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PERT 11MI G St. Lucie C OUnty, FL 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING BUILDER: PROJECT: COUNTY: LOT/BLK/MODEL: JOB#: MASTER#: RENAR MORNINGSIDE ST LUCIE LOT:1 / BLK:10 / MODEL:WILSHIRE 1800 / ELEV:B2 -W, a ' (11ire OPTIONS: 144 SQ FT LANAI NO VALLEYS design values are in accordance with ANSI/TPI 1-2007 section 6.3 puss designs rely on lumber values established by others. RE: Job 69112 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: 1 Model: WILSHIRE 1800 Address: 9338 BREAKERS ROW / McMILLAN Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.0 Wind Code: ASCE 7-10 Wind Speed: 160 MPH Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 43 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0046873 A01 7/5/17 13 A0046885 C01G 7/5/17 25 A0046912 J7 715/17 2 A0046874 A02 7/5/17 14 A0046886 CO2 7/5/17 26 A0046913 VM02 715/17 3 A0046875 A03 7/5/17 15 A0046887 CA 7/5/17 27 A0046914 VM04 715/17 4 A0046876 A04 7/5/17 1 16 A0046888 CAP 7/5/17 28 A0046915 VM06 715117 5 A0046877 A05G 7/5/17 17 A0046889 CJ3 7/5/17 29 A0046892 FG01 7/5/17 6 A0046878 A06 7/5/17 18 A0046890 CJ3P 7/5/17 30 A0046893 FL01 7/5/17 7 A0046879 A07 715/17 19 A0046891 CJ5 7/5/17 31 A0046894 FL01GE 7/5/17 8 A0046880 A08 7/5/17 20 A0046907 HJ3 7/5/17 32 A0046895 FL02 7/5/17 9 A0046881 A09G 7/5117 21 IA0046908 HJ5P 7/5/17 33 A0046896 FL02GE 7/5/17 10 A0046882 1301G 7/5/17 22 A0046909 HJ7 7/5/17 34 A0046897 FL03 715/17 11 A0046883 B02 7/5/17 23 A0046910 J4 7/5/17 35 A0046898 FL03A 7/5/17 12 A0046884 I B03G 7/5/17 24 A0046911 I J5P 7/5/17 36 A0046899 1 F1-04. 7/5/17 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on.the parameters. provided byA-1 Root Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE.The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, perANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents) provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering Documents) are specialty structural component designs and may be part of the projects deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional Anthony T. engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Page 1 of 2 A4 ROOF TRUSSES A:FLORP CORPORATION RE: Job 69112 No. Seal # Truss Name Date 37 A0046900 FL05 7/5/17 38 A0046901 FL05G 715/17 39 A0046902 FL06 7/5/17 40 IA0046903 FL06A 7/5/17 41 A0046904 FL07 7/5/17 42 A0046905 FL07G 7/5/17 43 A0046906 FL08 7/5/17 44 STDL01 STD. DETAIL 7/5/17 45 STDL02 STD. DETAIL 7/5/17 46 STDL03 STD. DETAIL 7/5/17 47 STDL04 STD. DETAIL 7/5/17 48 STDL05 STD. DETAIL 715/17 49 STDL06 STD. DETAIL 7/5/17 50 STDL07 STD. DETAIL 715/17 51 STDL08 STD. DETAIL 7/5/17 52 STDL09 STD. DETAIL 7/5/17 53 1 STDL10 STD. DETAIL 715/17 54 STDL11 STD. DETAIL 7/5/17 55 STDL12 STD. DETAIL, 715/17 56 STDL13 STD. DETAIL 7/5/17 57 STDL14 STD. DETAIL 7/5/17 58 1 STDL15 STD. DETAIL 7/5/17 59 STDL16 STD. DETAIL 7/5/17 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 Job Truss Truss Type Qty Ply A0046873 69112 A01 Common 3 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Wed Jul 05 16:25:10 2017 Page 1 ID:OMsTuGzQH5iful T6OcPcrgygv8-Gi2kxnDZmzQ601gyajsE6Av4DMeAs8OCiezxWQz?4DN -1-4-0 5-5-8 13-4-0 , 21-2-8 26-M 1-44-0r 5-5-8 7-10-8 7-10-8 5-5-8 4x6 = 6.00 12 3x4 = 3x8 MT20H8= 3x4 = 3x4::::: Dead Load Defl. = 5/16 in 3x4 = 8-6-6 18-1-10 26-8-0 8-6-6 9-7-5 8-6-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 _ Vert(LL) -0.32 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.63 5-10 >511 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-MSH Weight: 122 lb FT = 0% - LUMBER - TOP CHORD 2x4 SP M 30 *Except* T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 986/Mechanical 2 = 1063/0-3-8 (min. 0-1-8) Max Horz 2 = 72(LC 4) Max Uplift 7 = -616(LC 5) 2 = -750(LC 4) Max Grav 7 = 1137(LC 9) 2 = 1215(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2106/1194, 3-4=-1834/1002, 4-5=-175311024, 5-6=-1840/1031, 6-7=-2114/1204 BOT CHORD 2-10=-985/1832,10-17=-430/1097, 9-17=-430/1097, 9-18=-430/1097, 8-18=-430/1097, 7-8=-997/1841 WEBS 5-8=-296/679, 6-8=-457/517, 5-10=-287/672, 3-10=-450/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 7, 2, 8, 5, 6, 10, 3 and 4 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 9 checked for a plus or minus 5 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, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 616 lb uplift at joint 7 and 750 lb uplift at joint 2. LOAD CASE(S) Standard #aasp•Hafse�frun.d}retiet fie'Ad rF ltl6Si(YWT°ySl%7s:%:tSe:BCUk�i'r�Lrlt<1�FdiSYta'tiC��p:'�'.�1�7['te:m,rti:�hsecrefyEttfsPitetfc�±ss¢tis irftsCA}n as�rc;E10[tt{"f:tficsrl. itaist'I,Fifshsnu;teetEdatt ssf. C�'rttnr:&e sRduhe rG6,fflr ApthN `�1 lltltePtw (i�i,Si af§t'&151 it(bL ff§S IDCi3.f 0tt"SvCS yi:f�iytp{.£,SrCEt�=fj RtlpafWEB A(1�QIXfitltb: t➢k1 'Jklbf #kR .LA$I tP�kKllr t'.1pL:1(Lf fBY {tie}3r'r1RNf;HitiiS f°P(ita.YXr�ti�(,�hf)ril. eCthtt3tfffYF�If1et.IfPrtr ttfi{iT[4: S37til;? ony T. Tombo 117, P.E. zdneit4tt rnnitrfs<ri€a3u�tettpa: rr � u ::eft, c,�f,sets. uvgtnat�e rfplt,t,t;urtftten �f,rr, af>uxtdaa:aa:o-.. {�ru. rtat;pt:t�aufl �{tf;atx :t lsa.�Kt,: e�itg .:titga .tifr se hu ttnr,afnrtw a; f # 80083 e F. :lidj3li G'Wi{R4fS'3t.SJ:tft 59Ul0QPPL3{flerikt2iS Lt{g9r.idfi'%tt2 SftiLfACkSfS4•GFI-"I Lt'ciSZ9fFiSSrt'Ftk1i51+�6j itfS St.4 fltiPltiFH£sPl lgc:LRI`gA43A:t rtltSfr•$SDE5'".Ifdit CYkIX IF, Mts{�ItiSY&SACtigtY,tdlt5i : 445t St. Lude Blvd, Zt a xaut9t9ed41f(e:#asgddgo bVgty drn'Sm;1#S. leixssJtup6;atesn 03e ritgtk,aNR.r,.: of a dear{ aIM Fort Pierce, FL 34946 tnpyrigtt�SJIfiA-1RnalUesses-Emtcrfl.tam6nllr,F.E, ttprodadeanflfiitdatnmeartinooyr:f�,ispro6i6iitdwitDaunfiewtittmpermhsiaehomA-r&eeitresses-Amfio-ayt.tcrSnill:P.E Job Truss Truss Type Qty ply 69112 A02 Hip 1 1 A0046874 Job Reference (optional) czayrsl,a iuuss.Wn nun: 8.020 s Aug 3i 20i6 Print: 8.UZU s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:11 2017 Page 1 ID:OMsTuGzQH5iful T6DcPcrgygv8-kub787DBXGYzORP98RNTeNSFJmz2bcVLxHJ42tz?4DM 13-8-0 1-0-0 5 5 9 13-0-0 1 - 21-2-7 26-M 28-0-0 1-4-0 5-5-9 7-6-7 014- 7-6-7 5-5.9 141 Sx6 0-4-0 6.00 12 5x6 = Dead Load Defl. = 5/16 in 3x4 = 3x4 = 3x8 MT20HS= 3x4 = 3x4 = lit3561 26-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.33 11-13 160 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.65 11-13 >493 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.34 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-MSH Weight: 124 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purins. BOTCHORD Rigid ceiling directly applied or 6-0-5 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 = 1062/0-3-8 (min. 0-1-8) 9 = 1062/0-3-8 (min. 0-1-8) Max Horz 2 = 33(LC 4) Max Uplift 2 = -748(LC 4) 9 = -748(LC 5) Max Grav 2 = 1217(LC 10) 9 = 1217(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2108/1186, 3-4=-1840/998, 4-5=-1762/1018, 5-6=-1234/860, 6-7=-1762/1018, 7-8=-1840/998, 8-9=-2108/1186 BOT CHORD 2-13=-934/1839, 13-20=-401/1132, 12-20=-401/1132, 12-21=-401/1132, 11-21=-401/1132, 9-11=-938/1841 WEBS 3-13=-441/499, 5-13=-276/660, 6-11=-276/660, 8-11=-441/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.Opsf; h=15ft; Cat. II; Exp. B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 5, 7, 2, 13, 3, 11, 6, 8 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plite(s) atjoint(s) 12 checked for a plus or minus 5 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, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 748 lb uplift at joint 2 and 748 lb uplift at joint 9. LOAD CASE(S) Standard wrs,l.e.namgagrn,Aatgg{RM51stum,>Isaur-Lo'somunccsfou4wrr}ueFOWIM:srt.y0f&J.Vy.�,t¢etet!¢x,WUsTre cnjlD.mlitn^,Wantam,,,ft.Inh1u:11.IA..sefelerse�.ev{,:rxmi¢r�lW�etco,rrif FLTa1rWtAtpletu{Sdiseut{larfAM. WtIOU AtOrms6ssgIelnes{L4siNdTbp.k'A.-d,10,rtIrutdsWititID[tddtf(kR:511ilINsh4:R)¢:§HSIaB'h�($fat51}1Sti6Cd1�1tR /f'...IhIPCNpd.T/n.T%{tSlllLaSF®r.i,1.013imias,WtSYiof Anthony T.TomboIII, P.E. re(neelb:sTmsiurrrytusl�.e isae n{rns&.hgdfn6*ur,@e L`�an'sa uuelrgEal3;twlfmy g.ax,itdt¢dex{tffx�kr lld¢a rkU2liulfiey<oh¢{I},1.Ile etp¢ddhe Ng¢l¢tfield saetl i�(cirdstisslneluytFaele,in7rL lmaa kxxs5d'Ie ex rtstresisJlfd nearirrgcasiguxl6rksln.larxltssrsd'ulhlUCrd rirCiruerage:eefudtiteirsSGeyue:tSdtqle<s�aeienplSprdG;.4rIrtY,n35GAnntelnn:eltagarilrilaxtlFFlt�sss4trssrWu'liie{ntktissd4kLxsD:s.v,lrns0e:ilrEgetreutrs{s6�+shlmn,¢less� 80093 eHerchsufaet! s(sW¢I edr no:w hit smnimfse4 ( Tao lrua Duo Ginn is KIM 6dl1 ora 4451 St. Lucie Blvd.Zi a rst§tn,¢LossSrslazGsmae!o!errhllli�. ;Jt«rttd¢rl lsac ne ssadut9n iiLl. (opyright 02016 A -I RaalTruues-ArdanyLlamlo lll, F.F. Rearodurtion olthisdommm in onyfarm, is plohibbed withouttbe mfien permissionfrom Ad RoolLnsses- Amhoayi.ianhn;ll, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0046875 69112 A03 Hip 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:11 2017 Page 1 ID:OMsTuGzQH5ifu1 T6OcPcrgygv8-kub787DBXGYzORP98RNTeNS Ihm3ObfmLxHJ42tz?4DM 1-4-0 7-5-9 L o 15-8-0 19-2-7 __ 26-8-0 _ 28-0-0, 1 4-0 7-5-9 3-6-7 4-8-0 3-6-7 7-5-9 14-0 44 = 4x4 = 4x4 = 3x6 = 3z4 = 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-7-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 1062/0-3-8 (min. 0-1-8) 7 = 1062/0-3-8 (min. 0-1-8) Max Horz 2 = 33(LC 4) Max Uplift 2 = -738(LC 4) 7 = -738(LC 5) Max Grav 2 = 1212(LC 10) 7 = 1212(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1796/993, 3-4=-15451879, 4-5=-1359/825, 5-6=-1545/879, 6-7=-1796/992 BOT CHORD 2-11=-703/1518, 10-11=-429/1273, 9-10=-429/1273, 7-9=-704/1519 WEBS 3-11=-361/393, 4-11=-207/467, 5-9=-207/467, 6-9=-361 /393 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 26-8-0 CSI. DEFL. in (loc) I/defl L/d TC 0.60 Vert(LL) -0.22 9-17 >999 360 BC 0.56 Vert(TL) -0.59 9-17 >545 240 WB 0.19 Horz(TL) 0.05 7 n/a n/a Matrix-MSH 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 4, 5, 2, 11, 3, 9, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 10 checked for a plus or minus 5 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 738 lb uplift at joint 2 and 738 lb uplift at joint 7. LOAD CASE(S) Standard Dead Load Defl. = 3/8 in PLATES GRIP MT20 244/190 Weight: 119 lb FT = 0% a,@[�.@I[,t m�[ay[[d[;[>3[•1a mn[ *{¢scs(`s?�u ; sEtau r:ws s:�sumi x aosraut-t�ri"}we.crnsusr l.�a rya{i cn pal -:en,: [[cm{vas, ara, r;a,"rt,ir[m[,�gm; ten[ em®rT. r,� le:e:. {r[:«s•>•ntax<K. cne[:,<@[[.Ia m[{w[@[ leu,mr ILtt[usas[arrpl¢les sidlSe,seCka7citCgk[,da.As,irrsC�:x@gaeett<,ae:u4y[agaeeRtle eslnmrIDcr[ra[[nsmsegcves<r@a�t:rsaa[[q,aee[uq[::p�u,ta�.erac{[:i�n�zsuts T[s:et:a[aa!ma,dr,[uatn 1.rxt[nravu®rrcs,!vxi[rad;sys,uma�,q Anthony T. Tombo III, P.E. at,s:arp:sG.ss±a aphiLTaT is M[uspaC:liryar@:s Crreer,tx Cx,eisa.9h[nee gr.Gn43elwIMlUn:�x,hftx uded sfize lt4&e!ffi al laxl>tliq[d=.a{i@41.Ite,p:aelu@Iie rCCat,rfiek.ud,R[Tn:s, ieastigkeiliry s@sere,inl,Ialiani hecu sSal teCa a<rnsiitrttd ! :i 80083 It,01&99!IIIEH of lla$Lla.oflexns Mmaflrotxnaa[gcedgnase,rrctr,'I@rsces G[,6,i. Ue Gass Des_et 6ttx[[isR!ifieCsl{ieg snip[y«T[nr5r:t6tEne�a[n[YII,at. Sll;atGd¢:l lva. uerzd�,[9Cir4L 445., St. Lucie Blvd. Zt (opyrigh:02Ci6AdA^olTmssxs-Aetllonyi.Iamb III, P.E. Replodonioeoh6isdomment,inany faint, isprohiEittdwBhnurvhesttittenpe[mission(rere4dNanlLussxs-AnthooyiJaeoSoill,P.F. Fort Pierce, FL 34946 r Job Truss Truss Type Qty Ply 69112 A04 Hip . 