3055, 5-15=-1649/3072, 15-16=-1649/3070, 4-16=-1649/3070 WEBS 3-6=-169/388 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=5.0psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) in 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) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI[TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 570 lb uplift at joint 2 and 425 lb uplift at joint 4. 10) ''Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 557 lb down and 366 lb up at 4-6-5, and 108 lb down and 98 lb up at 6-5-3, and 97 lb down and 65 lb up at 8-8-14 on top chord, and 31 lb down and 52 lb up at 4-7-3, and 37 lb down and 38 lb up at 6-5-3, and 25 lb down and 41 lb up at 8-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fronti(F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-7=-20, 5-10=-20 Concentrated Loads (lb) Vert: 3=-488(F) 6=14(F) 13=-15(F) 14=29(F) 15=-37(F) 16=-25(F) 111.6a3- Sit thoroughly ierin the 'A -I ROOF TRUSSES rSHURI OSNFPAI TERMS BCONDITIONS CUSTOMER rBulfi)A(GNOINUDOEMINrfame. Verify design ptrmmetersoedreodaat,, en Ibis Truss Oesiga Oadwhg(CED) and the MonuelMnrlfnec Pl.Interim, Sheet before use. OWessalher.isestutedonthe100, truly, MANUEL MARTINET, P.E. AMith manedar phone s6111e usedler the TOOtohea,Il Asotruss Drift.toy! veer(i.e.Spedahy(ogineer(,A.seal oo any TOO repmsnet, ao o°eplonm oT the Error ireel engineering r.tp-ibiityfor the designalthe single Ttmsdepicted on the TOO Dory, under ID(1.The design as wmp(inm,Wading-diliam, ritnblq ad use of ThisTaussIn, cryBuildingistherespriallNya15, Wit, the 0-6outhatimdagent orthe BldngDesigner, Sothe -ow althe 11C, the DEC, the head! building wadegadTPI.I. The app,n,,l0?he TOOandany field mealthe Truss, indudinghurdling, storage, instuffetionand bracing, shaftbethe #047182 respomihiliry of the Building Dmigaer awd(trnhanor. All ntrtnseleulin lheTDDgedlhepmrtiro oadgoidelines abbe Buildng(gmpanem Safety lnformolioo(B(Sll pubhshedhy Rl and SB(Ame«lerznmd gar peeetolgoidogm. TP4l d6r,es lhnoponiTirdiesand duties of the Truss Designer, bass Design Engineer and 10019 Chorllon Cir. Truss Manufgd-i,unless otherwise defined by it (tratmmagreeit open in wrifing by g0 ponies 1-1,ed. The tram Design Engineer is NOT the Building Designer ni Truss System Engineer for troy building. All Capitalized terms areas defined in TPI.1. (apy6ght@2015A-1 R.off. ses-MoouelMmfioee,P.I.Reproduction al this dommeal, in any form, Es prohibited with rriaen permission from A -I Goof Trusses -Manuel MgmNeg, P.f. Orlando, FL 32832 Job Truss Truss Type Qly Ply 61998 112 Roof Special 1 1 A0577592 Job Reference(optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:14 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-WOx?IYkYBO?YRz3AfuWe2NIulTHU44J3EvaX1 ryef4Z 3-5-10 5-8-9 5, -7 9-8-10 3-5-10 2-2-15 0 -14 3-11-3 4x4 = 3.00 1.50 12 Dead Load Defl. = 1/16 in 7-0 3x4 = u � 0.75 12 0.40 12L 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 0.64 Vert(LL) 0.10 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.15 6-9 >761 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-S) Weight: 38 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 641/0-8-0 (min. 0-1-8) 5 = 515/Mechanical Max Horz 2 = 109(LC 8) Max Uplift 2 = -346(LC 8) 5 = -224(LC 9) Max Grav 2 = 641(LC 1) 5 = 515(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1492/1292,3-4=-120911095 BOT CHORD 2-6=-1402/1550 WEBS 4-5=-591/591, 4-6=-1176/1304 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=S.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8a 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 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 224 lb uplift at joint 5. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/z" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard W.nivg-Pleosethwauphlpnvin0ef41 ROOF9(UNOITIONS(USIDgER(-IUT6jA(INONSEO6ENlNrtma, Verilydesign pon-terand-ti mnon Ibi,r-Design Orauiog(IO)Jand Mail Arlines, P.LI,I,,... I4n160areau. Unlon at6eruise+Imed on the1OO, only AA'Maek me-d"plot„oA.9 be used 1OO la heealid.A,.dross Design EnggnenI—spesiolty EngineeQ,Nsend an my NU reprc"ins an."plan¢althe p.F immlengineering "+ismabddy in, the design of the single Las derided athe TOO only, oadcr114-1. the design mnmpOnn, loading meditiaes, MANUEL MARTINEZ, P.E. "itobiUgoed o" of skis buss la my laudag is lbe+espemitiJigat the Oi.r, the Orsuo,', ,,ii,d agoal or the Budding Designer, in theaehtl or the ll(, the or, 6, load building (ad, andTll-1. The opposed of the Too and any field ote of Me rross,i.loding handling, if go, iostogo6on and biadog, thou be as #047182 rnpan+i6ikryo116e6uiMioganignerovd(anhvda.IDnoles"laaliolhelODaodlharyasNsnoodgvideU.solt6eluU6ng(ompvaemfolerylnlvrmoliuvll(Sgpu6luhed6ylPlmdSlC/aeret.m"dlvrgnnolluidv.e.TP41deOneslhe+espvosibilitinoaddoliesoffheTrossOesfgneyTrvssksig.Too-and 10019 Chorlion Cir. Truss hanmafter, omen otherwise defined by a (amrad agreed upon in uniting by.0 p,uliamt,ed. The ion Design Engineer is NOT the I Mug Designer as rrus+System Fng'meer gar my building. All (apflaRsed Isms ore as deri.d in IPI-l. (opysighl 07015 A-1 root Tosses- ManuelFlamfn., P.L Repmdon ion of thisdoomem, in anyr.m, is pobibiled rith vsiflen pounitsion from A-1 Roar Tosses -Manuel Marines, F.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577593 61998 JJ2 Roof Special Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi rek Industries, Inc. Fri Sep 11 17:17:15 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN 1 rXylsH?-_aUNyukAyJ7P37eMCb2tbarOTta6pWCCSZK4ZIyef4Y 2-1-10 113 4-9 4-6-11 4 7-9 7-6-14 9-0-14 10-10-8 2-1-10 1-3-0 1-2-2 0- 114 2-11-5 1-6-0 r1-9-10 Dead Load Defl. =118 in 0.75 12 0.40 12 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.23 5 >555 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.34 5 >386 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) 0.06 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 41 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except' B2: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-5-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 4 = 844/Mechanical 2 = 1147/0-8-0 (min. 0-1-8) Max Horz 2 = 74(LC 30) Max Uplift 4 = -532(LC 5) 2 = -806(LC 4) Max Grav 4 = 844(LC 1) 2 = 1147(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3937/2826,3-13=-3581/2657, 13-14=-3599/2663, 4-14=-3633/2662 BOTCHORD 2-6=-2730/3783, 5-6=-2608/3556, 5-15=-2614/3573, 15-16=-2614/3572, 4-16=-2614/3571 WEBS 3-6=-707/1308 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 D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber UOL=l.6U plate gnp UUL=1.6U 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 532 lb uplift at joint 4 and 806 lb uplift at joint 2. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 467 lb up at 4-6-11, 114 lb down and 115 Ib up at 5-2-8, and 103 lb down and 82 Ib up at 7-6-2, and 92 lb down and 56 lb up at 9-9-14 on top chord, and 869 Ib down and 537 lb up at 4-7-9, 38 lb down and 33 lb up at 5-2-8, and 25 lb down and 36 lb up at 7-6-2, and 9 lb down and 37 lb up at 9-9-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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 (plf) Vert: 1-3=-90, 3-4=-90, 5-10=-20, 5-7=-20 Concentrated Loads (lb) Vert: 3=208(F) 6=-869(F) 8=56(F) 9=-9(F) 13=-37(F) 14=9(F) 15=-38(F) 16=-25(F) Syamlag• Please thoroughly rrvinfbe'bI ROOTIRDSSES(1111[Pl.UlTIALTHUS BCONDITIONS (Ih104E1('NIIgI A(rNOWIEDRIUNI'farm.Wnfy design Pcratumn Ord ,ad owes on this Tras,Usil.D-mg(TOD)oad the bertad Yoroner, Pi lelereue Sheet Belonuu.0 e_ "es,,,ad- the 0,0 M UE i E RYE. Mild gmd.,Thin, shoo be undfar the [DO to be veld. As iLass Onig.