1 1 A0046876 Job Reference o tional 4x8 = 4 muvv- o,ucu s mug al Zu vm rnnr- o.ucu s mug 51 Zu io not i ex Inausmes, inc. wea uul u5 ifi:z5:1z zu1 t 4x4 = F Dead Load Dell. = 3/16 in 3x4 = 3x4 = 3x6 = 3x8 = 3x4 = 17-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.10 11-14 , 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.28 11-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.07 7 n/a ' n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-MSH Weight: 125 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 "Except` T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 1 Row at midpt 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1062/0-3-8 (min. 0-1-8) 7 = 1062/0-3-8 (min.0-1-8) Max Horz 2 = 33(LC 4) Max Uplift 2 = -729(LC 4) 7 = -729(LC 5) Max Grav 2 = 1139(LC 10) 7 = 1139(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1735/998, 3-4=-1560/934, 4-5=-1403/886, 5-6=-1560/934, 6-7=-1735/998 BOT CHORD 2-11 =-725/1473, 10-11 =-553/1333, 9-10=-553/1333, 7-9=-727/1475 WEBS 3-11=-220/256, 4-11=-102/382, 5-9=-101/382, 6-9=-220/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5:0psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 729 lb uplift at joint 2 and 729 lb uplift at joint 7. LOAD CASE(S) Standard tBu�r61-fl�se flvrtv¢¢rerkrr.'A�1 ig;F nGSSES�StLve.P;,6[r3ll isl,U56UagIlIL'aS WSONj'rN''}UYF;BV[wYEkTimu.recifrtvilvpcewatxcnt+eel w'erutisinnCes7vNexuq�LKealtle Eo5nr1.6ske IC;P:.Ie?ensrt 5ieaMmrw. Ge6cratuxiie r�lela&e iCO,erfr Itiiek+anz@rlletessl:llRvs tiuffierCCmlerd:l. Asvireu a:sg blaer(ie,Sie: viyEcrlaee¢&exl vvagla; rsrmurs alttTpfiwrdne ryr'r;snvvlegh:eie7r:;ruu6ithhL,#/rsiperticshgle T+e<sterel�ce lielaPetlr,vrinRFl.Rh;gvnmµees, tseigart:5eos, uile5ta[ Anthony T. Tornbo III, P.E. nt ned tl.e iorsi:+mif91dq i'A—'vsixli!rdPn Ome{ Bs tlxen r e�nhde;M n lSe rate r axisw,iv4eveneddne ll:,tl Ian/ru1r21 ITrAcden{Rld. Ra q�evl Brie iDan!®rkNardrivL ss, irdrtiq�xrTuy rluge,mrr!dlYs ni hnae slx: kede nspesreadrvl 60083 IteSnilfegOsi�ueriGrivdrt. AIIMessAveriePelDCnlazlrclicred{relianelNr.EeiSgGeeelSEt¢Ile+aelpa7(SAreYG:G.ririAnlSSfAscrnlan:e{tx�xdrsilrse.rr4lieetftensr�zidlfieralhfiesdBaiearoess,Try+sh:inFnnrrntinssvamanei,nless 4451 St- Lucie BEvd- v0enm:tthmllrvtanalep�dxinsnlx;he9re:Iter gnlsN. lie in,ces'u Gr#wls l?Ttlebuagorrl ;nLusssraau hpsc a'uySoutial. anxrrai;salwx;ms:ameeasnst - (opyright 0 2016 A I haf irosses-Wh ey 1.Tomba III,P.L hinadueior: of this dorment.in anyfarm, is prohibiled without the wrinen permission from A-1 RealInsses- Amboy 1. fambe III, p.E. FortSt. uci 34946 Job Truss Truss Type Qty Ply A0046877 69112 A05G Hip Girder 1 1 Job Reference (optional) Al Hoot I cusses, t-on Pierce, t-L 34y46, oeslgn(agial tnaSS.COm Kun: muzu s Aug a i LV !O rnnt. o.U4U 5 Aug J t Lu I Iv11! en ntUU-Mb' lnL. vvuu Jut uo ,u— is cu It rayu I D:OMsTuGzQH5ifu 1 T6OcPcrgygv8-D49VMTEglahpdb_LiBuiBb—O4ANSKx8V9x2eaJz?41 7-0-0 13-4-0 1 19-8-0 1 26-8-0 128-0-0, Dead Load Dell. = 5/16 in 4vR = c? 0 c; c? I�t 0 3x6 = 1.5x4 11 5x8 = 1.5x4 11 3x6 = 7-0-0 13-4-0 1 19-8-0 _ 26-8-0 7-0-0 6-4-0 6 4-0 7-0-0 Plate Offsets (X Y)— [2:0-2-12 0-1-8] [3:0-6-010-2-81, [5:0-6-0,0-2-8], [6:0-2-12,0-1-81, [9:0-4-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.33 9-10 >976 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.52 8-9 >621 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-MSH Weight: 121 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-11-10 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 = 2102/0-3-8 (min. 0-2-10) 6 = 2102/0-3-8 (min. 0-2-10) Max Horz 2 = 33(LC 15) Max Uplift 2 = -1515(LC 4) 6 = -1515(LC 5) Max Grav 2 = 2250(LC 20) 6 = 2250(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4171/2651,3-17=-4891/3271, 17-18=-4891/3271, 4-18=-4891/3271, 4-19=-4891/3271, 19-20=-4891/3271, 5-20=-4891/3271, 5-6=-4171/2651 BOT CHORD 2-10=-2184/3634,10-21=-2189/3658, 21-22=-2189/3658, 9-22=-2189/3658, 9-23=-2191/3659,23-24=-2191/3659, 8-24=-2191/3659,6-8=-2186/3635 WEBS 3-1 0=-1 22/657, 3-9=-935/1358, 4-9=-906/919, 5-9=-935/1358, 5-8=-122/657 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1515 lb uplift at joint 2 and 1515 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 358 lb down and 405 lb up at 7-0-0, 179 lb down and 212 lb up at 9-0-12, 179 lb down and 212 Ib up at 11-0-12 , 179 lb down and 212 lb up at 13-0-12, 179 lb down and 212 lb up at 13-7-4, 179 lb down and 212 lb up at 15-7-4, and 179 lb down and 212 lb up at 17-7-4, and 358 lb down and 405 lb up at 19-8-0 on top chord, and 402 lb down and 203 lb up at 7-0-0, 86 lb down and 23 lb up at 9-0-12, 86 lb down and 23 lb up at 11-0-12, 86 lb down and 23 lb up at 13-0-12, 86 lb down and 23 lb up at 13-7-4, 86 lb down and 23 lb up at 15-7-4, and 86 lb down and 23 lb up at 17-7-4, and 402 lb down and 203 lb up at 19-7-4 on bottom 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 + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-5=-54, 5-7=-54, 11-14=-20 Concentrated Loads (lb) Standard Vert: 3=-181(F) 5=-181(F) 10=-330(F) 9=-132(F) 4=-221 (F) 8=-330(F) 17=-110(F) 18=-110(F) 19=-110(F)20=-110(F)21=-66(F)22=-66(F) 23=-66(F) 24=-66(F) Vtzfil-Fi�u nmtl!lloeitvhe'l Ilggi TIDSS`SIM1ufi 031117N1100111%(0rauj lLT.i'}2IRE:si[gSYGrMn rcatWi{trnm-th,lidn,te7ntrt rust :M.11. T.T' le;rt Ift..SW! ttteere. ee#u MinWnt s'1ttn GelCO,nit NRskrsastltrrlelrs siglttsetter3<iDC#lsta:/. MI mDesrA:[ym=.n1t,5feroLryLlu:>arn!sul-gTg7ttlnxns saes 9=96tlrakss(oil nllan,lylnlauh::ryWUlnodlk sulk Less ltTzt4entTDDulf,Wn Tln.Iktnl,n,svnmves,isiferm4'iete:FlnitRj Anthony T. Tombo Ill, P.E. .,4—fe, Tnts tauryttikitg lsne mint.Ykq,lErtOon,ts gtmeilorls,urt qnClrlt:G•a1olD::ge,M@:#esulsff#114nlIG RIi#Ir1ISulllelftd=. of lrla.Letlrnoltntroottt setfi:n.stdntL.tt, Raethlkntl¢a tlmtiphtnCniannrn:t1 t1tl1 itOxnslRsrrlgld S80083 ' Ike Miiliaf0lsig:rulDletan.iDu1650ttlurraD7 nlpx irclimolOrtllistt:ltitlnd�q Gelst#I LtnlLtnxelmtHSP1fAG!Sellllflnl SSU rttsdrnul krljsnil leittxe. lHlt�itesnneslnsgilAes nikfissdlaarttt O:x+,n,Lcn De!ill fsleerteenms @utharte,, suss-' 44515t. Lucie Blvd. lnaxfntefnstlp tahMtlretdepNt viers 11 dlearnet mtkN.Ihe frost At:n[elLcts is rirmblllLlDeillw,nLeu Slne¢[gtpu alSglr:ILoq. IDl a/adl!ll lnxuuad�A!lluilLL Fort Pierce, FL 34946 (apyright®t016 A•19cofimtses•Arahony i.ianha ill, P.E. Replodullioo althisdotameat, inuny fetsn,isptahidiltdwithoutihe wtittenptrmission lmm Ad Roafisuss=s-ArthotryLTovho ill; P.E. Job Truss Truss Type Qty Ply 69112 A06 Hip 1 1 A0046878 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Wed Jul 05 16:26:13 2017 Page 1 I D:OMsTuGzQH5ifu 1 T6OcPcrgygv8-hHjtZpFS3upgFIZXGsPxkoXaoZfW3Wye0boB71z?4DK 13-M 5-5-9 13-0-0 _ 13-4-0 21-2-7 26-8-0 28-0-0 S-5-9 ' 7-6-7 014 7-6-7 5-5-9 1-0-0 5x6 4-0 6.00 12 — 5 6 = Dead Load DeB. = 5/16 in 3x4 = 3x8 MT20HS= 3x4 = 3x4 = 3x4 = 18-1-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.33 10-12 >960 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.65 10-12 >493 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2010/rP12007 Matrix-MSH Weight: 122 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide- REACTIONS. (lb/size) 2 = 1063/0-3-8 (min.0-1-8) 9 = 986/Mechanical Max Horz 2 = 72(LC 4) Max Uplift 2 = -748(LC 4) 9 = -614(LC 5) Max Grav 2 = 1217(LC 10) 9 = 1140(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2109/1188, 3-4=-1841/1000, 4-5=-1763/1020, 5-6=-1235/863, 6-7=-1764/1022, 7-8=-1843/1002, 8-9=-2111/1191 BOT CHORD 2-12=-979/1835,12-19=-442/1126, 11-19=-442/1126,11-20=442/1126, 10-20=-442/1126, 9-10=-982/1837 WEBS 3-12=-441/499, 5-12=-275/660, 6-10=-279/663, 8-10=-443/501 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 5, 7, 2, 12, 3, 10, 6, 8 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 5 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, with BCDL = 10.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 748 lb uplift at joint 2 and 614 lb uplift at joint 9. LOAD CASE(S) Standard ;+� .nt3t'aiAY� hidAitau�•atl_;Tne;anwcr^ s<,r:€r,€�r¢wacura^aulr�Tc� arulz;cr��su;A1^r:�,. ttr d; i 'v. l P � h Y�13i3fA!SttFf(tdF'1+Si&$9 iiFSSl3FijA.t3nii¢(iP@;ttdf¢SrFuAt¢1. ttRklil,r�.L:4itkit¢¢etltt(Eit n&i4+2'Swv.IP18 S&"!liA�t SC-0, iti? ui.'t32tEAlSY,¢:'4I s1�'.lQASt{b35N IDEN§A siAi.i'itl fiti}lds¢itttift„¢acetty 2F¢IttCA'-0St&N W(TQQrfNt1't.+!n&Uf(^dt CtA}SAtti FNl YfiA ti 4¢'t.¢AtS3!47 iq fit(SSi t{�{SRjlitlt3l N¢Idtd S3i¢I ¢3¢N¢i d�tri'€iltlt3ljE nWSPt€l i,)i�t¢ttgt;'�E'Sie6f'S,� Anthony T. Tombo lli- {P,E. ikltit ��ftttfit±tf Hr¢nNSfis(2#33}isd(k�!3eGF(,H'CSttr418'SEdF¢W tt17t ¢Y"'6SltiF�k!,if rNlMt°i}?;�uSC(19?�id ¢G.HR¢.Fd!H`� i¢I ¢. 1Mt¢¢!61EI dlTtt i�BFf it6lF:i if kt olif1, 11 NRtK¢. Sn!iTP, A!tt1'1Siq &�4tMw¢iiEA¢C 1Y t?StM14.HL7rkE etadre¢e,$32mlrFAMc'xlgtits.MetAdeC6s(4z¢Asalgdtn sera raG Ssli,, ttxsaiAe{ 9dsdS�Am tFrerEe!stitsr800$3 t4 rtSTIA°i? ¢k{I ¢r "¢F�§��{tdtitl, ¢rkr94tS til;JW,1 "J&f3lFjdfAt59-',tr'ASSlFf1�.4A,r[Yi!h2:tLri§iREf 61:IF34}Rbli�tM nIBA - 4451 St. 1 ude, Blvd. Zia`Rsxitt@Se!i4dtCaa„ctAyeelquq>irlstg¢aats'sAtl�d.,tAi ns JKFptega¢xsH��#tf(wAp„e,Igo,NTus;isiAaiiyftet:dgrhzifc¢. L"At¢ritard3c3mts Liada31F1, topyrighl0211AA-1Rod Insses-Amho¢yl.lomholLA,P,E, teprnduAt:anaithisdammem,inany[:sm,ispmh!6itedrthati!lhenriY.eop¢smissfanfiemA-1Roaitms<.es-Amhnsyl.lorti!aiII:P.E Fvrtp,erte,FL 34946 Job Truss Truss Type Qty Ply A0046879 69112 AO7 Roof Special 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946,design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Wed Jul 05 16:25:14 2017 Page 1 ID:OMsTuGzQH5ifu 1 T6OcPcrgygv8-9THFn9G4gBxXtvBkpZwAG04mDz48o?VodFXkfBz?4DJ 26-8-0 i 1-40 7-5-9 0-0 15-8-0 18-6-4 2-56 i 24-8-2 21--84--68 0 I-14-0 7-5-9 322 22-12 -8 4x4 = 5x6 Dead Load Defl. = 3/8 in 4x4 = 3x6 = 3x8 = 3x4 = 6x8 = 11-0-0 15-8-0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.26 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.68 10-11 >470 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC20101TPI2007 Matrix-MSH Weight: 149 lb FT = 0%, LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, exceptend'verticals. Except: 1 Row at midpt 6-8 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. JOINTS 1 Brace at Jt(s): 8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 961/Mechanical 2 = 1080/0-3-8 (min. 0-1-8) Max Horz 2 = 339(LC 4) Max Uplift 10 = -577(LC 5) 2 = -721(LC 4) Max Grav 10 = 1023(LC 9) 2 = 1156(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1668/955, 3-4=-1416/841, 4-5=-1242/791, 5-6=-1385/808, 6-7=-1412/894, 7-8=-1520/990, 8-10=-1524/983, 9-10=-257/140 BOT CHORD 2-13=-977/1467,12-13=-686/1231, 11-12=-686/1231, 10-11=-892/1458 WEBS 3-13=-364/393, 4-13=-196/418, 5-11 =-1 18/376, 7-11=-330/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 4, 5, 10, 6, 2, 13, 3, 11, 7, 9 and 8 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 12 checked for a plus or minus 5 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577 lb uplift at joint 10 and 721 lb uplift at joint 2. 10) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard Is-vi'f1 7.P7"s,,oir nEcar : om ntuu [ruc[wssm sc ma tr.Mz�ao rru °mo [ a l ➢ 4 '"1 P�➢TFi'S?EttE4Etl3/i4GkS JFtS E!tipa:'fdMiEr �('�,f�ut iiliEYfl.':FR@4(IL[:. itiN.E4iS$�tq➢t{iYrit p�ESE iS»iiPSI t4A'td EII�t l[Qr R(j ltt{It,il4ke;(N 453k➢;;It?5't{vA74r 16ti13S IIAt. t.t['¢➢1 at➢�:er 4E :.t,SSA(EFettf��»t➢tA'➢41471��Et;;tlfk: t➢il. i➢+:I4kFF44F614{t'fitttfhp;t:tt4Y:'rtff ik lktt5l yiEN SiE[�➢�131}lEjklt6A4F r�pt[i!, tFtH l[��,'EPt4i(jtiSiFSY'9�.'. mJ':t: xtlt%4f Etiti(i[ Anthony T.'ronibo 1.1, P.E. i y80083 tlafiYjtgC Pa [tU he_ JIU11 Set L4r0iy➢rNtu tit fl SlEi9➢!SffiR£l t➢Q r➢ R3elfle dnEiflf`jdfiltfIfi6➢i[iV,1d-'iE!d!trefrt➢Cft9,Mte0.t•[�iv R!S 6er4E9� tSRtt 9%Gt[t35 �F �H[ O Gp29C{'iii��Q FAt51 - 4451 St, Lucie Blvd. stint,rdr7s!36,Eie :d r;Eti bet3(?[t±Uirat�Es.tEcLtC. ;Eetsst 7es &{xtmmksk9 `b 6.imyab;4z_ ➢t[KstriSRn&r�tettt rta}3a4tu7. ts"�A..irf ssmts tz`ed SHG1. Fort Nerce, FL 34946 tapyri#10 2016 A-1 pool itetsts-Aaltsry 1. Twho 111, p.E. R➢predudian eft8rs dummenL in any Lrr is pm6:bitPd*haul i6e xritltn par�einicnitom A-i paei irssses-Antha¢pT.lem3ollE, P.E r Job Truss Type Qty Ply 69112 TAOs. Half Hip 1 1 A0046880 Jab Reference o tional 6-3-6 Run: muzu s Aug 37 zuib Ynnu tS.UZU S Aug 31 2U16 MI I ek Industries, Inc. Wed Jul 05 16:25:14 2017 Page 1 ID:OMsTuGzQH5ifu1 T6OcPcrgyCjv8-9THFn9G4gBxXtvBkpZwAG04irz1 bogtodFXkfBz?4DJ 1 4x4 = 3x4 = 3x6 = 3 a s -4 3x4 Deal h2 fl IDefl. = 114 in = a 7 B 3x4 = 3x6 = 3x4 = 3x6 = 5x6 = 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.15 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.39 8-9 >809 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-MSH Weight: 132 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. BOTCHORD Rigid ceiling directly applied or 6-1-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 960/Mechanical 2 = 1078/0-3-8 (min. 0-1-8) Max Horz 2 = 364(LC 4) Max Uplift 8 = 564(LC 5) 2 =-713(LC 4) Max Grav 8 = 1013(LC 9) 2 = 1146(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1567/769, 3-4=-1358/795, 4-5=-1268/665, 5-6=-1268/665 BOTCHORD 2-11=-794/1348, 10-11=-896/1502, 9-10=-896/1502, 8-9=-527/861 WEBS 3-1 1=-32/399,4-11=-317/146, 4-9=-342/337, 6-9=-202/595, 6-8=-1220/764 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf,, h=15ft; Cat, Il; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 lb uplift at joint 8 and 713 lb uplift at joint 2. LOAD CASE(S) Standard s5ar#.n•nma�txgieaatiledl'4dt:r7U7i5t"StUsA"j.ftAfl:€'iU48t@Ur'�95ti1rCJi{'�[I'I:�Dfi.tDEU�t'treu. Ca3p te¢rap aac.±tcs3±etianksaxk's innfs9p En:iag(ID[�rdDt 3tgatai.'tnkt7 FiizhmuSltetkGra nx CL<st�:rxisa s�edw�ir4,tat7 dRi`:tlsteaR±rs ds siriktls.�dinkeNDtekseSi.4tl+:s'se. :giaaa¢:n„renlf(it3iaeerr.a sta; tecryitl@ttgrne5±wrstpil e.»I.or s:nlsgitcemgrpau2iti pr4siedpdkesa gitknf nrned pefDDea¢,r�ir 7Nd, ikNsr£t nsxap.'r.�±<Ir ey tnS.lxs, szta6D.1; Anthony T. Tonlbo Il?, P.E. xa.rau rn runsaruttga:aeae.,at�r:aat?enaar span,umxxinn�dr,aaaaaax:tent.rtypwanl@o-a,gd:e?:a>rtngnrl,�,xssaagkr,r rn4urr z80083 4451 St fa E�.erap"e�y'tttz9(teticeTa!'Iry s9aUndtlUaMrrntusatSaY±#tsafiefwlt(tcpantt'i 6atrt'eAsetttSh��tGlyLhsdSi3ve se'aet±klatseil;ridta±tin.S#Scesf«.nabiexata[3:'hnE@tRessffnyc±e:irs±Q�:'�fag;,wra€;rrss/.fte@rtrniess i a uclie r:EaMm'wSsedsrt( atctzptc9g8isrktDpa?nsam!cLFlatnrDtsi}+tlpaef:&71Dert,dttnytx,nranSgLatlparndeglaki,t."¢rArzxtn±wsacad#rdnti!•7. ortPerc,I'LBlvd. � tupyrigbl�lDlbA-1 tons irtsses-dnthazyl.lambn 3lt,Fi.iL.paaduahnnelih3s dotnmcra,in anptaa�>is prubi6itrdwitbati ibewdrea peaminiacham A-3 inniirnsses-Ambe+yl. Temba lli,P.t. Fart Pierce, FL. 34946 Job Truss Truss Type Qty Ply A0046881 69112 A09G HALF HIP GIRDER 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 Mi l ek Industries, Inc. wed JuI ub 16:25:1b 2U1 i Pagel ID:OMsTuGzQH5ifu 1 T6OcPcrgygv8-dfrd_VGiaV3OU3jwNGRPpDctgNNOCJJxrvHlBez?4D I -1-4-0 7-0-0 13-7-5 20-0-14 26-8-0 1,4-0 7-0-0 6-7-5 6-5-9 6-7-2 3x6 = 4YR = 1.5x4 II 5x8 = 4x6 = 7-0-0 13-7-5 20-0-14 26-8-0 7-0-0 6-7-5 6-5-9 6-7-2 Plate Offsets (X,Y)— [3:0-5-0,0-2-01, [5:0-3-0,Edge] [8:0-3-8,Edge], [9:0-2-12,0-2-0], [10:0-2-12,0-3-41 Dead Load Defl. = 5116 in 3x8 MT20HSII LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.32 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.51 10-11 >629 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-MSH Weight: 135 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except` W2,W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-4 oc bracing. WEBS 1 Row at midpt 7-8, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 8 = 2107/Mechanical 2 = 1959/0-3-8 (min. 0-2-8) Max Horz 2 = 299(LC 4) Max Uplift 8 = -1459(LC 5) 2 = -1386(LC 4) Max Grav 8 = 2221(LC 15) 2 = 2101(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3854/2377, 3-15=-4402/2884, 15-16=-4402/2884,16-17=-4402/2884, 4-17=-4402/2884, 4-18=-4436/2918, 5-18=-4436/2918, 5-19=-4436/2918, 6-19=-4436/2918, 6-20=-3287/2160, 20-21=-3287/2160, 21-22=-3287/2160, 7-22=-3287/2160, 7-8=-2077/1463 BOT CHORD 2-1 1=-2210/3407,11-23=-2215/3431, 23-24=-2215/3431, 24-25=-2215/3431, 10-25=-221513431, 10-26=-2160/3287, 26-27=-2160/3287, 27-28=-2160/3287, 9-28=-2160/3287 BOT CHORD 2-11=-2210/3407, 11-23=-2215/3431, 23-24=-2215/3431, 24-25=-2215/3431, 10-25=-2215/3431,10-26=-2160/3287, 26-27=-2160/3287,27-28=-2160/3287, 9-28=-2160/3287 WEBS 3-11=-123/669, 3-1 0=-766/1 110, 4-10=-791/794, 6-10=-861/1305, 6-9=-1400/1201.7-9=-2414/3675 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1459 lb uplift at joint 8 and 1386 lb uplift at joint 2. ' 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down and 214 lb up at 7-0-0, 179 lb down and 212 lb up at 9-0-12, 179 lb down and 212 lb up at 11-0-12 , 179 lb down and 212 lb up at 13-0-12, 179 lb down and 212 lb up at 15-0-12, 179 lb down and 212 lb up at 17-0-12, 179 lb down and 212 lb up at 19-0-12, 179 lb down and 212 lb up at 21-0-12, and 179 lb down and 212 lb up at 23-0-12, and 179 lb down and 212 lb up at 25-0-12 on top chord, and 402 lb down and 203 lb up at 7-0-0, 86 lb down and 23 lb up at 9-0-12, 86 lb down and 23 lb up at 11-0-12, 86 lb down and 23 lb up at 13-0-12, 86 lb down and 23 lb up at 15-0-12, 86 lb down and 23 lb up at 17-0-12, 86 lb down and 23 lb up at 19-0-12, 86 lb down and 23 lb up at 21-0-12, and 86 lb down and 23 lb up at 23-0-12, and 86 lb down and 23 lb up at 25-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 8-12=-20 Concentrated Loads (lb) Vert: 3=-11O(B) 5=-11O(B) 11=-330(B) 15=-11O(B) 16=-1 1 O(B) 17=-1 1 O(B) 18=-11O(B)19=-11O(B) 20=-11O(B)21=-110(B)22=-11O(B)23=-66(B) 24=-66(B)25=-66(B) 26=-66(B)27=-66(B) 28=-66(B)29=-66(B) 30=-66(B) 31 =-66(B) ......&ttaa• rerita6e'td1-xitUiv>^SltiJ"FYl6!?:ta;8tU6�i"57si:i31^U 11r . fleasr;ar�,h , a .,f [i1.:SPASt�Et7iSi'Ma, tEEAy4t�alrurt{ssedreElE:@safs;?rus rx �.reiEjhCt¢oi:�s6:�t.:'Eo�i'�ti.4aeut krEitef�e tu. t�ZEu orRsE�ia sK el w?e iG9,Hh YIiEEEmfi>I69„t4Y3Za(..(1tl��h§SRid. lms$ 4 Nn h:l}1te�tbf("a'4olIq figi "'tt ite'E1 jjGOffjYtSe;Ct2nY:EE{�Se.i7.'IfrlJPiel.ieEtt?f{1itEf1%tit4]U'si?C(ki:ttftS!�FG?GtsISi13Tm EiriMp,111 VD.E,eEtr,E INN, xLf"S{SEH*:EpFKF;.{iJ�et tylp`;[y, yshhE$a Anthony T. Tombo H-, P.E. adwoC67nzsimirrfis€C}tt rcrttu2rn!z`&E:ciEt,psC.•.tfs EamltzLy!;tuAe £aFii;hst,mK„Gtas M�`M:I;aa6Ssii:4�A iaarc;sEfrst:FS1.thgFed9'fesT9ttiegellrtI"s'irt,�dngir�inK uwere,rM:aur�Eras,r shEtsk: esxtitit :77� s60083 UI:Eoy.e y5vtatistnachi.3]Eaa s9EastrEPv7aAfteFxtusatg-H.EesMict ft ir!fd fasakEelr6�Fdfs htHadl„a tEt retEse Eeh, Fscslgniam�,Rt..as3tre;tcv.3:altEEad#5ts�be hessUes�sctran trtizst acECL?i��sL sarx,Eaitss 44SS St Lucie 8Blvd.if.IZtIIPs�4'IeElijiiP+w"iagtE 9lifintltylgf6F115iE}ihtt, 7Ei.esSY.S[gSrEyHa; t: g1E �S(ei4tSire..rR r9=F:r51EnfDji4Y s±iEytsGEg. S;tEii� zzg:Yn1 REL' (tit % 1r61, � fart Pierce, FL 34946 ... .... CopyrightQ1016A-I Roof licsses-Amhocyl.tomhallt,P.F. iigtodattiaaeiihisdaromcatinany Ecrx>isprahlittdw;thaanbawrittenpermiuien110MA-Ifaallratses-Anlhetyl,ieeAhn111,P.E Job Truss Truss Type Qty Ply 69112 ,t. o_-.T ----- B01 G Common Girder A0046882 Job Reference (optional) LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:16 2017 Page 1 ID:OMsTuGzQH5ifu 1 T6OcPcrgygv8-5sPOCrHKLoB F6D H6x_zeLR97onlQGpX44ZOrj4z?4DH 1 4 0 4-11-7 9-8-0 14-4-9 19-4-0 1-4-0 4-11-7 4-8-9 4-8-9 4-11-7 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC201OITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6 = 5657/0-3-8 (min. 0-2-5) 2 = 3686/0-3-8 (min. 0-1-8) Max Horz 2 = 72(LC 15) Max Uplift 6 = -2457(LC 5) 2 = -1941(LC 4) Max Grav 6 = 5657(LC 1) 2 = 3686(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown. TOP CHORD 2-3=-8052/4013, 3-4=-6347/3043, 4-5=-6364/3046, 5-6=-9417/4195 BOT CHORD 2-9=-3494/7154, 9-14=-3494/7154, 14-15=-3494/7154, 8-15=-3494f7154, 8-16=-3672/8415, 16-17=-3672/8415, 7-17=-3672/8415,7-18=-3672/8415, 18-19=-3672/8415, 6-19=-3672/8415, 6-20=-3654/8387 WEBS 4-8=-2448/5360, 5-8=-3096/1325, 3-8=-1694/1128, 3-9=-674/1283, 5-7=-805/2435 4x4 II 3x6 II 1 HULti 7x10 MT20HS= JUS26 3x6 II JUS26 3x8 = JUS26 JUS26 JUS26 CSI. DEFL, in (loc) I/deft L/d TC 0.64 Vert(LL) 0.20 8-9 >999 360 BC 0.63 Vert(TL) -0.34 8-9 >689 240 WB 0.61 Horz(TL) 0.07 6 n/a n/a Matrix-MSH 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: 2x6 - 2 rows staggered at 0-5-0 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable, of withstanding 2457 lb uplift at joint 6 and 1941 lb uplift at joint 2. 10) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 7-0-12 from the left end to connect truss(es) A09G (1 ply 2x4 SP) to front face of bottom chord. 11) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 18-11-4 to connect truss(es) A08 (1 ply 2x4 SP), A07 (1 ply 2x4 SP), A06 (1 ply 2x4 SP), A01 (1 ply 2x4 SP) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. US26 T Ia a Dead Load Dell. = 3/16 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 215 lb FT = 0% LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-6=-54, 2-6=-20 Concentrated Loads (lb) Vert: 14=-2087(F) 15=-940(F) 16=-941(F) 17=-966(F) 18=-966(F) 19=-966(F)20=-972(F) ' rE Oe;tdj-r(mseREray!!treri.WjIlfl;i TIVESISLIU,6E6EMITISa(utial!ICtlS N5[U0, 6Ui3j1(Nr?3'efLitt[rPluu Irkr&sippuaaenrsu(udu§s n"srreetrevpeQrtxur[10; Re ItRayl.Lske IG;P.E t�EaxiSwldxe Ise. Mud-i"04.&Tco'If MR .110.5 Be* lqm(u,,5le:uNrBliuu.:EtletginavpTVrynuetsuoap>aeeddepdnsuailueiraiyresgos:RRryk,Yx rEsipEfRe siyk hF:fym�luCellGEtf(,uln lrlt. tae lesipaxnm�ces, kelie9 m4'iErs, uiuldap - Anthony T. Tombo III, P.E. r W nedR:e irEss tz®yldl'n: is RE rurnsi5:lijdMU.en,&Cndt vAlEriira eycGu Re rw7ieg0E:!es,hReueteddhe l[LRrlxtelru lul �ii(ieprolanfipi-1. lke yrmddUe NUEel arfiEidn<dfle lnes,4dE(h; hsil�,elbrgE,iE4(E;eiisaul f:u�ee shd!hRe rtyasnai7d ..' 