[r*O,,0.r.,Spvidy lo¢oeerhthe soot as my mO reprned,as'-plmte.1the prdessioed a0i iat respemibgry far The resign .1 the single runs,depided eo 6e NOeoly, mderlP4l. the del a ''r�y�n lotdi ne �tiem, p�ryryj ❑Fy�rylpp•I}�E�wryE suilabil4r,d use ofthisTiun loony Buidiog is the mtpmsibONy of the O.oer, the Oveeisautharuedopron, rAe gulling Designer,in the tame.100,1K,11. BL rhebmi budding undo.diP4l.The .pp.—Id1b,TDD..danyffdd use.1dur.,yieduding banNog, sfurn �s�iuffai and an bete �1"�,�j101PRE ! reep.Wbilly of Me Building 06geer.adCarbon.,. An nofn set a] in the TOD and the frontier, and guiddine, of the Building(onp.nml fairly fniosoulinn(N(SI)pubfithed bylPf and SHA are mfe¢needl.r portal guidan,e.TPf I defines the tespandhilfiesvad duties offhe Truss Oedgner, Trus, Ourignr gneer a ad \ d Truss Urnedc tuner, unless alheraim defined by. (..Iran agreed go. in.ddng by a0 ponies i... bad. The Iran Design [nginaris NOT the Budding Designer OF Trust Synem logineer for any building. All (apilaHed terms vm as defined in IPId. I BBI9 Cil0rI100 Ir. (opyrighl © 201S A-1 tool Trusses- Manuel Martinet, P.E. Reproduction of this thousand, in any farm, is prohibited srifh a i0en pe,missian from A-1 loaf Trusse,-Maaael Martinet, P.F. 0000110, FL 32832 Job Truss Truss Type Qty Ply A0577594 61998 JK Corner Jack 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:16 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN1 rXytsH?-Sm219ElojdFGgHDYmJZ67oNKVH1 fY4DMhD3e6kyef4X 3-8-6 3-8-6 Rv N I 1-0-0 1 2X4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL I.25 BC 0.23 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Inc, YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc pudins. 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 uide. REACTIONS. (lb/size) 3 = 121/Mechanical 2 = 313/0-8-0 (min. 0-1-8) 4 = 56/Mechanical Max Harz 2 = 94(LC 8) Max Uplift 3 = -84(LC 12) 2 = -204(LC 8) 4 = -12(LC 12) Max Grav 3 = 121(LC 1) 2 = 313(LC 1) 4 = 62(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-404/322 BOT CHORD 2-4=-397/423 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left 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 nonconcurrent with any other live loads. 4) e 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 3, 204 lb uplift at joint 2 and 12 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wamiog-Please thaloughlyievie. lie *A:I l00FIIOS%SrSlltlri,C9rl1Alllw1(oNOImNs(OSTomtirtalfllAaROBIFoofMEMPkrm verity desigepor—Mr andreadomnen Ibis boss Design Omakg QOO)and theMmoel Yarrinn,P.Ltelee<me Sheetbeforeow. U,leuvtb-i styledmIh,Do, Doty �'CMS$ mndmar planrhao be medkrlle1111,benbd.1,0... Design loginemrix, SprioNyinginent she real as my too sap mm as an maptma of the pminsimal engineerivgmspubliy for the desige of the singlelross d.004m the TOO ask, mdo, 1`14.The design msumplfvm,bodia, tvndiivm, MANUEL MARTINEI, P.E. ' 'tauok'bry and used Ibis Truss for my luUding isthe respomib0lry or the Gore,, the orness a�orued agent or the lelmag Desire,,ir or-mrtol she 11C,lie K, to kml hoildiog ad, aml UP. the gpoeod a( the TODmdmy field as, of or imss, Writing hassiahg, Uvragq krsa0ofien and bamg,sboll be the #047182 rerpmtigryol she luiHivg Onigeer avd[onhvNr. lO avles rot aetklbelDO mdlhepraeAtes vvd gvidePmn of the lvilding[vmpvvntSakgfnk,melimll(SQpubkhedbyTPimdSBCAmerefesensedforgm-lg,idmse. RFl defmn de nspomik'Otinmd dvliaolshe huts oesigvo,inm Desgn [ngnnt avd 10019 Charlton Cir. bass Ymolonrter, unlen olhenise defined 6y o(ammn ag,md upm i,.dNg hY a0 parties meohcd. IDe Inn Oesigo Engineer is NaTlhe lugding Oasigmr m➢ustlystne leg'mese for ay building. MI Capitalized war, use n Mind io UP. Copyright ©2015 A4 Roof Truss-MmuelAlmllva, P.I. teprodmNon of this domaeot, is, my form, is pohibiled.ith.,Mae pumission from A-1 gaol W.,-MmuelWainet,P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577595 61998 JL Corner Jack 2 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com I 1-0-0 2x41e1 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi fek Industries, Inc. Fri Sep 11 17:17:16 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN 1 rXytsH?-Sm219ElojdFGgHDYmJZ67oNLZH3rY4DMhD3e6kyef4X 2-6-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-9 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) 3 = 75/Mechanical 2 = 247/0-8-0 (min. 0-1-8) 4 = 41/Mechanical Max Horz 2 = 73(LC 8) Max Uplift 3 = -51(LC 12) 2 = -177(LC 8) 4 = -13(LC 12) Max Grav 3 = 75(LC 1) 2 = 247(LC 1) 4 = 42(LC 3) FORCES. (Ib) 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.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 --J --.1 .-.-...-el...- ........ e...... 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 3, 177 lb uplift at joint 2 and 13 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r VnrGr rr 5) Refer to girder(s) for truss to truss connections. /1 Wamiag-Please Thoroughly reviewthe'A1 ROOTTROSSESCSMIIi-h GENEPI(1[PYS6(OXUI➢OMS(MOYEirBIIfFY'JA([NON(F061M(Mrfarm. Ywydesigeperometeis cadindeotes on [his Trust D61, Omring(lDO)and the Monael tlortwey P.L Peleieme Sheet6etare usa. Udena rtie I oa rh .ody fi, P.E 101etsonnedor plots shall be used for tit TOO to be valid. AsoLoss Oeugvfngiae,r(i.e,5pniohyfsgioeerl,the sedoa soy l00 epreeds an anepton¢dthe pcafeeio.1 r o-org rnposubliry Far the d6it-1 the suRl, Troe d,pid,d ea theTOOaaly, under 1M. the design ossul{�r,,pfm i� widabiNy cad a se a[his Truss To, say building is Me responsibility al the Oweer, The Owaeis authorized ogml or the eulding Oesiguer,fn the ranted of the tit(, the IRL[he local balding code and Old. The uppoval arch, TO0 and say held use of the imluding hcadliog, storage, inst usO on ouog, she i{6e Q]i Z i nspvmibiriryollhebaildivgOnigoeraed[mlmnm.AOmm�selaulinlM1elDOondlM1eprodic�sondgoid,linesoltheBuilding(�mpu�eetdaletylnlormnlion(b(SllpuhbsbedbylPlendSb(Amereinrnedfar gennalguidonor.IPFldallonthe responsibilities and duties olthe Truss Oedlect,Truss Design [,gneeraad 10019ChorllonCir. Truss Nandntmn, unless aehenim defined by o (amcos,gaed also in w,ilhq by oR panics i-Ind. The Truss Oniga Ingineer is NOT The lailding Onigeer or True System Fogineer lac any building. All (apim6ed farms ore as d,finedia T11.1. (opyrigh1@2015 A-1 toolTrusses-Yonoel Marline:, P.F. Reproduction of this detument, in any form, is proh(biled with writes permission from A-1 Pool Trusses - Manuel Martinez, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577596 61998 JM Corner Jack 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:17 2015 Page 1 ID:BCyQv5f rhlSZsXezgN 1 rXytsH?-wzc7NamQUxN7IRoIK04Lg?wWJhQCHXTVwtpBeAyef4W 1-4-11 1-4-11 3.00 12 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft LJd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 5 >999 240 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-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-11 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) 2 = 195/0-8-0 (min. 0-1-8) 4 = 38/Mechanical Max Horz 2 = 52(LC 8) Max Uplift 2 = -162(LC 8) 4 = -25(LC 12) Max Grav 2 = 195(LC 1) 4 = 39(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=5.Opsf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 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) Bearing at joint(s),2 considers parallel to grain value using ANSI/TPI 1 angle to grain.formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 No uplift at joint 2 and 25 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning Please fit upblymrierNe'k]1ODFIIOSSESrSMMA1. GI111rA1111Z A(ONDMONS(OSIOMEb r6N1n7A(rNOWIEDG(MENr fem. Verify design porno,w, mdmednotes onthisrruss Design Dmringho)mdlhe Manuel YorNneyP.Lletemon Sheet helms use. Union alherwim smledontAe NDonly, Mlhb idnnedor pldtu shall be mod lm thelDDfo be yolld. AsaLns Rdgn[ngmeer(.e., Spniohy inginem),IM1e seoi on airy NDmpmmtls000neplontedlhe pmressioeol engineering respoas3iiryla the dnige al the singleLms depidedan Me ND only, miler lP(I. IM1e dedgnouomplion; Iaodigreeffi-, MANUEL MARTINEZ, P.E. sonobiliy oed ne of tins Tmn ter cony hilding is the fesponsiMTAy el the owner, Dwner'seutbn,k,d often! the Boiling On'ryoer, in the moteef o1The lr(, Me lit,A,loml bund"mgmdeand Rl-I. the oppsoroI of the TODand eny field -.1the Tmss, indodeg hendliq, forep,iasmnotino end boodopshen be the #041182 I rmpeosiMOryeltbelundlognnigemud[antmnor.MlnaleuterlmlhelDDmdthepmnnesondgoidelineroltherugdiog(ompeneefroferylofarmolionp(SQpubbshedhylPlondSN[4omreleremedfulfamelleidoem.iPFldeheest6erespes�LiGlinanddetinolfhe(mssneugverTrmeDesigeFogineerood 10019ChorlfonCir. Tmss MeoulaMrer,udeu othenise donned by a (mhos egmed upon in nitmg 6y oU poniesioeelred The Trass Design bfoeeris NOT the Nuifibif Designer on, Truss Syssem Engineer for owy hnildng- All [vpito4edlerms ore ns defioed'o IPFI. (apyrighf ©101g A-1 Pool trusses-Moeuel Mmliau, P.E. leptedurfion of ihit document, in any fain, k prohibited with wriNen permission fmm A-1 Roof Tresses -Manuel Modines, P.E. GTlondo, R 32832 Job Truss Truss Type Qty Ply A0577597 61998 JN Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.rom Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:17 2015 Page 1 I D:BCyQv5rirhlSZsXezgN 1 rXytsH?-wzc7NamQUxN7IRoIK04Lg?wYnhQYHXTVwtpBeAyef4W 1-10-14 2x4 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-14 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 = 107/0-8-0 (min. 0-1-8) 2 = 58/Mechanical 3 = 44/Mechanical Max Harz 1 = 35(LC 8) Max Uplift 1 = 46(LC 8) 2 = -36(LC 8) 3 = -20(LC 8) Max Grav 1 = 107(LC 1) 2 = 58(LC 1) 3 = 44(LC 1) 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=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1, 36 lb uplift at joint 2 and 20 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 5) Refer to girder(s) for truss to truss connections. { A Sfomug-Pleasethoraughlyrerie•11e'1•IROOF IBUSSESrStalN1QNEBAIIIBYSA(ONDMONS(OSIOYIMrruyFAjACCNOWIIDDIMIWWon. PeraydedgoporamtlenandrcadnotesnaMieinnsOesigaOmriagtlDOJandtheMonoelYordoea,P.ENelerenrefheelhelareou.Ilhidsf�8�t�j�estal e. IDD, ry �Milek.medv, plmes ehoO he med for the lDD takeorii A,aT,me Dedgnlr1ia (i.e.,Sp,k!ty ogineeQ,,he,eolmony TOO topresnoO oa oaepton,e of theproft"Noulenyoeetiog respoasibDly lm the design al the single I depidedw the TODoory, uvder lPl I. the d`__`1��tt''[Fp(�'l�dy�t��`s, loa groodilion {. N� N P.E. wuohilily and use of this Truss is, any Building is aemepon 1[fity of the O"ner, the Non,ounk.,udagent or the$adding Detill-, is the toawl of the luC, the lit, Nefinal budding rode and 01-I. The oppmed of the TOO and any fidd use at the Truss, iedudiag firming, storogd,ustoUdidnadAA➢Oeg,. oO het elm , 47182� iespantihifty of the Building Detiperaad Confronts. Nnotn seleul in the lDD andlM1e protlfe, and guideline, olthe Building(ompanentSolerylnlmmolioa JBCSII puhlishedby iPleod SB(I om referemed for go al goidome.TPt-I defaes lherespordifilie, and duties of the Truss Oesignm, I Design Engineer and I OO19 Charlton (it. Ims, Nandadmer, aaless no-i,e defin,d by a (Urns agreed upon in.rifing by all pa t,hurra eed. The Truss Deign Ingiaeeris NOT the lItHrg aedgner at truss Syne. Engineer for any EailAng. All Capildned terms ate as defend inI'ld. Copy, ighl©2015 A-1 Real Tm,ses-Meauel Aladi-, P.E. teprodurfion of this dommenl, in any tot., is prohliled"ith niOen permission from A-1 toolTrusses -Manuel Andim, P.E. Orlando, Fl. 32832 Job Truss Truss Type Qty Ply 61998 JN2 Jack -Open 1 1 A0577598 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:17 2015 Pagel ID:BCyQv5ffrfilSZsXezgN1 rXytsH?-wzc7NamQUxN71RoIK04Lg?wWJhQCHXTVwtpBeAyef4W 1-3-12 1-3-12 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 FBC20141TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-3-12 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) 2 = 195/0-M (min.0-1-8) 4 = 38/Mechanical Max Horz 2 = 52(LC 8) Max Uplift 2 = -162(LC 8) 4 = -24(LC 12) Max Grav 2 = 195(LC 1) 4 = 39(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=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 3.00 f 12 m l m m Io Io 0 0 7-0-0 2x4 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.14 Vert(LL) -0.00 5 >999 360 MT20 244/190 BC 0.02 Vert(TL) -0.00 5 >999 240 WB 0.00 Horz(TL) 0.00 2 n/a n/a (Matrix-M) Weight: 6 lb FT = 0% 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 2 and 24 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard SYami.g- please Ihmeughlyrerto. the 'Lf goof TRUSSES (111t1r),GENERAL TERMS ACONDITIONS CUSTOMER ('IUYE11ACINOWIEDDEBENT'tam. Yetdy tacit. pmometm, andread nmx en this TruxWE. leasing (NU)ead the M... IMurmt,p.Llet erean Sheet beta,. usa. Urd efli-ise noted an The TOD, only 'Mitek sonneaarplot., shall be wall to, tk Tool. be mlid.,A,.flossDeng. Engintt,(.e.,Stakity(nginee,I,The load se any too mp,n 1,.n."aptona of tle psalnsice.l angi illmp abNNyto, the design al The siagl, hms depicted oo the IDDsort, wdo, TPn. The design-ara ons, redi.gmaditiaes, MANUEL MARTINEZ, P.E. ,06ifiyeadle, of this T la, any luading is NotespoasibfiAyoftheo.oer, The Oneis aulko,uedogoal as me hildiag Decigae,,to Me ranlatl of the 111, the 11C,The focal building code oad UP, Re eppsorol of the TOD and anyfield om of Me Tnss,ie,lodi.g bondriog,,m,eq., invenofion wd bsadng, shop be the #047182 I rnp.osi6iUry of me ladd'ug Oesigvermd[anhactar.Vn.tn utevllooelW o.d lhr pmmm and gvidelino of the 1.ildiog(amp.neN S.fery lnlormvtiw ill(M)pu6Eshed6y TTl mdSlnore refmmmdfm peoemlgvidovm. 1141dues themsp. �i6tin and d.ties of the hax oeilgnn,TmsOesigo rngineeraod LuxtlonotaiAuer, unless mhenim defi.edby a(aalrart agreed upee innilieg by a ranks fnmleed.The TmxDesign is NOT the luddiag oesigoer a,has, ystemragiueer Tar M h ilding. AU CapitalredW., ore s delioed1. TIT-1. 18819 Ellorlto0 Qr. Capy,igi i©2015 A-1 loot Tm,ses- Manuel Mullion, P.E. leprodarlion of D,i, d—irl, in any (arm, Es pmhiNkil.ilh N iffu purshile. from A -I too[ T.,m,-Mercier MmtlNu, P.E. Orlando, FL 32832 Job Truss Truss Type city Ply A0577599 61998 JO Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:18 2015 Page 1 ID:BCyQv5firhlSZsXezgNlrXytsH?-09AWawn2FEV wbNxtjbaCDTh85k_OJf8XYkAcyef4V 3-0-12 3-0-12 2x4 Zz LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-12 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 = 173/0-8-0 (min. 0-1-8) 2 = 102/Mechanical 3 = 55/Mechanical Max Horz 1 = 55(LC 8) Max Uplift 1 = -77(LC 8) 2 = -69(LC 8) 3 = -16(LC 8) Max Grav 1 = 173(LC 1) 2 = 102(LC 1) 3 = 55(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-269/267 BOT CHORD 1-3=-323/279 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left 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 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 1, 69 lb uplift at joint 2 and 16 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warm-11-IT ntheroughlyreu1.IT. 'A.]ROOF TRUTHS (111111'), GRRAL THUS B(OtDIOOtS(IISTO111rIOIRIARMOWIEOGEMIBT'larm. Vvily desige parameter uadmdnale, wt6isI—Design D,eeing(RO)and lb, Manuel Marlium P.LBefinemeIDeet.etaeF 7LDt o nary �EA t P.dforf6e1OO1akmlid Asahox Deuge[ngmen(.e, Speriolryfoglnemblheseal unaryIDOrepresemsaomr<plmmei tAeproleuiamleogheering respami6Oiry lonhe de4geal the eagle fiuss depinedee the lODoury, under lPbl. the deuBh cndSns,ohbiliy oed use of his Russ le, any Building is the responsibIty of the Owaer,the 0-i'sau@arired oSeat or the Building Oesignee, in the mnteat 01heR(, the ll(, the loml budding We andR6l. The epploral of the TOD mid anyfidd use of the lrum,inAud'mg londlingstoragebe lA. IB.(J�Cgpal the Building Oetiper aadCwmdar.AN We, set eul in the TOO and the pred-oad guidelines of l6e Building(eapaaentSafely Waned.