80083 flEs=attyoEsip ttudE. IIIw Ei dtd'u Pn1DCIdRErrt EiEEIy'delx El Lr $!r(t&/ YISd IE fIaE aii8 pEY6e a(Y(RI IIdSrn 6EIdCtl:EltzrdpiS n. iNl kfi es Re as/EelBteelt¢fieed kLassU:RE,irets [4!igE�heaNlrtseV uhtlnEr; E!En 4451 St. Lucie Blvd. tek!xiviefiaellra!anmyredyn![ nP.0 Yrdl pa:tiu Im6N. lu rra;tDecn 6T�u is IllfleraIliy/esi}nu;uTEase 5)dez FgWei a!nr0aaliq Ellalndte9!ux; ue ulc5u7kR1L (oprrighrD 2016Ad daofBosszs -kil onyLlam5oill,P.F. Reprodanionaphisdo[omeot,inonyform,isprohihifedwi(hout;fieminenpermisriantrn!eAd Facllmsszr-Ac(kooyCF�m4n'II,P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0046883 69112 B02 Hip 1 1 Job Reference (optional) Al Roof Trusses, Fort.Pierce, FL 34946, design@altruss.com Run: 8.020.4 Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Wed Jul 05 16:25:17 2017 Page 1 1 D:OMsTuGzQH5ifu 1 T6OcPcrgygv8-Z2zOPAly66J6kNslVhUtueiNX838?N WEJDmPGWz?4DG 10-" trr-0 5-2-9 9-0-0 t1-8-0 14-1-7 194-0 20-8-0 r 1-4-0 5-2-9 3-9-7 -8 3.9-7 5-2-9 1-4-0 0-8-0 3x4 = 3x6 11 Dead Load Def. = 3/16 in 30 = 3x4 = 5x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 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 5-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-0-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 79110-3-8 (min. 0-1-8) 8 = 791/0-3-8 (min. 0-1-8) Max Horz 2 = 33(LC 4) Max Uplift 2 = -577(LC 4) 8 = -577(LC 5) Max Grav 2 = 856(LC 10) 8 = 856(LC 9) FORCES, (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11931751, 3-4=-924/571, 4-5=-802/561, 5-6=-802/561, 6-7=-924/571, 7-8=-1192/750 BOT CHORD 2-10=-529/1011, 8-10=-532/1012 WEBS 3-10=-319/346, 5-10=-241/499, 7-10=-319/346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. CSI. DEFL, in (loc) I/deft Ud TC 0.32 Vert(LL) -0.1110-16 >999 360 BC 0.73 Vert(TL) -0.2910-16 >804 240 WB 0.17 Horz(TL) 0.03 8 n/a n/a Matrix-MSH 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577 lb uplift at joint 2 and 577 lb uplift at joint 8. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 87 lb FT = 0% Naahp-Flnvtlnrq!¢rerivfx'IIIUCFnCS<.BjZ'.1Ei';>[f3slfl.@S6rBtOfIIGlS CJfIONj 1pl:i)16E:5fDiY;kTh:uTr.At 4Ap �e:tnsadtMeeRsnCdslnuDesfga0rtxbrP[�¢dN/usapLfrsG P,P:.lr5,n5lerlelre n:. Cetus otmise s!ctelnRe fEtl,esl! WTskss®:NrtlNssNlkssetixr iCiisaksdl.IsslsusD:sxhTusmti.e,�easpGliaurltl:ssinasT@;rQrt:ctlsmsr,Qr>grdne{nk:sinslesgamu3rnraut�rylsr3:hupdV4fiskisrss/y luhelOCalt,ralalFFl.rrlritSu:sorttn,WetuiudCieeGuit:itM Anthony T.TornboIII, P.E. nl rseet lf:;Lmta; r4GiDF.ix is6sruprsiD:ImdPn Dnn,h Omrssahmel gea!u nelsilful Dn Pn,ht,.d lsfh,xfielaaillslo:eIGIAg bl iRI 1. 5,,p( ddliel00nt osfiellendtlaTnss; irdrtiepkniiel, slcele,iasla!zliaul Friar s4dl le pirsslmffiRld :� 80083 ' tlsle;lfar D:sigxrErdG:^esu. IDedes ssl sd is llsiDC nite lrcsaasnlpau:t uellxleilTarG:TSenlSdeltt9siaerrm(llfljrelf;kllllll nlST(A sudrn:elA; prdpsiiere.t%I iefieutle ntsns.3�Trhes se!&fiesdn:llass D:s::ea,Tmss[:;ips Ealxenullnss0cuh;lner; nless 4451 St. Lucie Blvd. rea,dnterg¢dlrs;xacnryndxinlenPuglTdipvl!urns(rsiliarrossDesiStGparsist(IftlerrilllgDesl,+ess;nLu;<rnrzGlhsrca!nrlYllla}ZnnrCdiul:x¢snsuddieNhillL Fort Pierce, FL 34946 (oprli9hi u'l YCi16 A -I NeolLasses•AethonyLTamho ill, p.F. ReYrodndion etihis document in onyflrm,is prohitited wBhout lAe nritttD ptrmissiantri!mA-I ReaMusses-hffionyLTombo Ill, P.E. Job Truss Truss Type Qty Ply 69112 B03G Hip Girder 1 1 A0046884 — o.._a•r...__,.,, — n:_-__ yr �..,... �__�__�_.._.__ .- _ ___ _. __._ _ Job Reference (optional) - - •- ••a• •vim • •• ���•w �.��� .+uy Q , <u r u r1111L, o.ucu s rsuy o 1 ca 10 rvn r arc mausmes, me. vvea Jul ub 1 b2b:1 t 2U1 /- Page 1 ID:OMsTuGzQH5ifu 1 T6OcPcrgygvB-Z2zOPAly66J6kNsIVhUtueiGOB21?MOEJDmPGWz?4DG -1 4-0 4 7-0-0 12 -0 19 4-0 20 8-0 1 4-0 7-0-0 54-0 7-0-0 14-0 Special 4x4 NAILED S cial = � 4x4 1.5x4 11 3x8 MT20HS= 1.5x4 II 4x4 = = NAILED Special Special NAILED 7-0-0 Dead Load Defl. = 3/16 in M o_ 7 Iv 0 LOADING (psf) SPACING- 2-0-0 CS'' DEFL. in (]cc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.17 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.27 7-9 >868 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2010frP12007 Matrix-MSH Weight: 75 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc puriins. BOTCHORD Rigid ceiling directly applied or 5-0-13 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 = 1478/0-3-8 (min.0-1-14) 5 = 1478/0-3-8 (min.0-1-14) Max Horz 2 = 33(LC 4) ,Max Uplift 2 = -1080(LC 4) 5 = -1080(LC 5) Max Grav 2 = 1598(LC 20) 5 = 1598(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2752/1709, 3-16=-2447/1619, 16-17=-2447/1619,4-17=-2447/1619, 4-5=-2752/1709 BOT CHORD 2-9=-1346/2371,9-18=-1352/2395, 8-18=-1352/2395,8-19=-1352/2395, 7-19=-1352/2395, 5-7=-1346/2371 WEBS 3-9=-138/648,4-7=-138/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1080 lb uplift at joint 2 and 1080 Ito uplift at joint 5. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 358 lb down and 405 lb up at 7-0-0, and 358 lb down and 405 lb up at 12-4-0 on top chord, and 402 Ito down and 203 lb up at 7-0-0, and 402 lb down and 203 lb up at 12-3-4 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 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=-54, 34=-54, 4-6=-54, 10-13=-20 Concentrated Loads (lb) Vert: 3=-181 (B) 4=-181 (B) 9=-330(B) 7=-330(B) 16=-11O(B) 17=-1 1 O(B) 18=-66(B) 1 9=-66(B) e,�r-esm,m"srnrrca.a•i-smetnouu(srunl.luausls�ssc�anmensusrous-res:sryuw;sr[su;srmrcrrcattniprw¢�,nnrcsrr¢re4z,uessr"sse¢��pa,.apse;cumuri¢>rrrrcr,m:rt.rn.•n,ss�rrd.r.�rirssw.�msedm�er%r¢>, WTrkrm¢ks Iltlrs skdkrserWrReIDCple rdl. {s rlrps6:ua kryFs{i:,slemEprylm>R:sei nmrrUdrgaxm merrlemed6einh:snal erPSsiigrrpndhrRt Irsg+dRekrkTm:Iryil�imRe106n¢,aio i1GL fxitsipeunitrcy later udRr¢s, smr7dR1 mrcr¢sro:srr.ssiaogs,�e„tsRernprsRzryaao..a,ad rt,ra¢kd�¢c¢rdernrro¢:�a,�Rrakaaane�r¢ercu;r,�t!>,Tcgr¢�rcsrnl.rhrn;ndrd¢morcrafi,u.,enarr,.,,:¢¢d,e�srua�.sl.gr.asr,�rnmaan":ramreensrrnurrtrd MthonYT,80083 tI[,P.E. ' neirAfW orsl erssdkYsskr. WwasmnlueslodndRe i¢Ciasrrs r rsnR:EeIIR ( r 80083 7 F 1 PTTr R cprxl kh¢lsRsaenosllSnlAfiskllr lFl asSSrA sr rdaerrtA: rand pilrrr. Ir41 e!fias Rr rtgmskliies urd:tlrtdltLass O:s'gs,lrns hs"rys Cr,ieaeedirzss Vcdhtlnn,nlrn ¢Renter Ntaedlrr ran�ryed¢In a ncn Irdl Ia;IM dnlsrA Ik Ira;sDes4e 6{4sr Is {7r7N {tilliggnyxyerLau Aka G{arn dnrlriliy, to aied'erltaas ne rt d¢Pnl hnN. 4451 St. Lucie Blvd. (opyright 0 2016 A -I RociTmsses- ArlhonyL Jumbo III, I.I. Reprodunian olthit dommem, in rnyform,is prohibited wilhoutthe swlnen permission from A -I Roof irusses • ArbanyL Tombo 111, P.I. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0046885 69112 C01G Hip Girder 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 3x4 = Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:18 2017 Page 1 I D:OMsTuGzQH5ifu 1 T6OcPcrgyCjv8-1 EXmcWJatQRzLW RV2P?6QsEZIaWJkgJNY[Vyozz?4D F 7-0-0 12-0-0 13-4-0 2-0-0 5-0-0 1-4-0 dvd — 1.5x4 II 1.5x4 3x4 = 5-0-0 7-02-0-0-0 12-0-0 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.06 8-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.02 5 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 Matrix -MS Weight: 49 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 5-6-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-10-7 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 = 742/0-8-0 (min. 0-1-8) 5 = 742/0-8-0 (min. 0-1-8) Max Horz 2 = -51(LC 25) Max Uplift 2 = -409(LC 4) 5 = -439(LC 4) Max Grav 2 = 742(LC 1) 5 = 742(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1052/703, 3-4=-887/641, 4-5=-1052/687 BOT CHORD 2-8=-555/880, 7-8=-560/887, 5-7=-553/880 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf,- BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 409 lb uplift at joint 2 and 439 lb uplift at joint 5. 8) Hanger(s) or otber connection device(s) shall be provided sufficient to support concentrated load(s) 191 lb down and 205 lb up at 5-0-0, and 191 lb down and 205 lb up at 7-0-0 on top chord, and 116 lb down and 151 lb up at 5-0-0, and 116 lb down and 151 lb up of 6-11-4 on bottom 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 + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 34=-60, 4-6=-60, 9-12=-14 Concentrated Loads (lb) Vert: 3=-144(B) 4=-144(B) 8=-78(B) 7=-78(B) wenhy-Fleosathrtestlirernx lie'LI FO:S TILSONIUQ r r(13a iTus hat". rx{a!las sd reoF n'es n tis rrzst Ceeipf)rtYm{(IF�mFdttrtfalt T..h W.-Ft.1&—%with, ru Cdns dimnesafd. it Imuff Ushktsatsnr Fht-tdlhesttl,.It'WA,wel.A,.T-D.gItiftitti.e,SitmCSFcrfa=.antsttl.WTV, «moats—gtaredtiaFr t:sfwd nsm:esir{rnfOciSdJ.b,N lup11 ft01%1-ielaai n In III Wf, IttHIT. 11e ksytunaFCity lretitiudt,ts, wagaf '.. Anthony T. Tombo III, P.E. alraslh;T.%ln.ghi*!ith"sFasil4dt0—,fts Onetr mtlai:de3eda fit ldllo{Ott s,Bdereeled dhtlir,hdS(auieloxlkumgedtnitn1.Nenwl Vtit FOoad nifthst dtltiats: mdtim{Fneluri.daele.hsfel:diwnitna{sMue th rnln Will'I 360083 f tie{r,Ifurg:CgmexlBaReda.AgulnsEterrtFalOCnl;krad¢esedre:e:lisesAHzBg£liBcptelSdtlrldercetuai{(SI)idfnhlltlPuiSWeeaf.ntethsFssdpidue.lnllefises@engeskleesni4atrdtyltassg:sges,hessO:sirtEyheaedlrzs:dathdaa,aless 44515t.LUd3Blvd. etleixisNrt diraledisttgtedepsh nrAreIT0Imhs inrhd. llu lreaanin BFtestlsLAl ht BalinFenlFxeaLousgex Bibs. den1,11ig. tg snedCrl i..snusldnd RII. Fort1i t. , ci Blvd. Copyright®1QIdAd Reaifmsss-Amhoryi.TamhoIll,P.f. Repsodunioaolthisdammem:inanylorm,isprohihiledwithoulthearinanpermissieefrom A-IRooffmsses-AmhonyLlamha111,P.E. Job Truss Truss Type Qty Ply 69112 CO2 Common 3 1 A0046886 Job Reference (optional) I ��:ytt�a ����•u to Run: 6.020 s Aug 31 zu} o rnnc 8.020 s Aug 3i 2u18 Mt I ek Industries, Inc. Wed Jul 05 16:26:19 2017 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgygv8-VR48gsKDejZgzgOhc6WLz3niA rfTHLXmXFVKPz?4DE 1 4-0 6-0-0 12-0-0 13 4-0 1-0-0 6-0-0 6-0-0 1 4-0 4x4 = 3x4 = 1.5x4 11 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.07 6-12 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.05 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 Matrix -MS Weight: 46 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 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 520/0-8-0 (min. 0-1-8) 4 = 520/0-8-0 (min. 0-1-8) Max Horz 2 = -59(LC 10) Max Uplift 2 = -189(LC 8) 4 = -222(LC 8) Max Grav 2 = 520(LC 1) 4 = 520(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-537/858, 3-4=-537/858 BOT CHORD 2-6=-595/411, 4-6=-595/411 WEBS 3-6=-427/204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed; porch 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 2 and 222 lb uplift at joint 4. LOAD CASE(S) Standard Mnhi-Flmedmg4¢rt+ayrx'idi0:xi1➢fS8!Srtt'J"p6[63ll[!IY56�lPnCIS(O[f0Y-r4Til,i([[96ilCsuEi1'ka/erdr&vpp,:agasa{rtN eeTsueas[milnip �rtem[(1[[.;oaftleltlSesl.[uhCl,lf.rr!e;nnfiu!ldue �u. Eshusdname!atda6e R0,sdr :' FLTrtmsat rltlts tkllkrserkrde;tSNlnd:l lso1ns50:rekga?uita,'.imtsq kiiut!i lss!�unryTaa tgsr!alsmsr.�Randlis[Nrsu�dw,uy!m;r.:,+cnddrylarttr!ti�peltlx!hrk imsle3�dcs 6e[Uded[,xeniRr.