(1(SI) publis6edby Rl oadSB(A a,, re rain for geemal geii-, TMI defines the respomibirninrg ngnIlt II !LauMonofmtorer,unlen olhenisadefined6 a(anhame reedu oein mm� aB o esiomired. IDeTnnOesi aEn ineerisBOTMeBuldin Oesi ue-TmuS Oem be ineer lara binding. All( jilela dtmms ore rsdefined io Rld. f g P 9bY P 9 g 9 9 ! 9 % yI(,py,i9hl©2Ol5A-11.lTrusus MunuelMmfim,P.E. leprodutlion d this deueneal, in any Total, is prohibiled with wriOen permission from A -I tool Trusses Manuel Mmlinee, P.E. , L3283Y Job Truss Truss Type Q ly Ply A0577600 61998 J02 Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:18 2015 Page 1 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft LUd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.14 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 72/Mechanical 2 = 24310-8-0 (min. 0-1-8) 4 = 40/Mechanical Max Harz 2 = 72(LC 8) Max Uplift 3 = -48(LC 12) 2 = -176(LC 8) 4 = -13(LC 12) Max Grav 3 = 72(LC 1) 2 = 243(LC 1) 4 = 40(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=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 nonconcurrent with any other live loads. 4) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 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) Bearing at joint(s) 2 considers parallel to grain value using ANSUfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 3, 176 lb uplift at joint 2 and 13 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wamieg-Pleere thomughlyreriev th 3.1 ROOF1RUS5ES rSILLIII GENERAL IFRid 9 VONDITIDNS IOnOW11 CEIVIIRUN OWLED61MIOr fune.yuily dnigepnramnns end nedeetes an IN, rmss0,glie Proaieg Pq end the MaoedIleftn,P.EIefertnre Sheet belam me. Unless o0erein staled on the TOD, my A O L Q I '�Adek—eu,plmn shod be umdIs,A, TOO le be eolid. As a Tian Deige ingneegi.e.,Spcmlq[ogineeq, the not oe o,ry TOO npreseet, oe m OennM Me pnfeW-1 engineering rep e,&1q fee the design of the single Tires depided oo the TODaely, ender Rhl.The desire oswmpliom,laading nndifiane, M N E M Rf NEI, P.E. 'nNabllynd-IIII,TrmI.,aeyhildingistheieslenslhllpeltheOav,be0nereA,,uedoprf.,theBYdiegUnigner,intAeroeffdif,W,thenC,belonlbuddiogredeondRN.11,epproreldtheTODaedaeyfieldenoflbeI.,,,ie,hedmgbeedliag,sloioI,,Imta0oeeandModog,0.11bethe #047182 retPm3ifiry of thv Building Oasigver ond(oohodm. At oofessel eel m@e1DDned the pnrNns and geiddines dthe IlAhl;(ompannt5ofety lef—di. byTPl®d SNIA menfinen,ed ter 9—ed gaidavn. Ti defiees the rew.0iftineed datinalo, truss Oesignn,Tiass Design Eegnaraed 10019 Charlton Or. Tress AonuTimer, aMn, el in defiaedbraCooheMegreedepee ie.,W.gbya0 Petite, im Int The Tnm Desige lefleeeris NOTlhe Building Usigom or Trws SyMen legie,. for oq building.All Capilofued Isms me endefinedmrel-1. Ceppigh1@2015 A-1 Root Truesas-M.e,I MntlineT, P.E Reproduction olthitdommml, in nny form, Is poh160ed rich ninen pnreisuon Irom A -I Rool Tiusus-Manuel Modine:, P.F. Orlando, FL 32832 Job Truss Truss Type City Ply A0577601 61998 JP Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:19 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-sLkuoGngOYdrXkx7RR6plQ?gIUOmlRzoNBlli3yef4U Iola 2x4 11 1-M I Plate Offsets (X,Y)— (1:0-1-4 0-7-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.04 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.04 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 1 = 246/0-8-0 (min. 0-1-8) 2 = 146/Mechanical 3 = 65/Mechanical Max Horz 1 = 77(LC 8) Max Uplift 1 = -110(LC 8) 2 = -102(LC 8) 3 = -12(LC 8) Max Grav 1 = 246(LC 1) 2 = 146(LC 1) 3 = 72(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-563/574 BOT CHORD 1-3=-676/598 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8e 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 h,."a 11 — 1-1 , ene with an .dhow !i— l— do 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1, 102 lb uplift at joint 2 and 12 lb uplift at joint 3. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warnfvg.Plevse rhwaughlyreaierrbe'41 lo0ntUSSES(i[lIIR'A HNERAIInYid(oMDInOAS(MOAFR(-niF➢jA([XORM1FDOEATn'loco. h0rdesig.pnramet—ofnadnetesan'his T."Designororing((00(ondehe MoouelYorenn,P.CtelereueSheethefareow. U� h II elate Too, U TINE 1P.E. Adele mnnedrr pivfes sh.Dhewedler the lDD le be mbd. ImLon DedgeSvgnen Q.e„Speriahy rogineer6lhc reel oo.vy Morey 1, vv vaeptmm.fib, pnlenioad engineeringrnpo.sibYAy I., IT, deslge.Ithe singleLmsderided oo the NDvely, mder1P41. the de sit 8' ,land mndiuevs, suAdilltyoedose of thishuss loraeyloRding is the"'Parlihilardthe orat"sk, leis autborued oleo] orthe Building Designe',in themntea]elthellC,lbe IBC,IAelombbulding'ade andn'l Ibe opptarol dth. TOO Oad anyfidd use Ilk, Truss, iedod6g handling, Parasg.e4r9off h aadbm .'sh Dbethe- Q]182 mpvnsil,oly.1theluildirsDesigneraadfeelmJar.AOaotesseladisIT,TOD.adtheprarTieseadgriddlneseftbeluild7ngCnnpaaevISafetylelarmvlion(RCSgpublisledbyTPlvndR(A-Wmrued(urgenadguielrru,.THIdd-thesesponsibifitiesandddiesoftheTrussDedgner,TnessDesignEngineeraid A10019[horltonOr. Trans ManrlarMer, unless do -he defined by a Codrart ca dago. inwrhing by ag ponies i... food. The cross Design Engineer is NOT the luildi.g Designer or Truss Systemfagheer for any bribing. All Capiferidterms ore as defined io 91-1. (apyaighl ©2015 A-1 Roof Trusses -@.noel Mmlinea, P.E. Reprodu'lion or this dnsumenl, in any ralm, is prohibited with omen permission [rem A-] goof Trusses -Manuel Madinoe, P.F. Orlando, Ft 32832 Job Truss Truss Type Qty Ply 61998 J P2 Jack -Open 1 1 A0577602 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:19 2015 Page 1 ID:BCyQv5ffrhlSZsXezgN 1 rXytsH?-sLkuoGngOYdrXkx7RR6pIQ?rxU2XIRzoNBI Ii3yef4U 2x4 11 1-0-0 KIDCI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.20 Vert(LL) 0.02 4-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 4-7 >999 240 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-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-7 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 uide. REACTIONS. (lb/size) 3 = 118/Mechanical 2 = 309/0-8-0 (min. 0-1-8) 4 = 55/Mechanical Max Horz 2 = 93(LC 8) Max Uplift 3 = -82(LC 12) 2 = -202(LC 8) 4 = -12(LC 12) Max Grav 3 = 118(LC 1) 2 = 309(LC 1) 4 = 61(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-383/300 BOT CHORD 2-4=-372/399 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 3, 202 lb uplift at joint 2 and 12 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning - Please thomughlvuhio the 14IME PTRUSSES rsRU11, WRITERS 6 CONDITIONS051011EIr1071111(rNOW1EDDEMINrIom %4 desige par—ou and .ad notes m this Truss Design 0,noing QODJend the Nemal N.finst,P.I.lelere.e Sheet before ma. Unlen alAanise stated on the TOD, only 'NTlroonets,pbles than be.edhr the IDD to be.1d. As a Loss Design Engineer (i.e., Station, Lgineer),the sect an any TOD tepreseals ao oneptanm of the pef-imalengineering resPo.tady In, the desige of the single Lens depicted oo the TOD only, mdo,TPhl. The ds,hp nooppa., loading madifiom, MANUEL MARTINEZ, P.F. 'sunobrt.ilByoad.eolthisTmsslt,anyleadingistbemspmsibOdyoftheDonor,BeDmeism6.i,,dapaltotheMingDesigo.,intheuoteetalTheIt(,the111,thelcmlbeadingCademdDbl.TheapprovaloftheTOOaadsayfieldaseofTheTmss,isdsdmgimdlieg,srorog,,i.,W11 aoandGasing,shaabethe #047182 rnpanubiliry of Me luiWiog Oesigvn oed(omran.. LDsof. .1Win the TOD and the paAes and goidcnnes tithe luilding(oeepoveit Safeglafor.alim p(Sppob!isbed by TPl and Win,. rdM wd for p-al guida.e.n]demo. the respao Tirdies and ddi. afthe Tm. Desgn., iron Design Laos,, ad 10819 [horlton (ir. Imss Nmolaer, unless elhenise defined by a (t.roe timed upe I.vifug by as p diesiauhi d. The Tmss Design Tngioeer is NOT the buadiag Destines. To,, State. bgineet In, say beilding. All (apadin d toss ore. defined in RI.1. (opyright©2015 A -I loalTrusts - Manuel Martinea, P.L rep .&&ion of this d—ent, in any lot., is prohibited pith mitten p srah ito from A.) Rod irssses-Manuel Mantle., P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply A0577603 61998 JQ Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:20 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-LYIG?coJnsli9uWJ?8d2leYOf iORUuDxcrl rFVyef4T 3-6-8 r 3-6-8 2x4 zz 1-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.02 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.02 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 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 gi iirle. REACTIONS. (lb/size) 1 = 203/0-8-0 (min. 0-1-8) 2 = 119/Mechanical 3 = 60/Mechanical Max Horz 1 = 64(LC 8) Max Uplift 1 = -90(LC 8) 2 = -82(LC 8) 3 = -15(LC 8) Max Grav 1 = 203(LC 1) 2 = 119(LC 1) 3 = 62(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-378/380 BOT CHORD 1-3=453/397 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left 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 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 1, 82 lb uplift at joint 2 and 15lb uplift at joint 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - LOAD CASE(S) Standard lyomiog•Pleom Mor,ugbly meinthe'AI ROOF TIUSSESrS[ISI11101B1PIL1[1MS6(OXDIIIOXS(t6IDMnrlURBlAawowt[DGEM[Bl'[mm. rnilydesig. pmometen oedread,otes on this T—Desgn DmseingllDOland the Manuel MaRmer,P.Lldereore SAeethetare.u. U.le 'toted D. MAWELAEZ, E Mileh manettospWess1,11, used is, 11, 1D0m 1, all, 1,,Is- Desip Ingi—II .sin"itNy lro-'tthe "of an any too sepine0...... Flome of the pmlemia.aI eagir"'69mspmdbdiryly the design al the single lmss depicted.. The IDO.nly,onder lPld. the deug '" �lotdin o, Nos, nnthility oadose of rhis Truss has my Building is Me m iausbWpoleh,Daney[be0.neisocrb.,i,,d,goal or the Bolding Omig.eyin themdod allhe lg(,the IK,the local building a de and IT. I. The appeal tithe TOD and.ayfi.ld use al Me Tars, i.dodi,g l.ndliog, doroge, aUa.a n i-�Eetbe 182 i rerp.miMliryolrbeBuildingDesignno,d[anhados.All oat,, set out inthe TODaadthe pndnesaadguideliesofthe Building (.rep. —I Solely lnlnsere.titnlB(SQpubTA,albyRlwdSBCAare s&-(edfor Record guidenre.IIIIdefeithe r. sporubibliesanddatieroltheTsuss gnnrmsUa'So[ngineeraed 10019(horlionCir. Truss Xandadmer, unless othenise defined by a (oatrod agreed upon in by al pau iasinealeed. The inns Design [ngineer is NOT the Building Designer at Truss System [ngineer for try handing. AD (apimhred terms areas defined in Rid. (cpy,[ghl @1015 A -I I.al Trusses- Manuel Mudiner, P.E. Beprodudion al this dumment, in any farm, is prohibNed settle rrillen permission Tram A -I Baal Trusses -Manuel Mon in e, P.I. Orli ndo, FL 3Y831 Job Truss Truss Type Qty Ply 61998 JQ2 Jack -Open 1 1 LbA0577604 Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:20 2015 Page 1 ID:BCyOv5firhlSZsXezgN1 rXytsH?-LYIG?coJnsli9u WJ?8d2leY?LuNbUuDxcrl rFVyef4T 1 1-0-0 t 2x411 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-S) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 3 = 141/Mechanical 2 = 343/0-8-0 (min. 0-1-8) 4 = 61/Mechanical Max Horz 2 = 104(LC 8) Max Uplift 3 = -99(LC 12) 2 = -217(LC 8) 4 = -10(LC 12) Max Grav 3 = 141(LC 1) 2 = 343(LC 1) 4 = 70(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-547/466 BOT CHORD 2-4=-561/577 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 3, 217lb uplift at joint 2 and 10 lb uplift atjoint 4. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wotiag-Pleme thmaughlyrerienhe'41 ROOFIRUSSES(S(L(Sr). MORAL TIM&(ONOMONS(MOY11 r10TE11AU80NSE081MIMrfar. ynii, design pommetroend ,ad palm w 11is Truss Design Omrug(IOO) and run AnnualAlarrioeL P.E. NO iheat before... Urd alb-1 1,nd on Ne TOO, wiy MANUEL MARiINEZ P.E. �Mi&k awed., plate sh,U be used far rke TOO In be ralid A, muss Design Engines p.e.Sprd by [ogiveetldhe seal as any TOD try is ee ar"Flar"d Me pete,siowl engia-bg respoosibidyI. the design al the single Truss deposu ided ea the TOO anly, under IN 1. The design mptiom,leading aedifiws, , sihabiBry red use .1 this Trutt [or cry lu0ding is the de'porribihy of the Owner, the 0aner's"utiad ogoal a, the RoOdii Designer, in the uatwalThe III, The 18(,the loal bu0diog unde and TFld.The apparel at]be TOD and any field a,e of thehuss, indod'mg handling,lamp, SndaOaDon and badng,,ing beTh. #047182 tnpamibdry of Me Building Designer aed[amanar. AU notmtel at in the TOO and lhepm,fite and geidetinesal the BuO&ng[onpweoiSultry lnlarmdiw llCS9 pobritkdhy III and SB[I auretmenud far Son eral gvNanu. MIMass the rtspon 3irdieondddinalrhe Lae Oesignn,Ten Detigo [ask -,red 10019 Charlton Cir. Tmss Nwdemoer, set othmgm defined by o (wrrad og,.d opae malting by o0 polio inwl,ad. The Ime, Design Engineer i, MOT the 1u0ding Designer or I ..System Engineer far any huilGog. All Copiarued Its., are a, defined in R41. Upyrighl © 2015 AA roof Items- Manuel Marline, P.F. tepmduWan.1111,doammt, in any farm, Is prohibited ritb ariUen pemissioo Inc. A-1 Raul Lasses- Manuel Martinet, P.E. OrI0ndO, FL 32832 Job Truss Truss Type Qty Ply A0577605 61998 JR Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mn-ek Industries, Inc. Fri Sep 11 17:17:20 2015 Page 1 ID:BCyQv5firhlSZsXezgN 1 rXytsH?-LYIG?coJnsli9u WJ?8d2leY2juQfUuDxcrl rFVyef4T 2-4-9 2-4-9 LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-9 oc puriins. 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 = 132/0-8-0 (min. 0-1-8) 2 = 75/Mechanical 3 = 48/Mechanical Max Horz 1 = 43(LC 8) Max Uplift 1 = -58(LC 8) 2 = -49(LC 8) 3 = -18(LC 8) Max Grav 1 = 132(LC 1) 2 = 75(LC 1) 3 = 48(LC 1) 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.Opsf, h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) a 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) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1, 49 lb uplift at joint 2 and 18 lb uplift at joint 3. 10) "Semi-rigid.pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Werniag-Plan'.lhmaoghpyrnin. Me'A.Iloaf TRUSSES (1111n1111E111TERMS A(DODInOAS(MDME1j'1011jA(rgOWt(DGEtlSNrfmn.yerilydesignpaname,entied readuat,,anMirTrun Design D-mg(100) and lbe Manuel Yonne;P.E.tele,e,aShea,Role uoon ise,I e111DI&1yIVnT I , �Milktnnned,rpbl,s ,ban be u,edhr,he Too la be .lid. As a Loss Design rngin.,(,.a,Spdhy[ogiaent if, ad as any TOD represv1, an maplann,Jlb, piafeisioaal sagineeriq iesponsibddyin, the dedg, al the single Lo,sdepided ae Ike ADO aely, ®der IP11. IAea oas,l 'gspnditmo suilabiltyand uuol,M1i, iron la, onyluUdi,g is Ne tespausitilDyalthe Oaner,Ibe Oneiswthorixdagent or lhelundieg0esigner,mbe anal,alallhe ll(,Iha ig(,rhe(omlbablingmde aadfPl-I. The oppro.al oft6e TODandanyneldase,lib.Tmn,indediag bandliog, sla)o�'�)+ge',wo'estpPl al a and hang, Sbdl"he8' rtspami6iiitya116e luilding Dnigv,tmd(onVanor. An noles set out in lh,TOD and Earp,adi,es and guidelines of the Building(omponeet Safety lnlormmion(k(SI( published by TPl and SD(A.,a,ferennd for general goidonre. M.1?aria,, the respenbii1i,, and duties ollhe GYt, Design�e01me Design Engineer oad/DIOnYIf. Tlm, Nanulaneav, unless athenise defln,d by n (anima, agreed upau in mbiog by an pain,, ia.b,,d. IA,Tnss Design Engineer is NUTthe luilding Designer of Lan S}nem Fogineerlor any building. An [apitnfi:ed terms ore os derimdinlihl. (opyrighl©10T5 A-T loaf Tra-,-Manuel Maui-, P.F. peprodudion of thi, d—W, in any loan, i, noh,6Had milb nMen permission ham bT peel Losses • Manuel kmfinee, P.E. Orlando, Ft. 32832 Job Truss Truss Type Qty Ply A0577,606 61998 1R2 Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:21 2015 Page 1 ID:BCyQv5firhlSZsXezgN1 rXytsH?