[crttryes;;miu!eSmsfp[�'11utm7sltdt ntnedfi:s Twsskrwq!tiffs;is@negn!ixliryd6dngNa ands edemel rgdndeWfeqUn:Tew,h1fud,d dhe Kki IK urlM WI WIfIn WIFIt. IN errrntldYse Mniggq&Ilue ditf-,kdefntku}�,!Intie,hsLCel�auiiusrdilh�e net!nmurttd ; Anthony T. Tombo III, P.E. Zt 80083 rtsear�uesl> edkm.saenesdmhmtoosdr�[nnrenspawneimr:issi6apents�nlanmeeaPtsgr.saksf[[Hens[ueetdauertxrsaPidau.ifFttassaen,earnnnaanssa[msosy,s,reu�!ii,t,senedinssentwm,mn: 44515t.0083Blvd. ren.n:ierereaho[ewme�ednnm��e�tt[o!I[emeshetn:a.tkm;soes;nujav,a laid, ra�mgoe:�a,,;er}�nss[n!zu[m,nokgkarq.Anarndeeete<annssddmsmTnL FortPierce,.Luci Blvd. (apyright®tt116AdRoofLussos-AnihonyLloobolli,P.i.&eptodueionofthis dommem,inany form,isprohibifedwithoutthawtfienpermission from A-IAoofffusses-Amhony1.TomboIII, P.i.34946 Job Truss Truss Type Qty Ply A0046887 69112 CA Comer Jack 12 1 Job Reference (optional) All Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Wed Jul 05 16:25:19 2017 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgygv8-VR48gsKDejZgzgOhc6WLz3nmm wXTIkXmXFVKPz?4DE -14-0 0-11-11_ 14-0 0-11-11 U-11-11 0-11-11 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MP Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 0-11-11 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 = 1/Mechanical 2 = 149/0-3-8 (min.0-1-8) 4 = -10/Mechanical Max Horz 2 = 108(LC 4) Max Uplift 2 = -239(LC 4) 4 = -12(LC 10) Max Grav 3 = 25(LC 6) 2 = 172(LC 10) 4 = 42(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 lb uplift at joint 2 and 12 lb uplift at joint 4. Marie}-Flnw tlrae}kl}ais5e'Ln tOOF nRSai{s^�rs y6fr3lll.Rftf 6rOSOin�;LrasrOY'14T,f}llcE96r.[LaYi1I'fe:¢Ied}ksip p�:tacut m/w4snGSGen h:ipUax�Ill�ealne tVsarl.fexeE lgrf.rhe>•�a i3ertldre ns Cekss Mla.ise scfdnrte lEO,ed} �. FLTsk�•xhr}Ida sudkesetfadx iOCllkre6t. rseUessgnkiraatts,lpmtr(f;tua ntl:s:dna}il,rgruWsma:a}tmrdtixr�rs;siwdaSa:rrialanrrdth6r 3e1asipelgesnr6 ires;lyiabre 6:lOhed},eaial}41. }§:kslpass.¢px;.lafu}ad¢ras,sNeitn, j Anthony T. Tombo III, P.E. afrseaIh.,nn 11.1Ivan is fie -80083 ' fieraAlu;O:sigeral6a5edrr./fieclustlrdiele:lOCnldepMiasaepi:lisssdiktrufx}Ocp+�xlfu!ehiEerxali;a;tlSl�p}Gfkle}IPInISYIe.•eaMerefM}:a'fEpileae.l%lisisasdrres}nsiri7fie;nlhfirtElL•Lr:cO:sipa,Treuoe:�ph},esaert}ass�:elrgnn:alass 4451 St. Lurie Blvd. erinylu&}arlrr(xeedepcdgna.ners lral}acesI 4A lee fuss Des!p6;u:ens KOrtleiedflgDesipa,¢Lass1}dec G;taeu!entrl0a}. 91a}ndce!'esnnas 9diuf ic}}N. Fort Pierce, FL 34946 (nppight02016A4loofbnsses-AnlhonyLhano111,P.I. Repradudioaeiibis dummeol,inany him, isprohidiledwithounbexlitlenpermissionfromA-IRaof susses- Anthony LhmhaIII, P.I. Job Truss Truss Type Qty Ply 69112 CAP CORNER JACK 4 1 A0046888 Job Reference (optional) so , u., ric, , avavu, ucaiyu�wn 1 Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:20 2017 Page 1 ID:OMsTuGzQH5ifu 1 T6OcPcrgygv8-_deW 1 CKrP1 hhbgbtAgl aWHKx?OGfCI_g?B_3srz?4DD -14-0 0-11-11 14-0 0-11-11 0 0 6 0 � 0-11-11 0-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 Matrix -MP Wind(LL) -0.00 7 >999 240 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 0-11-11 oc puffins. 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 = -5/Mechanical 2 = 181/0-8-0 (min. 0-1-8) 4 = -21/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -5(LC 1) 2 = -66(LC 12) 4 = -21(LC 1) Max Grav 3 = 12(LC 8) 2 = 181(LC 1) 4 = 19(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S-Opsf-, BCDL=4.2psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed; porch 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 66 lb uplift at joint 2 and 21 lb uplift at joint 4. LOAD CASE(S) Standard tw„n1-flnuskrt.¢yndere:�AlrggtlmssursniG;ssewuNlusecgsmNzutm*au-��lary:ccsca:rrauurmarrtagr lP�:an,Wnaf�n,nm:rnne<,nort.Ng{m;,Warrmrttl.Gw©,rs.ra;;nrtss:mlaa,w uln,a�r.ia,shfnearco.aar IbTrlmmem, plus skfl kudfr:NMill, lit Asaiscsg:a;e Glasye,Sie:nGTG e9:sdumtl6;sgrt;sdsnsagmrdt>r{rth:simlerpamiympa:itu`n, htIt lsm,sdbe sujkTw-;19siuWOu¢.sualrtl. tkenga mar— I'iui nWas, Way Anthony T. Tornbo III, P.E. W,u,ll sTins b,.1luNyhNrnpasDJgdta 0ng8ewo"r.4iltegow",ntleaded do, o49,n(ilk bnl511ig NsWIN]. Re eRnnldur None ulfi:N.0 aOr lnss;tdelyksdsAdaep,'vs6^atinW kurtt,5Z le 4e ragmnirtfd $0063 de Giltalg:slgxralGmae¢Igadn¢t,dblLloonlryaEins ni rredissidtk!<gd"q GqeealStehtdnaetinlnt�rd6;tsllrrP ul SSG neidnneelhrr�+rdpif,ae.lNIldmssR,nsrns3libs nih&tdlhlnrgn,ims R:iP hf:,mntlrtss 4neh;brs,, nlm. ,ne:wts, tehutlrarsmadepe€ein'a wimq Iral rxlus auhal the lnn Deslm Glosn it E:Tu, b�lliq OeslTxs,aLsa Srn,e Glh3a d,gl:IlNrt Sg mfaaa,! Mz; ne nddtul uRfL 4451 St. Lucie Blvd. (opyrigin02016Adgoofbasin-Aathonyl.Tomhallf,1`1Ilaprodadianafthisdorumint,inanyhrm,isprobibitedwBhoutthewrimenpermissionGamAdgaalLasses-Arthonyl.Turbo111,f.i. Fort Pierce, FL 34946 Job Truss Truss Type City Ply A0046889 69112 CJ3 Corner Jack 12 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:20 2017 Page 1 ID:OMsTuGzQH5ifu1 T6OcPcrgyCjv8-_deW1 CKrP 1 hhbgbtAgl aWHKxWOF_Cly?B_3srz?4DD -1-4-0 2-11-11 1-4-0 2-11-11 Zxa = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MP Weight: 12 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 2-11-11 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 = 61/Mechanical 2 = 191/0-3-8 (min.0-1-8) 4 = 32/Mechanical Max Horz 2 = 194(LC 4) Max Uplift 3 = -105(LC 5) 2 = -220(LC 4) 4 = -5(LC 5) Max Grav 3 = 89(LC 9) 2 = 215(LC 10) 4 = 50(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3, 220 lb uplift at joint 2 and 5 lb uplift at joint 4. LOAD CASE(S) Standard Nrtug-rinn Al..fily .Wst'b11ggl IIMKSj^kLilry61E3{i INS A MBIRCISMICYi7bT.r'i:tiE;GII4YTlrW. V dfMip fen::din!wind IlAsnli, NnEniro-inigColmitle trAtlyl.6sgi f, titem.swtd,. w. Edina,nin tits a. R4¢Il MTlknmwrrleitsM hlsedtxAtTEEuh,ol.t. nssgnm hp©=.uSTs,Spemhd[Edatuy nesni¢mpl�, rgns¢ise,trtptatdsh p,dttsilEdet;h:s•.up rnnultdarhrAt l<sipelAesitplelms Qpi7.dntS:ICPldr,¢In 1FFI. Ihlnipvsnnpns, IedieintlASls, sutsY.et Anthony T. Tombo Ill, P.E. ¢l ned Ce, inssfuxgttitAv isAlmp¢it:IEpdM Cnu,d: Cxssrs rdand grDnlS:loillvt Cnrpu,oAt lsdeddtillt'.,Atla¢IiSllaxlbolie3¢Au/TPtl. Rx ep:¢EldGefCP¢t �fi:Nsn atlrrms;ItddiyktdWy,lteppnsllneem<d kuy sShcle Ae,nttni'rliryd a80083 ZtAlbad�ghsipn dticlan.Ig esS?tdilAelDCnlAtpESai¢dpuildnndl4ltg£epOr{t¢IWill hhlans9TpElCdellrl"¢Immdnnselgi-dptilsslJffli6inAtnssnnTeitmlArtsdIts Ins; DniperTitisMile brnundIns, W.Istlnu,"Ins .: dl51St.LUCIeeIYd. etleMs: Maedlrasancd tprudtplAnarg tralpn¢s AnW IN rra,sDeslp hri:.w is A9tne to uiyorslpe,aHussStde!ELibin daybilIng. arnali:,l lua; snndAtdxAlL Fort1t.Pierce, cl Blvd. (opyrig!A020IdA-IRoofTrusses-ArthonyLTide111,P.E. Repiodutsionofthisdotumeot,fnanyform,isprohibitedwishoutthestrivenpermissionfromA-IRoofTiosses-AethonyLlomboill;P.E. Job Truss Truss Type Qty Ply A0046890 69112 CJ3P CORNER JACK 4 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:20 2017 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgygv8=deW1CKrPlhhbgbtAglaWHKx?OFJCI_g?B_3srz?4DD 1 4-0 2-11-11 1 4-0 2-11-11 2-11-11 2-11-11 Plate Offsets (X Y)— [2:0-4-4 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 Matrix -MP Weight: 12 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 2-11-11 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) 3 = 64/Mechanical 2 = 212/0-8-0 (min.0-1-8) 4 = 23/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -41(LC 12) 2 = -69(LC 8) 4 = -29(LC 9) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 3, 69 lb uplift at joint 2 and 29 lb uplift at joint 4. LOAD CASE(S) Standard 9saiq-rime8rmg41grerierE:'A-II00; IIt553(SELri'i.i[&3s[I,1&f 6[Oro;110m.rSIDNrrNO'it[N:int[6iYfr1'[ua[r,Rf&alp gmo�d�+nt+u/eehsu�s[rzss GsigeVrtrurllPCj ugOe lellarl.fiska l",P.E.rdsnaiuCletxe re. fsltss d4ur:!re sahlm Re [iA,ed( '. gLirircmrmrslega:Shc rersetRrSziaggrkedt Arelra:s Omtg E,gs:d¢s,5gwntry hyr: tl.s:<;nmrTggrtgrex4snscryhxedfmgrdesrn:rlergiarlyr.;gom6i*.yLr!h lesipeltle sngN Tins tyiddse rl:IOOu¢,ufa[ftr.imledpasn®gaa; heteimAaus,:aiteJdrg Anthony T. Toolbo III, P.E. ¢LKedre. T." sraigsdlq tturpnm4duo.."N Owadss U,4dr;rCn ri-M&:3D::�s,h9e uded duli[,er lKW 60.1 MlrnqwMIN1.t[serpn Idil"Bid oil,N,irdetiy�setm;{, almep,uslemiirsW imiysAiikCe n;gmi>Jiryd A80083 ' nes3.l[ego:s res[rrn[oidrssdsd'u9:Iggrddzr+sflus:dpaeliaetdM.ErO£rg[scpuelSd:¢Tn.d—drn:iNJae, pd—IMIdeoesnrui-xlnW6,fiesdPalms onpe,unuDtirp4451 St. Lucie Blvd. eftoras idxftreixficarpe:dsps7 u�mr; Iral gatixs hnkd. Tm rros Pes!n [yir Is 60I tl: d:tliggeslgmr,aLar sgdesGsm:a derrlegftg dllapdL+dhra; m ss tdiuP� ir[I. Fort Pierce, FL 34446 (epyrighr020144-1RaefTmssas-Anthony Llomboill,BE Repmdudion alibis dammam,inany form, ispmhibhedwi@ombewMenpesmissierfromkilaaMusses-AmhonyT.TamboIII, P.I. Job Truss Truss Type Qty Ply A0046891 69112 CJ5 Corner Jack 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Wed Jul 05 16:25:21 2017 Page 1 ID:OMSTuGzQH5ifu1T6OcPcrgygv8-SpCvFYLTALpYC A4kXYp2Us3noYcxCEgErkcPHz?4DC -1-4-0 4-11-11 1 4-0 4-11-11 0 0 N 2x4 = LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.07 4-7 >872 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ffP12007 Matrix -MP Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-11 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 = 113/Mechanical 2 = 259/0-3-8 (min. 0-1-8) 4 = 60/Mechanical Max Horz 2 = 282(LC 4) Max Uplift 3 = -197(LC 5) 2 = -255(LC 4) 4 = -15(LC 5) Max Grav 3 = 156(LC 9) 2 = 289(LC 10) 4 = 88(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wend: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 3, 255 lb uplift at joint 2 and 15 lb uplift at joint 4. LOAD CASE(S) Standard twe�F-Flm'floegllrnuer@e'kI1g;FIICSS6(iE�lfl;l[3llF1558(]z01@BtifOfieN{ILT;t')Slr6''EFf�YiAThaInEBWippnso-knof:alwken�cinnhetreOmar{f[�jmllte4tiuJI.Iu2em,FL6h:nefte!Eeiceru.hknela.inNe(a@e150,uir WA—b"F47n skgkue(h; @aigChh ed:L As'Lnsan GFas[ie,56rnty igixeaflssednmytagtgrzsmsmsreto edlls Brs'e%suvdeeBvnr�rn7rx@*�n, fir It (etlpsl@esiegleim:/gcfein@:lePedF,a(a1FFB. IL(as7ornop3es, lx(ns udGinFss Ee( .. Anthony T. Tonlbo lII, P.E. ¢¢(reel Cos Tens ta: mFhil is @e mpni lipdt5sOmn, @e C.nse sr¢dnexnfl:lal(uBO:s.�.u,ia@e nrled F<tis04@rlauBl6lxis5zUs;ut ntlF4L tle ep;nsld@e F00 ne¢yfi:nned@eL n;Isd:tisyFaed ,slrgr,inlduliaes(Fn:er s5d{le @e nsBnsrr7irye! : 1 80083 M1e Ba;llergesip:erai h'amw.AOeries se�MhlealDC nlpafirssn6 pii:liaesd@erelWhs Gep'alst'¢IAssze�u;l6gsde@eI BBIPIe'BSEU ce rzlnns'A; �sdpidaxe. 1F61 eefim@e resinsitdaiu niktiesAtLhru Oes:�ew, inns h_q'la(eeeree(Inssl'nah3ern; nless.: 4451 St. Lucie Blvd. e@nwe' h1he(sy. Warl';adquil. rf ire] tomes i hellN[na Des:gsG(insls egr@eez:8ta3 Uesgtts,nLrn6}@ex Gl�va of'gevllliaA. t@arrda'!lxas usrsdvAnit itl 1. Fort Pierce, FL 34946 (opyright02016A-IAeafLusses-AmbanyT.Tomba116P.E. &ecmdorfionalibisdommens.inoayfarm, is prohibitedwithoutihewtinenpermissieofromA-1RoolTmsses-AmbonyHemhoill,Ill. Job Truss Truss Type qty ply 69112 FG01 FLOOR 1 3 !Job A0046892 Reference (optional) �rcz, mun: 8.620 s Aug ai zuio Print: u.uzu s Aug 31 zu16 rim I eK Industries, Inc. Wed Jul 05 16:25:21 2017 - - - - - _ ID:OMsTuGzQH5ifu1T6OcPcrgygv8-SpCvFYLTALpYC_A4kXYp2Us3woPax9egErkcP Dead Load Dell. = 5/16 in 4x4 = 4x4 = 1.5x4 11 5x6 = 3x8 = 4x4 = 2x4 11 2-2-14 3-4-12 6-5-7 7-2-11 8-9-9 10-4-12 11-11-14 13-7-1 15-9-12 16-11-10 19-2-8 2-2-143-0-11 0-9 4 1-6-15 1-7-3 1-7-3 2-2-11 1-1-14 2 2 14 Plate Offsets (X,Y)- [1.0-24,0-2-0], [2:0-1-12,0-2-0], [8:0-2-8,0-3-0], [11:0-1-12,0-1-8], [12:0-2-4,0-1-12], [14:0-2-0,0-1-12], [15:0-1-12,0-1-8], [20:0-2-8,Edge], [22:0-1-12 ,0-2-0], [23:0-1-12,0-2-0] LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.26 18-19 >867 480 MT20 244/190 TCDL 17.5 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.55 18-19 >408 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.08 13 n/a n/a BCDL 12.5 Code FBC2010/TP12007 Matrix-MSH Weight: 288 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP M 31 'Except` WI: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24 = 8620/0-7-4 (min. 0-3-6) 13 = 6538/0-7-4 (min.0-2-9) Max Grav 24 = 8620(LC 1) 13 = 6538(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-8413/0, 1-2=-4748/0, 2-3=-9759/0, 3-4=-9759/0, 4-5=-12750/0, 5-6=-1326910, 6-7=-13269/0, 7-8=-13311/0, 8-9=-12521/0, 9-10=-10949/0, 10-11=-8598/0, 11-12=-4993/0, 12-13=-6409/0 BOT CHORD 23-24=0/326, 22-23=0/4748, 21-22=0/9759, 20-21=0/9759, 19-20=0/12768, 1B-19=0/13311, 17-18=0/12512, 16-17=0/10949, 15-16=0/8598, 14-15=0/4993, 13-14=0/267 WEBS 1-23=015020, 3-22=-1777/0, 4-21=-1193/0, 4-20=0/3640, 6-19=-393/0, 8-1 8=0/953, 8-17=-101410, 10-16=0/2806, 10-15=-2067/0, 12-14=0/5366, 5-20=-1442/0, 5-19=0/622, 2-23=-2935/0, 2-22=0/5805, 7-18=-489/0, 9-16=-1 521 /0, 11-14=-2630/0, 9-17=0/1878, 11-15=0/4175 NOTES- 1) 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 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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 3x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-12=-318(F=-260),13-24=-13 Concentrated Loads (lb) Vert: 1=-5550 12=-3468 tRmug-Flw tlmRk¢rcraxEx'I�IIp;f T145S'S1"S(ip6[[3!(1(IYS6(OAeIII^ISNSiONp-ICYT)1RPGbi([%Y:kTlua le:0pturyapzr_ynsui rnl ee'esnt's iren Ce!ipmsxuy{IIK7mdfle eo6er[T.Gzka m;lL.lek�ert ilutldce w. Celen tlla.!nsrAel bRe tSe,a(( wTotrrpldns4Ake:dm:seT(�nGrtl:nmad:sera,spe.,ge:�rsPGp!>wra:rmn:arrw:yre;w,narrpexari a:suainsisvrh3rmp�tR@9rpfQel<sindCtshpleTrti;: iy^.Cinfi!IDoalr.estar(st. n:impcumrrxs,!aeeupudnnc nmr:eJ :. Anthony T. Tombo III, P.E. od-IMT f-ibi'dxtis6ernpni6en}dNa..r,RsO...soA&:risIgd.,Welollqeesme,bl,.1hddfaeR4br!%a1Gfb�lkilfigdvnlleld. De epmddGe l00nl ey fieNrse Etle loss;hdetaTflxeTmy s!aep,nsLl!Aiaullraap sidllehnspnsi>urtptf 380083 lie rrillirp0±sipecerrcd 6a^rslar. ARrdetsrGd'u leslDC n132 parfiresnlrrl:lundlklaillq GtTaeslSdegl6erzeamal5fjµlfisGllT RIadSEg re relnn:dex ieindpilocr. IFFIldmssfle ngns3ilfiies al6resdrGlus;@.sqea,Leu O;siph,*.rmedlnss Naehrn,nlns 4451 St. Lucie Blvd. afln.in iduxllrr(een�epredain!e niRss nal p¢Ihs irnind. lM frost Des!p GRmnr is rgifle Idt!gDrslpxr;nTnssSideeEgmsu a!egbillbp. LlapMad Inns ut rs ddaelkRll. Copyright 0 2016 A -I RoolLasses-Anthony T.Tombo 111, P.E. Reprodurrmn olthis doroment, in any farm, is prohibited withoutthe sesiften permission from A•I Roolfrusses- ArthonyT.Tombn ill, F.E. Fort Pierce, FL 34946 z 0 Job Truss Truss Type Qty Ply A0046893 69112 FL01 Floor 4 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:22 2017 Page 1 I D:0 MsTu GzQH 5ifu 1 T6OcPcrgygv8-wOmH SuM5xexPg81GHF32biP 94CIfg VczS VT9xkz?4D B 2-6-0 113-0� 2-0-0 2-5-8 Dead Load Defl. = 3/16 in 3x4 = 3x6 = 3x4 = 3x6 FP= 3x6 = 2 3 4 5 6 7 8 9 10 16 15 14 3x8 = 3x8 MT20HS FP_— 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 TCDL 10.0 Lumber DOL 1.00 BC 0.83 BCLL 0.0 Rep Stress Incr YES WB 0.70 BCDL 5.0 Code FBC201 OITP 12007 Matrix-SH LUMBER - TOP CHORD' 2x4 SP M 30(flat) *Except* T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) LOAD CASE(S) WEBS 2x4 SP No.3(flat) Standard BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 1036/0-7-4 (min.0-1-8) 17 = 1036/0-7-4 (min.0-1-8) Max Grav 11 = 1036(LC 1) 17 = 1036(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3252/0, 34=-3252/0, 4-5=-3981/0, 5-6=-3981/0, 6-7=-3235/0, 7-8=-3235/0, 8-9=-3235/0 BOT CHORD 16-17=0/1932, 15-16=0/3909, 14-15=0/3909, 13-14=0/3981, 12-13=0/3981, 11-12=0/1930 WEBS 5-14=-251/80, 2-17=-2136/0, 2-16=0/1460, 3-16=-251/0, 4-16=-726/0, 4-14=-236/504, 9-11=-2134/0, 9-12=0/1443, 8-12=-286/26, 6-12=-1051/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) 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. 10-3-0 13 12 3x8 = DEFL. in (loc) I/deft L/d Vert(LL)-0.3414-16 >666 480 Vert(TL)-0.5214-16 >432 360 Horz(TL) 0.08 11 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 95 lb FT = 0%F, 0%E a„»g.rl■ nasyttrr,drn snag€TiosSB ViNiu.s[esurusewanmcascasmu wrrselgc:[aual,.alaattslnru:aus.er l�s„ srassenl3,o".»gln:;wneed"rtng la,tt.trc■;,s::km,�ui,saon:,.ls,rn,lmrtern.arq wL'zsaaxaer7ld,ss4ellk s sl nc'G9»1,re. asatrrssg:s:;eF,lrxw{.e �t,:,hss�,:rin::"anrgruergre:mrsn,c,gresanrpaks,„d<cgo�,�r:aurur/ay,amx:nderm;l,p»�,as»rooalr,natnt n:asyanuatr,s=,Aiiuru,ee.os saueaur Anthony T. Tombo III, P.E. "Las:dn¢bss lar enylsiNy6tl ,nynsir.Iidtle ll*ar,�(Ind,anm:re grfwlS:Grvl!'wg Pa;gx,n!■ded A»eRi,Pe'xaitae[a2[S.Idigrode„SIrI1. Re ep�,nithe rah,ee,ryfi:ls.0 atneT+ss; mderngksxeirtg, slsereiese,'.elnxsrlf•ecee s,�lhne w.µesi3adyd ?80083 ' newu�yo:s�aaa[aeeaw.In-4. etlelaetoe,d$race;ad�a ,t■r,irra .xlsy "d�:rBt,ll:nre,,lw",rnr,,l r��driy.,.trrl�rsansluaiawlnnesea:tra:,o:xgv,iresselg,aannexetess�ad,ana,dns 44515CLBlvd. Lucie Bl sticMse «rmerra;anmrpe:Eoyntnx,a iyrl@roes hnfi,A i�rro sges!u[agays isEJne 6i lluuhesl u; erLn;<rdeS E,y»ano!m, lilha7..11 ayadtr,l lass ■e rsa�,uxreta- (opyright�2Q16A-IRaolTmsses-ArthonyLTamhalll,p.f. Re. rabiiaaalthis dotomem,inany him, isprohitiedwhhoutibewrittenpermissieefsomA-1balLass=.s-Anthony T.iamna111,H. Fort Piereauci Blvd. { A' Job Truss Truss Type Qty Ply 69112 FL01GE GABLE 1 1 A0046894 Job Reference (optional) ! -1 1 Wbb—, VUf E MUIG , rL 34940, umigri@aiiuuss.com run: ts.uzu s Aug 31 zu16 runt: 6.u2o s Aug 31 2U16 MiTek Industries, Inc. Wed Jul 05 16:25:23 2017 Page 1 ID:OMsTuGzQH5ifu1 T6OcPcrgygv8-OCKfgENjiy3GS IKSrybH7vyTnbHIP6E6h9DjTAz?4DA Oj f8 0A-8 3x3 = 3x6 FP= 1-4-0 2-8-9 4-0-0 5 4-0 6-8-0 8-0-0 9-4-0 10 8-0 12-0-0 13-4-0 14-8-0 16-0-0 17' 0 18-81 9-2- 1-0-0 1-4.0 14-0 14-0 14-0 14-0 14-0 14-0 1-0-0 1-4-0 14-0 14-0 14-0 1-4-0 6- Plate Offsets (X,Y)—[1:Edge,0-0-12j,[35:0-1-8,0-0-121[36:0-1-8 0-0-12j [37:0-1-8 0-0-121 [38.0-1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code FBC20101TP12007 Matrix-SH Weight: 87 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) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-2-8. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 18 Max Grav All reactions 250 lb or less at joint(s) 34, 33, 32, 31, 30, 29, 28, 27, 26, 25, 23, 22, 21, 20, 19 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18. 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 ����l�yfa.���i°a(rs€mm:>{swa�3taria€�tcamau�le�rarmttzwr�sv+ullmr�.Yff�ttrnY»�.�nb�f��;�n,;r��iP:,i+;y�¢t}m�.r.If��r�e�fi:�nt�t�,�sr.�lMa�us�aa�su,� 1i'ttu eln rkn sk6;itts:%(afa lDPNien63l i[iss is Ee¢ise�{tE,!lbn[ry�M.otlI%uary1G@m,rts9".V'.0meRI-L'ktlsl0nui?l S,br'✓t.rRc+syia7i4iitt Anthony T. Tombo lt:, P.E. 9bdi5ti�1§IStf9i:(xUJeRi�l{�tYtl(tEi1(Li[*kt-.cifib?t3tlrS b�MTt1{t(t5pl�br �((atfF}1p,i¢i%(Nep:Ylt!��i �n 9dlkltllErlK.�ift:fk3Ya 3f�i 1.i36t(1(fM��llt1'.�4i{to(t.E��:ttti.ktitrtt�ibf�Idttlt, Sllt�'�W6tdtICY�'1tiG (d Tsf ?VR Uk7(ib �8��3 ' 9a t9 iR§:2it�—ActmftM n4Yti5dittfflt>i<H((ApsiEofP6,4'sftl r�i�;WF'W SON 1kfEztiiar;rONSW4U1.121Ii1E1!%JFIgfff PM1 y1(i1:cR!t&IS?fitt/¢C,li�."tlYS .1 M's��1 t�'b5S 2 ov-. too Q>igtbf.£t W AFSS RX*Offfiss Q,�wt St 800-33le 61Yfj. t'(Xsiiff if it§ji (t&i9'�E tSJ tjfEIiKSIijtTEQ(L'�fSliG{Rt. 31lASS OlSf�rfjRf51:GY1 btAEsot wfl .�Lu5:111lOtf9ptes dtf�'fdSRt, neIIf �Et:F.t%1 SffC fr5d ldlFb�, * ri !(�iD16 d-I Raafiteszes-An54ce 1lomEoUt, P,F, ile redufFan Qtihisdamment, in on t•ra, is ru6i60edwitbenifAe rriGen trmitsianfiemd-1 &riot tresses-tim6ae l les;•otll: P.E Fort pierce, FL 34946 �PYs Y• P Y- P P Y• 0 Job Truss Truss Type Qty Ply A0046895 69112 FL02 Floor 7 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:24 2017 Page 1 ID:OMsTuGzQH5ifu 1 T6OcPcrgygv8-sOul taNLTGB63RvfPf6Wg7US4?Sy8RoGwpyG?cz?4D9 2i� 1� ' 2 M i 2-3-4 1� , 2-0-0 Dead Load Dell. = 1116 in 3x6 = 3x4 = 3x3 = 3x6 FP= 3x3 II 3x4 = 3x3 = 3x4 = 1 2 4 5 6 7 8 9 10 11 12 13 2914 26 2_0-0 2-0-0 1 28 I14 25 27 24 23 22 21 20 19 18 17 16 15 30 = 3x6 = 3x4 = 3x8 = 3x6 FP-- 3x6 = 3x3 = 3x4 = I 6-8-12 ! 4-3-4 13-9-0 26-6-8 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 FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) *Except' B2: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 or purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 or bracing: 20-21,18-20. REACTIONS. (lb/size) 15 = 583/0-7-4 (min. 0-1-8) 24 = 643/0-7-4 (min. 0-1-8) 20 = 1652/0-3-8 (min. 0-1-8) Max Grav 15 = 614(LC 7) 24 = 695(LC 3) 20 = 1652(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1807/0, 3-4=-1807/0, 4-5=-1702/0, 5-6=-1702/0, 6-7=-1702/0, 7-8=0/1195, 8-9=0/1195, 9-1 0=-1 310/0, 10-11 =-1 31010, 11 -1 2=-1 370/0, 12-13=-1370/0 BOTCHORD 23-24=0/1215, 22-23=0/1702, 21-22=0/1702, 20-21=-366/881, 19-20=-139/568, 18-19=-139/568, 17-18=0/1370, 16-17=0/1370, 15-16=0/1040 WEBS 8-20=-291/0, 2-24=-1343/0, 7-20=-1650/0, 2-23=0/655, 7-21=0/1100, 3-23=-307/0, 4-23=0/439, 13-15=-1150/0, 9-20=-1554/0, 13-16=0/428, 9-18=0/909, 11-18=-383/0, 5-21=-366/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. CSI. DEFL. in (loc) I/deft L/d TC 0.88 Vert(LL) -0.17 22-23 >934 480 BC 0.71 Vert(TL) -0.25 22-23 >645 360 WB 0.52 Horz(TL) 0.04 15 n/a n/a Matrix-SH 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 or 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 132 lb FT = 0%F, 0%E ut¢np-Flea Pomp!¢te.k'rEuR�160�.!itlK53;'S"ld',:Sn3111Zu56(J%glilfi(JS'0Y{"BCf-J'}:(rfi:E:!LaYfaT it<ty rri!{tuipp;uadersretrt:l edetnCit fnss Cesi,�artrmg{fa;)ablleitiv>T1.6xlt lP:; t.E Bh :tSs.?Belne nE. Yde[sC2rr.irztate{wIFt ICO,nI{ fursE�dt/S 16iB15tfC!IGg196ftGt{.A11tY.5a!SxEl{®:Y{I.I.,Sltal�E4{li!p6l:YIIBHJgR(2:3fY{GPffitA54p(d:511S1I1E{Ii4OtY1•IEl:hm! ItSAt!EfWfiFitlpdaaoEon!dt,EEtnml.tE:ir.ys:Ease,,mtapadn!Es,:tmEed Anthony T. Tombo III, P.E. .9.0 N..O."WMN pisft!,-.I lapd9ronn,Aa E+ar.'E e+ttsmtt egecutt:l l! {Or,:za,n°.rve ttdtq Ahel[4k!ixul!. ISagGeg!.t al R!-L Itx eryt,dwGeln6ne rgfieid.se t!a!inniEdttnp ifey nreie,nslti ermni Fna{sidlle Be tegasn0ipd - z 80063 C neBeafugn:spertti6!5E7tr. Aliei!ssdrAaWIDadf,I.� -dips,l!:ACeBei:pg0Mwna'M15ra!1rm;IlSfi{�18:te11 R nISEE.{—d—At p—Ipifaa;!.E64Itif-1-1-13h.161i!Ed2lra;cn:s+ea,r�esse!sie!io7c!antErEssµiunarcn,tdns 4451 S. Lucie Blvd. udntdde.vt«umtp,�a:ptErd,n.