-pkseDxpxY9tZn25WZs8Hgr5B1119DLT5rVnPnxyef4S 2x4 11 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 0.14 Vert(LL) 0.01 7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.01 4-7 >999 240 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-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-8 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 ouide. REACTIONS. (lb/size) 3 = 95/Mechanical 2 = 275/0-8-0 (min. 0-1-8) 4 = 48/Mechanical Max Horz 2 = 82(LC 8) Max Uplift 3 = -65(LC 12) 2 = -188(LC 8) 4 = -13(LC 12) Max Grav 3 = 95(LC 1) 2 = 275(LC 1) 4 = 51(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 24=-217/252 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 3, 188 lb uplift at joint 2 and 13 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Weaning. pleat,thuoughlb, fair the 'Al ROOF TNOSSFSrsfllniGiNnilama(DNDIIIONfannooir6ffillA[N)WIED6(tlIIR' Win. Perifrde�gopommeferscad tealminonthisTmnOeuga[bracing llODJ and the 11-il#,,f.,LP.L9elae.nSheelbefnaate.Dolesso0erdsesmledoolhelDD,oely MA ' N llireh moneIn, plot,,s1,11, awilber the IDD1,be.elid Aso Moss Design inginen(i.e,Spedohyinginee,), the seal a. any TOO represents as auepton,e of the pIcreuional"llin..do, acsp-ibdityto, the designefib, single T-, clarinet] on the TOO only,code, M4.The d,dg. assonp(iaas,loading randilmne, N EL MARTINEI, P.E. sodabirdy and ate ofthi,T,uaI., any ludding it fba responsibDiya]the Owner, the Oner's outhodud.genta, the 8ldingDnigoer, in the a fact of the or, A. ll(, Me I Ibciting ad. cad TPl-1.The .ppac..1 of the NO and any field one of the Tnau, intcdang buffall,ling,, in0,116o. and be.s.9, sbo0 be the #04T182 tnp.vd6Jry of Me luildivg Desigon o.d(anfmnn. ADeale,uleutialb,1DDondtheprotfius oat] gaidelinesot 0e ildiog(onpaaeosso(cry lnlarmoliooli(Sq pubsiled by lPl mdSE[A meufoeaudfw Nnnol gvidonte. it4l delian heropeo 8difies and dufinolthe lean Detignes,hon 0u'rya [ngineer cad Lus,tlenuiemrer, unlen ethenise defined bya(ocean,quad opo. be iifigbya0 panic, iaealeed. The FacesDedg. Folio it NOT the iuildiag Oetigaero, Tease Syn.Fegi.eer far ear baildiag.All (apdalred lot., ore as defined in II-1. 10019(horlion Or. (apy,ighl©2015 A-11.1Truster-nu.uelkutiaey P.Llep,odu,lson of Ihin do—ol, in coy lom,I,p,ahibiled witb.,Mae punission face MI loafT,..... Fennel Aiutim, P.E. Orlando, FL 32832 Job Truss Truss Type Oty Ply A0577607 61998 JS2 Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Sep 11 17:17:21 2015 Page 1 ID:BCyOv5firhlSZsXezgN1 rXytsH?-pkseDxpxY9tZn25WZs8Hgr5BIlnIDLT5rVnPnxyef4S 1-10-10 1-10-10 1 1-0-0 1 2x4; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 5 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 48/Mechanical 2 = 216/0-8-0 (min. 0-1-8) 4 = 32/Mechanical Max Horz 2 = 62(LC 8) Max Uplift 3 = -31(LC 12) 2 = -166(LC 8) 4 = -14(LC 12) Max Grav 3 = 48(LC 1) 2 = 216(LC 1) 4 = 32(LC 1) 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.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 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 girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint 3, 166 lb uplift at joint 2 and 14 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard attuning - Mate 1haraughlyreviewthe y-1NDOFTRUSS[SrSnAE11,GENTRIAL TURNS A(ON DID ONS(11519EIrBUTEIIACBNDWEIDGEMENr'fnrm.re,UyMIS. pto—o, adr.ad notesaathis Trust OWN, Muting ROOl and the MoeoelYortineyp.E.IelneoreSNeelbeforeose.UnlessolherrisastaledenlheIDD,poly MANUEL MARTINEZ, P.E. �Y.Ock mmenvr ptdeuhall be atedfer the TOO to be teed. Asa Iran Design lnrynen (.e-Sp d,ly, [.faee,t,the seal on any TOO r,preseois an mapmne o1 the paefettioml salt-tiog retpmsL7ilyI. The dnigo of the tmglaBn, depicted as the TOD only, ender VIA. The design auvo,ptiaos boding modike,, sueubility, and use of this Dust fat my Budding it the responsibility, of the Uses, the O.neis aurbomed agent as the Building Dnigoer, in Me turned of the IK, the 111, We lmof building rode send TVIA.Ti, opprorof of the TOO and any held ose of the Tuss,imlodiog handbag,smmge, i.adlatim and bradog, shoo be tin #041182 retpoosibiliry of the tuildiog Designer oed[onhanos. AO notes set out in the TOO nod the prmlin, vad g.iddimofthe adding(ompaassiSalery lefnmdion p(Sq published by TPl and Silk one ,ferenttd her yen guidmu.TPN debt, the use! duties of the Traa Design,,, Trans Design[agmeer oad 10019 Charlton Cir. Trust Monulmtmer, unless olhn.ise defined by a (mad agreed upe. in uniting by oU potties intuited. The Trust Design Engineer is NOT the Budding Designer o, Trust Simon Eoginee tar easy hoildieg. 1,111a0torioedweas ou.s defined To RI.I. (apyrighl ©t015 A-1 goal Trusses -Manuel Winn, P.E. reproduction of 0lfsdosumeol, in any Not, is prohibited with wri0en permission [rem A-1 tool Trusses -Manuel Mattiner, P.E. Orlando, FL 32832 n+.r i-1 ROOF AJ 10--i TRUSSES A FLORIDA C.ORPORPtnON Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) if provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings_ 12) Trusses are -designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.A+truss. orn all Name! U a F Address: STRUCTURAL CONNECTORS' Customer: Mrk- Company Contact; Number. Hangers. Pi........... -mE j V, . * V� ,e I rM k yirigP t [ 1 • Y i�4x•• .O RO ' .w-T;f :Labe ;'t„1rNo:ti,ytsr 1-DSIG. lYr!S1 05,RdP0 u TI JUS24 1883, 655 750 820 510 4-10d (Header) FL82L39, 2 - 10d (Joist) 0510-01, RR 25779 LUS24 670 765 925 490 4 -10d (Header) I JZ - lod (Joist) T2 JUS26 1881, 850 975 1060 1115 4 - 10d (Header) FL821.42, 4-10d (Joist) 11- 0510.01, RR 25-n9 LU526 665 990 1070 1165 4 -10d (Header) 14 - lod (Joist) T3 MSH422 1831, 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) 133.16-11 7W422 2245 2245 2245 6- i6d (Curried Member- Face Mount) 6 -10d (Carried Member - Top Plunge) 22 - 16d (Face - Face Mount) 2 - 16d (Face - Top Plunge) 4 - 16d (top - rap Flange) THA1422 1835 1835 1835 2-10dx1-112 or2 -10d x 1-112 (Carried Member) 20 - 10d or2 - iod (Face) .4 -10d (Top) USP Structural Connectors 1� ;s• T4 TH D26 1781, 2485 2855 3060 2170 18 -16d (Face) FL13285.35 12-10d x 1-1/2 (Joist) 06- 0921.05, RR 25843 HTU26 2940 3340 3600 1555 lI - lad x 1-112 (Canted Member) 20 - lad x 1-112 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member- Max Nailing) T5 TH D26-2 1783. 2540 2920 3175 2285 18 - 16d (Face) FL13285.35 1.2-10d (Joist) , 06- 092LOS, RR 25843, 13116-R HHUS26-2 2785 3155 3405 1550 14 -16d (Face) 6-16d (Joist) HTU26-2 2940 3340 3600 2176 - 20 - lad (Carried Member- MaxNaiiing) 20 -16d (Carrying Member- Max Nailing) T6 THD28 178:L 3865 3965 3965 2330 28 -16d (Face) FL13285.35 16 - 7.Od x 1-1/2 (Joist) 06- , 0921.05, RR 25843 HTU28 3820 4340 4680 2140 26 - lad x 1-112 (Carried Member - Max Nailing) 26 -16d (Carrying Member- Max NaillrV) T7 THD28-2 178:4 3950 4540 4935 2595 - - 28 - 16d (Face) FL13285.35 16 -10d (Joist) , 06- 0921.05, RR 25843, .13116-R HHUS28-2 4210 4770 5140 2000 - 22 -16d (Face) 8 -16d (Joist) HTU28-2 3820 4340 4680 3485 26 - lad (Carried Member - Max Nailing) 26.16d (Carrying Member- Max Nailing) T8 TH D46 178:4 2540 2920 3175 2285 - - 18 - 16d (Face) PL13285.35 12 -10d (Joist) , 06- 0921:05, RR 25843, 13116-R rt ` USP. Structural Connectors ` HHU546 2790 3410 11550 14 -16d (Face) 13160 6 -16d (Joist) T9 THD48 178L 3950 4540 4935 2595 28 -16d (Face) FL13285.35 16 -10d (Joist) , 06- 092L05, RR 25843, - 13116-R HHUS48 4210 4770 S140 2000 22 - IGd (Face) 6 - I6d (Joist) T10 TH DH26-2 1881, 3915 4505 4795 2235 - 20 -16d (Face) FL821.75, 8 - 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 5230 2155 - 20.16d (Face) 8-16d (Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 20 -16d (Face) FL821.75, 8 - 16d (Joist) 06- 0921.05, RR 25779 HGUS26 3 4355 4875 5230 2155 20 -16d (Face) 8 -16d Uofst) T12 THDH28-2 18814 6535 7515 8025 2665 36 -16d (Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 - 16d (Face) 12 -16d (Joist) T13 