-epd!yEamatd,aueo-a;tg aE,p rsE,rnteniniquatnu.nanss{d�Egrr�otgealisy.gal cddf,a,t-fdinavnn. F4451ort etce,R 3494b (eppigdtD2016A-11:0111assas-An6rayt.Tomb Ill, Y.E. Reareduniar:r166isdomment,inanyfarm,isRrohi6itedwBhoatthemittenpertnissiarfrom41Rarffross-s-AmhanyLTambeIll, P.E. w Job Truss Truss Type Qty Ply 69112 FL02GE GABLE 2 A0046896 TJob rence (optional) 0-p surf. o.ucu a Hug o i cu i o Print. a.uzu s Aug ai Zu1 b ml i eK Inaustnes, Inc. Wed Jul 05 16:26:24 2017 Page 1 ID:OMsTuGzQH5ifu1 T6OcPcrgygv8-sOu1 taNLTGB63RvfPf6Wg7Uea?dy8ZU GwpyG?cz?4D9 0-1h-8 3x3 = 3x6 FP= 3x3 = 0 ,04 ;drf7 0 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x3 = 3x6 FP= 3x3 2-8-0 , 4-0-0 , 54-0 , 6-8-0 , 8-0-0 , 9-4-0 , 10-8-0 , 12-0-0 20-0-0 , 21 26-6-8 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 FBC2010/TP12007 CSI. TC 0.08 BC 0.01 WB 0.03 Matrix-SH DEFL. in (loc) I/deft Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 23 n/a n/a PLATES GRIP MT20 244/190 Weight: 119 Ib 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) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 26-6-8. (lb) - Max Grav All reactions 250 lb or less at joint(s) 44, 23, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 30, 29, 28, 27, 26, 25, 24 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 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 .....zt Atn flitst�4 tMtx Rt'AIP-Stit!6iB SEIEfif<.Kl4tZNb45tDKr1^��IS(t71CAnxm� �' r�} ( y q.,u,ir¢i'-'�('.1.fAt'hSd. tEli(j¢tti§F¢itt2Si:Sf�E[tLE}{±SR{k3ift59¢ri�§E'.'tS,ttli¢()(`i'ItSd Li!§k1S4P1.:'IFil9hi,¢f.¢t(t!!rLS i¢ettf{fi,'t 45F �4418.:EEp�.te S}.`Td61:Lt:C'¢talf YI`f§amCJN §�tFSfH:;de;n!d(a ig¢b44 S4C1¢. },#T rif rGi! f.M S..tefit4Tn§ }1MItT41 S441mmWa3pa".e:twt;"k�l(l�4tti: iRt�tfylift!IS¢xE§SiS �C¢fA11At(E51¢ry{jit SK§i4tlpt5t�§M4.14{+,y�t Fet f4i§.R(N IN l.':W dfi¢t;1`-0=.�aY.¢t4tU� r�Siitri'.3i AthORY7 Tombo 111, P.E. a�rzedl&si ahtnrS.S€A§tta!ra§asidt'a!«b±. w,tS.B4eEft Ea ut+rE¢!daE4e t+da§;esgie,unnce'aidt4t:t;ffit lKmi Fudtr;&sgsetexdTtl.Tnq§ra5da�ktl.etsia§5tldreti t'Sxu�x:tih¢Sx3u�dugt,ite6�hatsdf5ag51vLk7x �sut.ifi.t§ 80083 k4¢tt§iLt.LLA¢rftntLkr,§gm'Li5lltabBE§:U@Lfti§EL2it50FejiliF.HtFLtoflfii3ai§�9¢ 35iR',q(Lef€lati(S(�Gi6}tjhfiftHdi lffitStFiECCd(t"jE 91(3¢60;Ri§¢ih'�4'¢fa5§INIA`ilfttml§9t5 (SEt4FiSeEY 4tE#andr'¢6f:PME@ls(4IIk,�t 4ytmjE51 4451St!ucieBlvd. }jgEMjS43�tfiptetJXittti"d:(SJ1SS�a eI YX#k5¢E§t©¢Itt!£314htQ. ;Stt 4S5¢lSFj fE}SaY«¢Si }£¢?Y`tie¢'".451§3Y: a¢aflltShLA §t§Ima1�CC¢t3a¢, �(t{dr'IG¢7,0; RIKdtAld Htit, topyrigh3 tCE 4Dl6 A -I Rnnilresses-Ant&anyl.Tnmbn lll,P.F. heptodatriendthTs dntmm e, in any lesm,is prahi4ittdt41hanl ihewtitten petmissinr:SomA-¢ isonihussts--Arihnnyl, Todellt, 1 Fort ?fierce, FL 34946 Job Truss Truss Type Qty Ply A0046897 69112 FL03 Floor 2 1 Job Reference (optional) Hl Kom [ russes, ran rierce, rr- 39ZMU, uesiynLdsuuss-wm 14 13 2-6-0 1.5x4 II 1.5x4 = 1.5x4 = 3x4 = 1 2 ID:OMsTuGzQH5ifu1 T60cPcrgyCjv8-KaSP4wOzEZJzhbTrzNdIDKI hkPgUtwsP9TigY3z?4D8 1-2-12 2-0-0 2-5-0 1.5x4 11 3x3 = 1.5x4 11 3x4 = 1.5x4 11 3 4 5 6 7 2-0-0 Q 6 �2 6• 10 3x4 = 11 9 3x4 = 3x6 = 1.5x4 11 3x4 = Plate Offsets (X Y)— [1:Edge 0-0-12] [9:0-1-8 Edge] [13:0-1-8 0-0-12] [14:0-1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.16 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.22 10-11 >742 360 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix-SH Weight: 69 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 751/0-3-8 (min: 0-1-8) 12 = 751/0-7-4 (min. 0-1-8) Max Grav 8 = 751(LC 1) 12 = 751(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2034/0, 3-4=-2034/0, 4-5=-2060/0, 5-6=-2060/0 BOT CHORD 11-12=0/1332, 10-11=0/2060, 9-10=0/2060, 8-9=0/1331 WEBS 6-8=-1471/0, 2-12=-1473/0, 6-9=0/856, 2-11=0/775, 3-11=-261/22, 4-11=-365/205, 5-9=-271/0 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) 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 te ,fiy-rim m" {u{rnn.n: t nM WKISIs<¢[!;SIREW itruA gEomos, tas?au wry }taeaue[sw uEr[na mfi t�i� p ac urruE nel u�, u , tn„ �.i{agn.m;Fna;o Eaaad {t.tesEa r, rt. tr�u;<sE rtd eau edux n .itErd:lu ee t ro.rdr ltsTetr.®kd:rddn MkEfellY6<IDem{: nrt A. .Mod ow, TO fgmsnsWge inip'lne sulk roc le{i-l:lulrn. hdll fo-, 16Mly ' Amthony T. Tombo iIl, P.E. nl krdn:sinsxtarm{kiLfs{Is Be¢sprsisliq d?x(Ine.,6e,Cners odksrirklrykn45:taUcg Onipn,n4e ruleddfie RC&a ldMfa IrelbSillis{reiknliii 1. {t e{{malu!naI00EeE ntfie9nadCalrs; IcdkEiy{nein; ilmrye,udsCel'mnl k:na{sShc ieoz ngrnn!li¢d : s 80083 M1elail©{D:sigvae6d!kda!@edessdegien:lUCkdSxFeniesl;�d;lnesdtselci�.{Gr{ceeklStrl{Idefaehan;it5¢{d6etslr{r'.nE58Aceidnnslfa:r3xxdpft,.141i&ksft 4.0[nnsd Mud uelos.g:sq¢,T.n1-1iykie,.aodfmst<adann,rdkss ! 4451 St. Lucie Blvd. knel:Ee alyE:«ncakpearynsxrrs!{r[{Eaninkt:,il�rrsnot m{x ixrTnkr,ua{oniprk;aids;stdah{neanrc:uiy.ei[m{rdekE ;neEsEdne mT. Fort Pierce, FL 34946 (opyright020164-Iholfiusses-AnlhonyT.iamboIll, UAeprodudionofthisdocument,inanyform,ispfohi§iledwilhout;heminenpermissionfrom4dRoof fusses-ArthonyLlembeIII, K, Job Truss Truss Type Qty Ply 69112 FL03A Floor 1 1 A0046898 -J Job Reference o tional 0-1-8 H l 2-6-0 1.5x4 11 1.5x4 = 1.5x4 = 3x4 = 0 1 2 014 3 0 ��y ea y t �� t� e�te a cn niuuauens, eeel . YVtlU JUI U, IO:LO:W ZUl / rage i I D:OMsTuGzOH5ifu I T60cPcrgyCjv8-KaSP4wOzEZJzhbTrzNdIDK1 gRPgVtwgP9TiqY3z74D8 1 I 2-0-0 2-2-0 934 1.5x4 II 1.5x4 11 3x3 = 1.5x4 11 3x4 = 3x6 = 3 4 5 6 7 Win 8 6. �2 6 11 10 93x4 = 3x4 = 3x6 = 1.5x4 11 3x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.16 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.22 10-11 >737 360 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-SH Weight: 69 lb FT = O%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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 731/0-6-14 (min. 0-1-8) 12 = 744/0-6-14 (min. 0-1-8) Max Grav 8 = 731(LC 1) 12 = 744(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2006/0, 3-4=-2006/0, 4-5=-2014/0, 5-6=-2014/0 BOTCHORD 11-12=0/1318, 10-11=0/2014, 9-10=0/2014, 8-9=0/1361 WEBS 6-8=-1480/0, 2-12=-1457/0, 6-9=0/805, 2-11=0/761, 5-9=-265/0, 3-11=-263/17, 4-11=-341 /215 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) 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. 4) CAUTION, Do not erect truss backwards. LOAD CASE($) Standard Basht-Fleeu tktml!¢reta.fia1110gfTleL4MMI11 i1mutt7156(b%ellic4(iN10419LT;1')i(rf9d1[L�aYikT Ina le:tlrtesippx.9at!dredx'untit fnttre!i�ertx {I[�"}mdiledAtf®p1.6rka 4:if. ie4et>a 5lertt!lu!AtL CtIrteCRurlse eekl n 6IM,"it offsk am 1w,"MWiefirtle'DDuItdd.MTMSDW?hime(1„51eu!eyFspett?a9lSni-ey'l0q.,aseso"tt74,dfiq!;f4"I!Eyh41LL)festmatUt1A,BeIMP dthi*Ire!ifgdduheIDnnry,nenITT l.NMite emutett,kdalmuh.s,uulam Anthony T•TomboIII, P.E. .1 ."1 te,"Nfs IN alI hfuig is It, tupnikdutdfktomer, Be O—s' Mhd tpdu atMi tOndpe,n1, ededeftke Ka, IK.1Be losIWhat WeWIN L ltv eilmd ef6t TOO W.1fiellw dBe L ss, Itdt6s;Winn stop, leslegdnWIr 1 skdlke Be m!lstAidittd ' = 80063 Aeb;llky Iseel Is del3asnaiin ul rildmn d MA4 le 140n; llepeal Smitin{ttS11pblef kt IN ter M Bl, Im,!d W teasel pd... 141 ieffs.&tempesb1im vul.4,dn:L]ssO!vpa,T!Cs Wip f➢t3eer 6d Itm, WaAltett. W., 111-hetdmdlyaWed sped tin It meq q ell lanes Ieuhsd let Tun Dac!p 61Mt Is NOT Ath 4 yfiesgae,erTfnssrsles IsInte! dsty Wimi. AI m1rdad teat us is Mid InTIM. 4451 St. Lucie Blvd. fopyrlghfD2Ql6A-IRoaf6usses-Anlbony T.Tombofll,P.L Reptodustion of this document, in anyform,is prohibited wilhoutlhe written petmistioa from A4 Real busses- AntbonyLTomba III, P,E. Fort Pierre, FL 34946 u Job Truss Truss Type Qty Ply A0046899 69112 FL04 Floor 3 1 Job Reference (optional) is-j moot trusses, ryn muiuu, rs_ aY u, UGSIlj11�G I4 UJJ.WI11 14 13 2-6-0 1.5x4 II 1.5x4 = 1.5x4 = 3x4 = 1 2 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Wed Jul 05 16:25:26 2017 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgygv8-on?oIFPc?tRgJl21 W48_IYZrhp9YcNGZN7RN4Vz?4D7 1-3-4� 200 210 Dead Load Defl. = 1116 in 1.5x4 11 3x3 = 1.5x4 11 3x4 = 1.5x4 11 3 4 5 6 7 UVi c6. 42 a 11 10 93x4 = 8 3x4 = 3x6 = 1.5x4 II 7-9-4 8-9-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.16 10-11 >984 480 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.23 10-11 >710 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 Matrix-SH 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc. bracing. REACTIONS. (lb/size) 12 = 734/0-7-4 (min. 0-1-8) 8 = 734/Mechanical Max Grav 12 = 734(LC 1) 8 = 734(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1970/0, 3-4=-1970/0, 4-5=-1952/0, 5-6=-1952/0 BOTCHORD 11 -1 2=0/1 298, 10-11 =0/1 952, 9-1 0=0/1 952, 8-9=0/1297 WEBS 5-9=-272/0, 2-12=-1435/0, 2-11=0/742, 3-11=-268/9, 4-11=-310/232, 6-8=-1434/0, 6-9=0/808 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) 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 3x4 = PLATES GRIP MT20 244/190 Weight: 67 lb FT = 0%F, 0%E . ' _... ........ 6tce. �fteftf;5iru�'J ritka<Nf'Al r3DiltDiS+'^sEttiP�EiNsltE7ftYiLCDf�^P,7d5 igllfo)"€1Rn'.S51A".iD6bL`hM1"6ia ra!s' sea�!lswiltltft'aLEx�i tress Et9.roz-;IDC;wit6.srE*k:'¢amlD,lihfrixse �eeftdut esE. lh3szt'essaat E�aiaAtBk,ali yiieE ftnw.hsp'sls sfakasafa ffit1DFt+k tatd.lales,'rJj!&•dEe yl,FacxrjFt#nrtlp2a selifE f,77DGnjrrss5:mxsjhaazttepE&isad equ nleg,rsjr>ii`htarxtcept±TasdgNirnt Nji:klrif3Datr,#n7f6L':uhuji mssptirob.lru3izffls, srtdst3; xar:�anrmSstraEtsat p:�3r, EldfLuh,>> i+ta6tCfrlts tt°aa,rat,: Ern:vt•arr - l=nte m>`•esac,;x ra a�xa�� v :e ratoaa. rse e,itxnel>gcau eFt tt at , st,ar t sma ,.atrmc:mik saeteixa,, «zrj x ' tt'9ry T. 8083 t(F, P.E. :� 86C1$3 7ttK.OBj:41i 1S1(iphiCN_j:l9ATLSA4411i617.'DRfrl:jlXY�ea� itlSiRt ' tjElEjTiJkSjEiGS+YCLfiYIiQ(` EIL7:j4'f HftiiaGittet(Ett6l+lf4[45S'3fjsideht,i(1:L4iilS EiiSjP41.:1Y,t;f4E ltE:Y�Ri'RSDESi et;tttSf@?kgEE17i?H�7Rri}'.��BQ4t9,Wuel 4451 St, Lucie Blvd, Fort Pierce, FL 34946 S'Irbiil$F:p!!§itilRn`C7 tll�j14N3eilUJtjlPjLht531Firrj, ?Ett'ASSDEe ifSji9eY$;K�I}EilNl9g:fSt�,&jrRSS.i51Eg3{lkrElfli4jt Sj,%i�fEfliE':i!!Se°S;IXS ti!!°.klm(E�l. Eopydgh 0 2016 A-] Bealllosses-Amheoyl.lamho III, F.E. irptodmtian of Phis dammaat,in any Tom is the szrirrn petmissionf mask toot Trusses- Anthony], Tomho 111,1`1 n 41, Job ss Truss Type Qty Ply 69112 FFLO5 Floor 2 1 A0046900 Job Reference (optional) run nnttx, r3- .rsavo, ae,rgntga rsrh3ss.com Run: muzu s Aug 31 Zulu rnnt: 8.02td s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:26 2017 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgygv8-on?oIFPc?tRgJl21 W48—IYZpLp41cK9ZN7RN4Vz?4D7 2-6-0 1-3 4 2-M 1 1-9-8 1-7-0 I 2-1-0 1F t p Dead Load Dell. = 1/16 in 3x3 II 3x4 = 3x3 = 3x3 = 3x6 = 3x6 FP-- 3x4 = 3x4 = 1 2 3 4 5 R 7 R a nn 11 » 1'] I 1-9t 24 23 22 21 20 19 18 17 16 15 3x4 = 3x6 = 3x6 FP= 3x8 = 3x4 = 3x3 = 3x4 = 3x6 = 16-0-12 21-5-12 6-94 1- 9-4 8-9-4 15-11-0 15- 1-4 20-3-4 2 -9 4 21 -4 26-7-4 6-9-4 1-0-0 1-0-0 7-1-12 0-0 4-2-8 -6- 0- -8 5-1-0 Plate Offsets (X,Y)—f1:Edge,0-0-121,[10:0-1-12,Edge][17:0-1-8 Edgel [20:0-1-12 Edge] [25:0-1-8 0-0-121 [26:0-1-8 0-0-121 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 0.83 Vert(LL) -0.16 22-23 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.25 22-23 >770 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.05 15 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 Matrix-SH Weight: 131 lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) 5) Recommend 2x6 strop backs, on edge, spaced at g g � p WEBS 2x4 SP No.3(flat) 10-0-0 oc and fastened to each truss with 3-10d BRACING- (0.131" X 3") nails. Strongbacks to be attached to TOP CHORD walls at their outer ends or restrained by other means. Structural wood sheathing directly applied or 6-0-0 oc 6) CAUTION, Do not erect truss backwards. purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. LOAD CASE(S) Standard REACTIONS. (lb/size) 15 = 456/Mechanical 24 = 778/0-7-4 (min. 0-1-8) - 18 = 1665/0-3-8 (min. 0-1-8) Max Grav 15 = 524(LC 4) 24 = 806(LC 10) 18 = 1665(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2262/0, 3-4=-2262/0, 4-5= 2403/0, 5-6=-2002/0, 6-7=-2002/0, 7-8=0/1236, 8-9=0/1236,9-10=011231, 10-11=-999/92, 11-12=-999/92, 12-13=-999/92 BOTCHORD 23-24=0/1448, 22-23=0/2403, 21-22=0/2403, 20-21=0/2403, 19-20=-27/942, 18-19=-27/942, 17-18=-563/281,16-17=-92/999, 15-16=0/842 WEBS 11-17=-365/0, 2-24=-1601/0, 2-23=0/900, 3-23=-260/13, 4-23=-368/165, 7-18=-1921/0, 7-20=0/1254, 5-20=-725/0, 10-17=0/1027,10-18=-1027/0, 13-15=-931 /0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 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. � �iti3�Fj•%2JJt�Jfi�yJJ@ANiC!'j-11_l'T(U$S''>'S'$E%:ij QFAa3t i:LY$1(OhEibii rliSlllCd'b7!Q'$Sr4��'IA''•AI'itf6,rft{(}tE(it^.C.2:'t'[OdllE{filifq%3T,RJf 63S�jlr@�AAriI��gJ Cf itMtSpT.iiFSOlat..iJ(Ct3ff$121S 1tfQI2 qR �t3t/:d412i;lt rt.