THDH28-3 1881, 6770 7785 B025 2665 - 36-16d (Face) FL821.77, 12.16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 36.16d (Face) 112 -16d (Joist) USP Structural Connectors !eJn4On4S dsn 0-Tor) P9I -a (:P!or) POT - 9T (aaD-4)P9T -ZZ $isnHH (anu) P9T-8Z "Mu 61 - ( . ) P9I - 9 Qs!or) POT - ZT (aDfy) P9I - kT 9i SnHN (e�e9) P9T - 8T 9baHl 81 (Al or) p9T - 8 Gs!or) POT - 91 (aJD4)P9T -ZZ Z-BZSnHH (aae-q) P91-87: Z-8ZUHl LL - ffitaDN xDN - jagruaN 6uALIDD) P9r -9Z (6uil?DN XDN (is!or) zh-T x POT - 9T - jaqujaN paujD>) zn-I xpoI -9Z 8Zn1H (8:)e3) P9t - BZ 8ZQHl 91 (pof)p9T -9 (s!of) PUT -ZT (am-dP91-P-T E-gtsnHH (aSe3)P9T-8T Z-9zMU sl - (6u!DDN xDN - jagwaN 6tqXjj+DJ1 p9I - OZ (jagtuaN 6pgXuD]) p91 -OZ (6u!1?DN xDN -jaq► iaN Pa?mJ) UT -I x por - OZ (is!of) Zit-v x Pox - ZT (iaq►uaN Pa io) Ur -I xpor - TT 9Zn1H 03 u) Pgx - ST 9ZaH1 Irl (a6uDH dot - doy P9T -t (fiu!!!eN xurj dal- doj) poT - t, (a6uDH dol - aDD3) P91- r (6ur!!eN xeW dol- plor) POT - 9 ()unoN aoDj - axLjp9I - Zr (6u!!!eN XEW a:)ej - 4s!of) POT -'9 (a6uD14dol-jagtuaN paju )POT -9 (6u!!!eN xen dal-aoej) Pox - 9 ()rnopi aml - lagruaN pkumD) p9I - 9 WPVHI (6u!IFN XeW a-ej - aye-4) POT- ZZ zzt,"sw £1 - ask) POT - p (W.00 POT - v (JaPDaH)Par -t 9zSn7 (.lopeauDP0T-•b 9Zsnr Z.L - (Mor1 p9r -zT (Is!ar) P9T-zT (oogf)p9T-9E E8ZSn9H (a:lu)P9T-9£ £-BZH014.L £TL - (pof) P9T - ZT (Islor) P9T - OT (ay-1)P9r-9E Z-8ZSn9H 03m) P9T-9£ Z-8MMU ZTL - &of) P9r - a (Wlof) P91: - 8 (a-7LW P9T -oZ E-9zsnDn (a3e:[) P9T- OZ" £-9ZHQHl TU - 0-700 P9r -8 (Aor) P9T - 8 (aacy)PDT -OZ Z-37Sn9H 03u)P9T-OZ Z-9ZHQH1 Ou - (I20f) Por -Z (mof) POT - Z (japDau)POT -p- YZSn7 (-Wpea") POT-Ir ivzsnf T.L - 1�.��r.>�'•�slau ajp�iut a8�=���� N,: uaia a8�-' _ =_ �:�,- E.._.�� _ �"+�+j�i.+,T .Ao ..30 _. .� • e --` � •- ..�•�- _-. � - =-� `_ �- ��rsiaua}s�_p • 21: -� �1;�1 �S�dStL-•:.!a 7,_ nau - _ ��ra"e.F-. _.`-�`'..SF9. : a:=+^:r.:r w=-•�:,..s- ice" -w.t- mJ.*'e ,,,,F.�id�_ �•'�—'y;%'_ ,>`m ..::-s_ _ r .. ` �:. :;:�---.. +r_Ti=�x'•,yE;•=r`y3.,= rat?:... �. - = o•'r�= . -, ...-..- ;_-z-=itiZ�`= x.a„>rss::.•.,., _�..yr�=:=�, :z.._ d-._'� T•.1---�'�.�-_ - - Y�......_��.1- �� c+.�: ,c^'+-._ `-� mac,, �L._ �_cv"'rr_.��� •^� S, _ -.ran^.�'�.�'_=ro-�SC-a..1"'r�'._4:_�--.��:G-:���t:s'2'''Tr „__•�iv c -_:,/P T+,iRSr�T2?.i.�-:�.� �~,�r.*-===F_L... �.�i _= a19e1 uosuedwo:) .mua4se3 • :ta4wnN :Ptquo] tawsn, o� .Sa01� NNO� ivin :ssa�PPtl .mmi :aweN dsn , ! PAddress: STRUCTURAL Customer: Mild CONNECTORS' A WekYompany Contact: Number. MOV Ii� a� CIs , • •JUS26 • ,!K flange 23 Kight flange • j • r II. flange. S9 flange --y I , F` flange flange • ! • • tv- USP Structural Connectors , A Address: STRUCTURAL CONNECTORS' Customer. AMTek'Compatjy Contact- Number. 3rr Left �'•.. flange 3 r` .4� .mow` p Rig ht flange THD48 P y 1) USP Structural I 1 102W4 TYPICAL HIPJACK CONNECTION TSTBK MAX 55 PSF MAX ROOF LOAD 170 MPH EXC H=25r MAX 4 23 1-: 2. FIFZ Wtm ax4ta Al -12 RAILM FaAiLID 11 2 with 2-16dtoe 1 1 ' t j 14 �t� = NVL» - C L =ts (XY). (2:D-13-e a-1-Bi (p-Q SPACING 2-0-0 CS1 30.0 Plates Increase 1.25 TC 0.71 15.0 Lumber increase 1.25 BC Q49 0.0 ' Rep Stress Inrr NO WB 0.50 10-0 CodaFRCW1&TP120D7 (AAalrix-M) is 7 NAILED 75x5 n NAfLM NAKED HAILE) 13 is MAHM NAJLSD 11EFL in (loc) Well Lid Vert(LU -0.03 6 7 a999 360 Vert( L) -0.09 6-7 >n99 240 Hoe(m 0-01 6 rda Wit 216d toe na11 2 strap 64 D& 1.5' ei�cth end PLATES GRIP ' rim 2444119D Sc2L-=12 0 n Weight:14 ib . Fi -OY BRACING TOP CHORD StrucWral mod sheathing directly applied or 6 0.0 oc purllns BOT CHORD Structural vmod sheathing directlyappIled or 11414 or bredng. MiTek remnmertds That Stab7¢em and reipin_d cross bracing be installed dutin9Truss erection. in accordance 1•wlth Stabilizer Irsttt0ation guide. . PIONS P&Le) 4-18WAechanlc42-603r410-1 S (min_ 0-1-3). 6-362Mech?rrfcal Max Ho¢2-903(LC 4) Max Up01t4-156(LC 4), 2.-9t12(LC L), 60-159(LC B) Max Grv4=219(LC 21L Z4.WLC 2). 5-2.12(LC 2) :ES (1b) - 161=. CompiUm Ten- -,Ali forces 260 (Ib) orless except when shofar_ CHORD 211--1?33r-6#5,11-12--65&307. 3-12--349303 CHORD 214�6311846, 1415--039r8�3,7-15-=39i&4B. 7-1fm 1391848, ¢1fi- 43J648 iss-6--916i475 CHORD 20 SYP M s3 CHORD 2r4 SP No.2 S 2x4 SP No.3 1) Wind: iSC-E7-10;170no (3-second gust) Vasd-132rnph; TCOL-5.0051; BCOL-5.0pst; h-Milt; Cal. 11; Exp C;Encl., GCpW1_18; MWFPS (envelope); cantilever left and right exposed; Lumber DOL-1.33 plate grip DOW M 2) This truss is not designed to support a ceiling and is not intended for use vAiem aesthetics are a consideration_ 3) Plates chedxd tar a plus or nows 0 degree rotation about its Center_ 4) This truss has been designed for A 10.0 pst bottom chord Eve load nonconcurrerd lvith any other live loads 5)' This truss has been designed for a five load of 20-Opsi on the bottom chord in all areas where a rectangle 3-6-0 fail by 2-D-0 wide VA 6t between the bottom chord and any other members. ,,illlfiflfl/!! VIOEN STATE OF S'ONAV- `��• 11-0 3 COASTAL BAY BOYNTON BC,FL 33435 10120/12 .4. '1 TYPICAL ALTERNATE BRACING DETAIL FOR EXTERIOR FLAT GIRDER TRUSS iz 412tl PITCH�� TRUSS -24' cc, UPLJFT CONNECTION HE ROOF TRUSS EXTERIOR FLAT GIRDER 4 12d MAX 300' (2 I - aAi ) �yy j #2 Sp BOTH FACES �.� �J. �,�cr:rvs�''•�� �,� G4" NN:fh 34868 IMPr�"C�N H5 STATB�F �•��: � •''•.FLORID,,.•'' � 1109 COASTAL BAY BOYNTON B0,FL 33435 10/29/22 I FEBRUARY 14, 202I CONSTANDARD PIGGYBACK TRUSS � NECTION DETAIL. (PERPENDICULAR) I ST_PIGGY PERP.I m oa a M7ek Industries. Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES . TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING. ENGINEERIDESIGNER ARE REQUIRED. PIGGY-BACKTRUSS (CROSS-SECTION VIEVf) Refer to actual buss design drawing for addiional piggyback truss Wormaoon. NEAR SIDE NWek Indu--tie,. Chesterffdd, MO Page 1 of -I MAX MEAN ROOF HEIGHT= 30 FEET BUILDING CATEGORY If WIND EXPOSURE 8orC WIND DESIGN PER ASCE 7-98, ASCE 7-02. ASCE 7-05100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO mo LBS MAXIMUMAT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACKTRUSS TO BASE TRUSS WITH (2) - lEd (0-131- X35-) NAILS TOENAILED, FAR SIDE FLATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing far additional base fuss informalion. NOTES FORTOE44AIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WTTHTHE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOVdN 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OFTHE WOOD NOTES FOR TRUSS- 1- THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY: 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS: 4. THE PIGGYBACKTRUSSES SHOULD BE PERPENDICUTARTO BASE TRUSSES. 5 PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. ttttitn�r//� ♦��, * -- N 34869b. _0 (p W �03fD— , STATEOF ,O'ALt� 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/19/12 FE13RUARY 14, 2012 1 Standard Gable End Detail SHEET 2 =0 ® MTek Industries, ChaAmfeld. MO Page 2 Of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1 v�I�o Trusses 24" o.c. o� HOP.IZONTALBRACE 2xSDIAGONALBRACESPACED48-O.C. (SEE SECTION A A) ATTACHED TO VERTICAL WITH (4) -16d MITT ekIndustries,Inc. Roof Sheathing--1 OBLOC WIRE NABSANDATTACHED i TO BLOCKING LVfTH (5j - IOd COMMONS. Max ITIS THE RESF`a4SIBIUTY OFTHEBLDG DESIGNEIIOR NAIL DIAGONAL BRACETO EPROJECTENGINEERWRCHTECTTODEEIGNTHE I L DIAGONAL l fNRACET NAILS CBUIJG DIAPHRAGM AND ITS ATTACHMENTTO 1HE USSESTO RESTS T ALL OUT OF PLANE LOADS THAT MAYRESULTFROMTHE BRACING OFTHEGABLEHJDS \� 2X 4 PURL6V FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH FASTEN PURUN TO BLOCKING WITWO 15d NAILS (MIN) Diag. Brace , PROVIDESc4BLOCKINGBETWMTHETRUSSES at 1/3 pDilris SUPPORTINGEITHER SSIDEASNOTAND Olaa�BLOC��S if needed \ TRUSSES WITH CZ) -1 Dd NAILS AT EACH END. TACH DIAGONALBRACETOBLOCKING WITH -16d COMMON WIRE NAILS. End Wail : •: �;��. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURALGABLETRUSSESMAYBE BRACED ASNOTED: i STRUCTURAL METHOD I: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUC URAL GABLE AND FASTEN PER THE FOLLOW WG NAILING SCHEDULE- METHOD2:ATfACHZX SCABSTOTHEFACEOFEACHVERTTCAL SCABALQNG MEIVBER OAF`THESTRUCTURAL GABLE PER THE FOLLOWING VEFiiCAL NAILING SCHEDULE. SCABS ARETO BE OFTHE SAME SIZE, GRADE AND SPECIES ASTHE TRUSS VERnCALS NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE7-SR, DP, 05).150 MPH (ASCE7-10) OR LESS, NAILALL MEMBERS WITH ONE ROW OF 10d 031- X3-) NAILS SPACED 6-O.C. - FOR WIND SPEEDS GREATER i20 MPH (ASCE 7-9B, 02, 05} 150 MPH {ASCE 7-1 a) NAIL ALL MEk%ERS WITH TWO ROWS OF 10d 031- X 3-) NAILS SPACED 6- O.C. (2X 4 STUDS MINIMUM) MA)UMUM STUD LENGTHS ARE LISTED ON PAGE 1- AFL BRACING METHODS SHOWN ON PAGE 1 ARE / VAUDANDARETOBEFASTENED TOTHESCABS OR INLAYEDSTUD VERTICALSIUDS OFTHE:ST'ANDARD GABLETRUSS ON THE WMRIOR SIDE OFTHE STRUCTURE lAN ADEQUATE DIAPHRAGM OR OTHER METHOq (�F, RACING MUST STRUCTURAL BE PRESeTrTO PROVIDE FULLLATERAL til?), TT• 6FITi� oTTOM GABLETRUSS / CHORD TO RESISTALL OUT OF PLANE dA S�E IN� OWN IN THIS DETAIL ISFORTHEVERTICAL,Isx_- ` tCENSF"'-� NOTE: THIS DETAIL IS TO BE USED ONLYFOR / � � N 34869 STRUCTURAL GABLES W R'H INLAYED _ STUDS. TRUSSES W ITHOUT INLAYED STUDSARENOTADDRESSEDHERE 9 12 - LLI STATEOF .=• _� STANDARD' �i� - "•.!LXORLQA GABLETMSS 1109 COASTAL BAY BOYNTON BC,FL 33435 STANDARD PIGGYBACK [FEBRUARY 14, 2U12 I TRUSS CONNECTION DETAIL I ST-PIGGY-PLATE I =flQ o 000 a M i ek Industries, Inc. This detail is applicable for the following wind conditions: ASCE 7-98, ASIDE 7-02. ASCE 7-05, ASCE 7-10 Mind Standards under all enclosure and exposure conditions as long as no uplift exceeds 377lbs. Refer to actual piggyback cuss design dratiring for uplifts. NOTE: This Detail is valid for one ply t usses spaced 24' o c. or less. PIGGYEACKTRUSS flefer to actual truss design drawing for additional piggyback truss irdom ation. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ONTHE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED 24' O.0 i- A PURLINTO BE LOCATED AT EACai BASE TRUSS JOINT. mm2k Industries, meAwrreld, Mo Page 1 Of 1 Attach piggyback truss to the base truss tafrth 3"xe' TEE -LACK iatuW-Use connection plates spaced 48- a.c. Plates shall be pressed into the piggyback truss at Or o.c. staggered from each face and nalled to the base truss with Tour (4)- 6d (1 TxO-099') nails in each plate to achieve a maximum uprrr capacity of 37 lbs. at each XxS" TEE -LOCK Mul i-Use connection plate. (Alfinimurn of 2 plates) Attach each puffin to the top chord of the base truss. (Purlins and connection by others) iE TRUSS er to actual truss design drawing additional base truss information. \%%L%IItIIIIII •. F ' �J . - , cEn1sF N 34869 = v [I �0 STATE OF . 'ON AV- /"IfI1110L\ 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 J '' , As. FEBRUARY 14. 2012 TRUSSED VALLEY SET DETAIL I ST VALLEY SYP Q �o a MTek Industries, Inc. VAU.EYTRUSSTYPICAL SECURE VALLEY TRUSS W/ONE ROW OF16d NAILS S" Q.C. . GAS ENO. GOA-WON TRUSS OR GTRDERTRUSS N7ek Industries, Chesterfield. MO Page 1 Of. 1 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3.S" X 0.131" =16d 2. INSTALL VALLEYTRUSSES (24- O.C. MAXIMUM AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE MDIViI,'1'lAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL. BE DESIGNED WITH A PURLIN SPACING EOUILIVANTTO THE RAKE DIMENSION OF THE VALLEY -MUSS SPACING. S. NAILING DONE PER NDS - Dr 6. VALLEY STUD SPACING NOT TO EXCEED 43" O.C. 7. ALL LUMBER SPECIES TO BE SYP. BASETRUSSES VALLEY TRUSSTYPICAL GABLE END. COMMON TRUSS nv rtivn�c rrn.cs WIND DESIGN PER ASCE 7-K ASCE 7-03. ASCE 7-05 12D MPH WIND DESIGN PER ASCE7-1D 150 MPH ATTACH 2x4 CONTINUOUS NO-2 SYP ROOF MAX MEAN ROOFHEIGHT- 30 FEET TOTHEROOFW/TWO i6d 0.131-X15' NAILS CATE PITCH 1 MILDING13T12MAi{IMUM1Ui12 ( � CATEGORY It BUILDING INTO EACH BASE TRUSS- EXPOSURE C OR B WIND DURATION OF LOAD INCREASE : L11EOI i I IMAX TOP t ORD TOTAL LOAD - MAX SPACING - 24" O-C. (BASQ;'i pO§F MINIMUM REDUCED DEAD 1\ 13 F �F--•.: �/� ON THE TRUSSES ' N 3148619 O' 10 19/12 STATE OF Zop P. •�'!` (MAXIMUM V SHEATHING '!�fllSifQNAI- � ) l►►rrr111t�� N.T.S. 1109 COASTAL BAY BOYNTON BC,FL 3343S OCTOBER •I, 2006 MiTek Industries. Inc - LATERAL TOE-NAI L DETAI L ST TOENAfL SP MTeklndus6ries. ChesI,,fieJd.UO- page 1 Of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE METABE ? AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH -AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2_ THE END DI STANCE EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD_ 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIANL SVP OF HF SPF SPFS .131 88A 80.6 69.9 MA 59.7 o .135 935 85 6 74.2 -P 5 63.4 J m 109.9 99.6 86A 945 739 cli 0 Z 128 74.2 673 58.9 73 503 .131 75-9 s9.5 603 59A 51.1 X3 ia8 R14 74.5 64.s s3 2 52.5 Cd VALUES SHOV► 4 AF--- CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPUFE. EXAMPLE: (3) -16d NAILS (AST dram.x 3.SI WrrH SPF SPECIES BOTTOM CHORD Forloed duration increase of 1.15: 3 (naps) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5lb P mftbm Capacity ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEM SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW 2 NAILS NEAP -SIDE NEAR SIDE 45.00' SICE \iEW � LS NEAR SIDE NEAR SIDE NEAR SEE ANGLE MAY VARY FROM 30' TO SO- 45.00' `,`1111IIII1rl11t ... s-k - 4�cENsF • ..��� ' N 3069 ' -rl 0 10/19/12 (uj j�_ STATE OF �. �i '•."tDR10P .' V �� �",S� �r�rrrlrltl►����pNAi- 1109 COAS'1�, BAY BOYNTON BC,FL 33435 OCTOBER 1, 2006 0 00 o0 LVAJU MTrek Industries, Inc. UPLIFT TOE -NAIL DETAIL 5T TOENAIL UPLIFT1 MiTek Industries, Cheszrfietd. MO ' Page 1 of 1 NOTES_ 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MENSER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE kIENIBER END AS SHOWN. 2. THE END DISTANCE• EDGE DISTANCE. AND SPACING OF MAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THEV'JOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSEE. VALUE OFTHE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR M6ZERS OF DIFFERENT SPECIES_ END MEIN NEAR FAR TOE -NAIL VOTHDRAWAL VALUES PER NDS 2001 (th/nail) aAM. SYP IX HF SPF SPF S S2 .131 58.5 46.7 313 29.0 20.3 O .135 I 602 47.5 I 32-6 303 20.9 fn 162 I 72.3 57.0 39.1 35.8 25.1 ri Z 128 53.1 412 28.7 27J1 194 j _131 54.3 429 293 27.7+213 TBS i6 .148 SIA 49.3 332 31.E ED .t20 45.9 3 �4 23A 153 O .128 49.0 38.6 255 25.0 17A o .13t 50.1 39.5 27.1 25.5 17.4 `» 148 5b.b 441 30 6 283 193 VALUES SHOW4 ARE CAPACITY PERTOE44AIL. AFPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE (3) -16d NAILS (,16T dan1. x 3.5')1NITH SPF SPECIES TOP PLATE Forlhlnd DOL of 1.33: 3 (nails)X36.8 (Ibinail)X 1.33 (DOL forwind) = 145.81b Maximum P•llowable Uplift Reaction Dua To Wnd For'vMnd DOL of 1.B0: 3 (nails) X 36.8 (IIJ/nail)X 1.60 (DOL forwind) = 176.51b Maximum Allo►rable Uplift Reaction Due To Wind If the uplift reaction specified on the T hiss Design DraWng is more than 145.8 lbs (176.6 lbs) another mechanical uplift connection must be used USE (3) TOENAILS 014 2x4 BEARING WIN I "' USE (4) TOE -NAILS ON 24 BEARING WALL 10/19/12 ``,,1f,{{IIi111JJI � ��i•_ �tCENsF • :��f�� N 34869 b 7:� • STATE OF �� 1104 COASTAL BAY BOYNTON BC,FL 3343S Ay 20, 2015 TYPICAL HIP/KIlNJG JACK CONNIECTION I ST- CORNERSET I ;A -;I TRUSS M Attach End Jack w/ (4) 16d Toe Nails TC & (3) Toe Nails BC X 0 n GENERAL SPECIFICATIONS 1. MAX LOAD: 55 psf Roof Load,170 mph, ASCE 7-10, 25'-0" Mean Height, EXP C. Attach King Jack w/ (2)16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach Corner Jack's w/ (2) 16d Toe Nails TC & BC (TYP) Attach Corner Jack's w/ (3)16d Toe Nails TC & (2)16d Toe Nails BC (TYP) Manuel Martinez"� �°