`3{q$E?4-0,giJ Ya':fE:tq2:4xrU431EFF3N2}rtl{Rlbb11'ssq"�. AStr'1:tv8:1'SF[(iq@hA..!rtRA$tP,rt2S(yGSSi;PW7TCSrf%23Ee�f 4ax R!�'%f%fihS: qBI N{�AtflUrr2:pML'.2(ep hl (S2ChUjidhtti:$13T23JStep dRU1IiG{fl(,@(!t )rI I, :S2Ctif{l tlis>:pMu;,IZ [I'gCi:@S, ru3&`f! 'Anthony T. Tombo 11r, P.E. ndaua't37t (nn hturtrll ttt»a{edfEe.4f�3axf2,p3CtJfhteC:tttrdyt2ferCeCf.'.tay9fJ,fah2sdatdtL9f,3xKai109A.tup,tdeair%4. TJmgprordaldtl:psteer elia,teft'irc3,12'dn9.iz8ial.derggiNlcousdireuil3ld'ehJtftnpfr!t}7;a _ ir 80063 i3rAialil4lFAf:erSdnLait,$]fiti3d&iP�'S1vJlf{6Spfi4it3@{riFJf°9eS�MbWi(9jrfif5 $Li::iiLiF€tQE3(-�arJ' IS:1?�hrr%fd$rf@Ildfiefldril6iMtiy�R7.r%-tWofint1lifH15°tifi@l}INfP,�QtT:iS36gi�i22.f—WSrfj".9Nil i;5ArNflH.9i+SS o tetirittd6rsd e(ax:324 es! ifxiei3 ES Eft i{'ItJ anhel, T3e12m0fd Ee 44515t. Lucie Blvd. zt P gbJxnkat9frsrerzlasl3»,fira3s:fJxaEirafei31q313&YiO,;C@pncn2dmc3m3:{s,edslrEl. Lopyript Q 2.316 A-] Rod Tpu scs-Anfbotyl.lembo ill, U Fepmdattion of this do2nmtol, in any rora, ispmhibited=itboat the wiicen permission bom A-1 Rod Ilutses-Anthcnyt.lorbo file p.E Fort Pierce, FL 34946 u Job Truss Truss Type Qty Ply A0046901 69112 FL05G Floor 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 20% Print: 8.020 s Aug 312016 MiTek Industries, Inc. Wed Jul 05 16:25:27 2017 Page 1 ID:OMsTuGzQH5iful T6OcPcrgyCjv8-GzZAVbQEmBZhwvdD4ofDll6zcDSTLlgicnBwcxz?4D6 2-6-0 1� 2-0-0�'i 2-2-0 2-0-0 d I 1-7-0 2F 0-0-1 i 1-7-0 I 27 26 Dead Load Defl. = 1/8 in 3x6 FP= 3x6 = 3x3 = 3x3 = 3x3 = 5 10 = 4x6 II 3x6 = 3x4 = 1 2 3 4 _- 5 6 8 9 10 11 12 13 14 25 24 23 22 21 20 19 18 17 16 15 3x4 = 3x6 = 3x8 MT20HS FP-- 4x10 = 3x6 = 3x3 = 3x4 = 3x6 = 16-0-12 21-6-4 6-9-4 7-9-4 8-9-4 i 11-2-4 13-9-0 i 15-11-015-f1-4 20-3.4 W 9a4 22-3 } 26-7-4 6-9-4 1-0-0 1-0-0 2-5-0 2-6-12 2-2-0 0 4-2-8 -G- '0-9-0 4-4-0 ' 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 FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T3: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) *Except* W8: 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15 = 340/Mechanical 25 = 908/0-7-4 (min. 0-1-8) 18 = 3151/0-3-8 (min.0-1-9) Max Uplift 15 = -59(LC 3) Max Grav 15 = 493(LC 4) 25 = 934(LC 10) 18 = 3151(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2783/0, 3-4=-2783/0, 4-5=-3214/0, 5-6=-3069/0, 6-7=-3072/0, 7-8=0/2350, 8-9=0/2350, 9-10=0/2349, 10-11=-866/605, 11 -1 2=-866/605, 12-13=-866/605 BOT CHORD 24-25=0/1718, 23-24=0/3214, 22-23=013214, 21-22=0/3214, 20-21=0/3214, 19-20=0/2194, 18-19=0/2194, 17-18=-1437/48, 16-17=-605/866,15-16=-222/775 WEBS 11-17=-475/0, 2-25=-1899/0, 2-24=0/1178, 4-24=-753/56, 7-20=0/1056, 6-20=-282/27, 5-20=-712/112, 10-17=011423, 10-18=-1335/0, 13-15=-857/245, 13-16=-475/114, 7-18=-463110 CSI. DEFL. in (loc) I/deft L/d TC 0.86 Vert(LL) -0.23 20-22 >809 480 BC 0.85 Vert(TL) -0.35 20-22 >536 360 WB 0.76 Horz(TL) 0.06 18 n/a n/a Matrix-SH NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 15. 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 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 15-25=-10, 1-14=-100 Concentrated Loads (lb) Vert:7=-1500 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 140 lb FT = 0%F, 0%E ;rawes-nnv„avrg3grKu�&v'Alr:arn�ssisruag.ewrl�u?rttcamrirars��Te+a('trrcrt,u�sa��rsra�.n^m� rr��enyvgM�3,;r:mtvvveavnsa�sxs=.nnrn�e:rv*n;il¢r;n34ainsa�T.ma»mrthfcrwsvns�var :�s�r;:vna:�,nrg Pi€eke.ve ix}1 is a�»ge ntifs T±etE€kiv n€Lit[.s.vpa.vg uc s'.a,lgeatPg r�ner"se vxa Er evgTGPnwxix�e aax�c}bee�Its#stn sxdengvesbq:v:pas:+tCskrKe[sdpdhcsi:tlaTisteegrteg lvfPPcvh,�aln1i61, iaans;ryvast+xgAaAs,bsfq tea -€ay vr7edd3; Anthony T. Tarnbo Ili, P.E. x3n a'Ws Tnsxlunr;rSfvgd rragnsPv:ap !` auv,paCaeeff aaSuaYdrgvsaME irspS d ,it hsrv4al$"uvltl;Sv6.u4dvhEd a3-bv;:a3:a3,fR. rsaxg}nrd dtlel:PtNavp!ku ,edit nstsri[isgsx8iv. dasgx,asid'�;vea�b:ezag sid.kix awvx.tlr3; # 80083 is tvffsg7vnpaeaafkeavv's. 3laa sssrduCe i'Oaihegsxess o<igtfxives#neRd3a76c az5 stly sans itSPpolisa3k7:Ns31.,4 am aiscn06rgr nal;s3n�rfl;3s4ns ansgcv:u�aeravEi:aesdrtToss;es.-vsr,GassPvzly kg,ttrsel-roaY aaia, :ss 4451 St.!Ude Blvd, aiav*tuivtiil v CrlagxHryxs U�(R�EreCgrries:nege4. ;€el.ns2si}ttegacs;• g7. Jd reirgs9gvs,nTusi;shc,Ergis<sdary gx.rug, 3; upis�aH, es vna. iud atrtl. Fart Pierce, FL 34946 {opyrigtt�sR9ldd-1Aealirnssas Anittyl.lembaIII, P1 g'epraduaimnadttisdammeat.inanyrarm,isprot60edr:ttantifierritenpermissxxfiemA-3P.aafirnsscs-Anttc<yLlemtaIII, K 0 i Job Truss Truss Type Qty Ply 69112 FL06 Floor 5 1 A0046902 Job Reference (optional) m s nuus r rushes, rurr rserce, rL .rttfvo, 0e51gnrda-E sr1J55.c0m ; 2-6-0 , 0-6-0 , 3x4 = 1.5x4 11 2 3 3x4 = 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 520/0-3-8 (min. 0-1-8) 7 = 520/Mechanical Max Grav 10 = 520(LC 1) 7 = 520(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-985/0, 3-4=-985/0, 4-5=-985/0 BOT CHORD 9-10=0/862, 8-9=0/985, 7-8=0/835 WEBS 3-9=-384/0, 2-10=-953/0, 2-9=0/496, 5-7=-923/0, 5-8=0/321 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) 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 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:28 2017 Page 1 ID:OMsTuGzQH5ifu1 T6OcPcrgyCjv8-197YjxRsXUiYY3CQeVASgzfChctl4JssrRwU8Nz?4D5 2-0-0 i 1-7-0 1.5x4 11 3x4 = 4 5 Dead Load Dell. = 1/16 in 1.5x4 11 6 3x4 = CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.58 Vert(LL) -0.08 7-8 >999 480 MT20 244/190 BC 0.47 Vert(TL) -0.16 7-8 >727 360 WB 0.26 Horz(TL) 0.02 7 n/a n/a Matrix-SH Weight: 48 lb FT = 0%F, 0%E Zt. ec •PlersrKr!sog7ymirste'AdI Dr7[9'iii3(fttt?I(73nsli[t!tXNC@DtSti�18NI'fDtn'is:sADfiSiDFYi47'tia, iudf kip frr.±Ss+sadsteeesluntis inn 65Ap Es»t;iil";Wtie rritetyl.4niaXtrl.Ufnou ArdkA,ane. lltnsrF. iRbe nui"Mi6D,n11 Uitdrs 0" INS Aclerssf€nbtShlrfM,lA:trnsswest@sh{iteeSr„S;ednrrs�rrssjRs:rrSrcear76@rsgrrubax!ytmrdksra5s!xadm�uerbrrrstaua•:iltitaneiedpolSesbArLassftlimdmGrFiDa¢,rsrttl[Id. ?isdsipmaspsa;lain;mlDK;s�hirty Anthony T.TomboIll,P.E. asdardtlhinntttnttirra;tt!+nsrnsHardds6aret,nsD.ufs vt,Sa'vtiyWttMt ode+f}w.urxsss.enxiis Ar,``t�tsftisle�dmt:rd 7W;t41. lugtr+rcsdlirlJDaf€ieda,tdir 3ttst,aauCug5�6t.smsgr,a!bt''ivavissYgs4cGtnksrs;se!Ss'.i;d * 80083 tr!¢tbph;i,znerd(ramhr-rD zxssdadatrf',.Duttxt;atus¢i;srhfiddiuD�ft:aGcpar•.Ss?:'t Lv*retiaSCSQp11 tTL%nff!;r nr sefvte��dh[ttrel;ddo.�.%I dsfin3r ses;saslkAs WiN, dtcrass@tsr7", Ina §'@ k� Est'vtssre{irtsskadtdeix mtns 4451 St. iAl4ip. Blvd. bk.!Mstk!ner4;eC�resrsA�er b+n:tisyEl s@yaXes41r4uL ikehns0esvpFgtarxi!N@Igdtufnt2rs�ss�,wSstsS'pkateperad�7idGat, ti�utdaseft!m:muL3tIhSW1. Fbrt Pierce, FL 34946 topy6gtlV2016A-1Rooibasses-Ambuyl.tombo111, P.E. Reptobttiond1hisdosemat,inanyr_sm,isprohi6ittdw0hoalThe WdutoptrmissionfiomA-ltaoflrosses-Amhanyl.lee!6oUlf P.L u Job Truss Truss Type Qty Ply A0046903 69112 FL06A Floor 1 1 Job Reference optional) Al KooT t russes, rorT rierce, rL J'i`J40, UUh1 [1l W_d suubs.w- 0-3-0 H £ 2-6-0 1.5x4 II 1 3x8 = Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:26:28 2017 Page 1 I D:OMsTuGzQH5ifu1 T6OcPcrgygv8-197YjxRsXUiYY3CQeVASgzfBKcrH4JdsrRwU8Nz?4D5 2-3-0 , I 1-5-8 3x4 = 1.5x4 11 3x4 = 2 3 4 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 TCDL 10.0 Lumber DOL 1.00 BC 0.62 BCLL 0.0 Rep Stress Incr YES WB 0.28 BCDL 5.0 Code FBC2014rrPI2007 Matrix-SH 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 oc bracing. REACTIONS. (lb/size) 6 = 510/Mechanical 9 = 497/0-6-14 (min. 0-1-8) Max Grav 6 = 510(LC 1) 9 = 497(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-931/0, 3-4=-931/0 BOT CHORD 8-9=0/931, 7-8=0/931, 6-7=0/824 WEBS 2-9=-1007/0, 4-6=-908/0, 4-7=0/297 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) 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Dead Load Deff. = 1116 in 30 II 5 3x6 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.14 6-7 >823 480 MT20 244/190 Vert(TL) -0.22 6-7 >515 360 Horz(TL) 0.02 6 n/a n/a Weight: 49 Ib FT = 0%F, 0%E ........... 'Pm'..ef•fletse;,srrr^37 te:wr 6a'4di-5r14N'>•.'s^SflEr°j �i4hitM:sick.7t9�1411€N{'€3?Q�F:Sk9€:i2�'fh7`h£a.1n8.1tB�e4rarccexesvdtt4tn!suCzsSess i:il;£mentgitG[p{at ktfienl.'.Bi�s m:rilifreen Slenitbn.se. 4..tssa�rteu s:itf exSa?t-0,alq d4ilti,t AlXl' fSSTal'':N93?liR L41Mp§s #al d dT'e:t gesy£Fs, toy 0..SjtGEAJ3yit#�rt SP1E44L(IGptH,4tifffi.:4AY.lt}toFdRlElSlrSt'.%Stt!¢}11tE14i Tilt)l:ifjt}£p(tt(ESitFk �t N-gl!i£}tl ltP�:FedQ8U41"a�R(r.0.19111 E intd£til4!tt+ [i'i?;. sit { N S'IEsi'8r Anthony'j'. Tombo liar P.E. mat,e;tHlsinn4erstrtrifmgtt,ats:lns0iihdt4!:neGts!Awa(s M.te2tipcnetdag. £sgg +k,USe£ .'�t:F.4�gT,S£dS a lnEd ltl4g;tit ardlN 1. T4segpretddlatl7 seiul`adds:adke"rcsisi niegkrd'ny Nege,xVd�i4e zih£uag4hP. ta4a££tgxis lld # 80083 ' §2ltfUtl=t51^tSS ifli4GYti#..a4r£i4nmlwm4l gae>aalna.�s RfgtP1£I4tS3Aar£d Ttslxr'Sd2l c�'efFcTt§{CSTflkilFiiA{l+f `%tkni.A@f lFEtft FlL^diif rPlC!I Ifllr'R (b[dt:4t4 StAt(44£`.11'£1t41 A651r11FrT55 �FSi .GJi'-�Ril�i [4¢PYf6: �IK5 i'43�4d£t#, 6.1!ti 4451. St. Eude Blvd, rdt£anedr148te}s{€�sd metelgEstlmgrrlrtCru!gsmtt!!d.ebsss gsspFi£xi:d�.Ltssvy asks:,reiTssf;sba€t;fxnsyb.xr.}:; ulkc ndxss etaLed'plfEl- Fort Pierce, FL 34946 ropyrigbiQ2016A-1looflrcros-Anihanyl.lomhoIN, KE i'.aptedutdond1hisdotnment.inany f T01prahi6itedwilhaatthe nyinenpetraits€col£omA-ttonttrnssas-Aahooyt.tamhnllE;K or Job Truss Truss Type Qty Ply 69112 FL07 Floor 1 1 A0046904 Job Reference (optional) ++a , caiykk�a i uuiD.l:Urrl Run: 6.020 s Aug ai 20l6 Print- 6.uzu s Aug 3i zo16 Mi I ek Industries, Inc. Wed Jul 05 16:25:29 2017 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgygv8-DMhwwHRUHogPADneCDihNABTbOJYpgi?35g1 hqz?4D4 1.5-3 13x6 — 2 3 3 = 3 3x6 = 3x6 = 2 W BL1 BL1 x6 L1 BL1 W1 W1 8 0 m 0 3x3 = 3-7-5 3x3 = 3-7-5 Plate Offsets (X,Y)— [1:0-0-12,0-0-0] [3:0-0-12 0-0-0] [8:0-0-0 0-3-4] [9:0-0-0 0-3-4] 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 0.19 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 Matrix-P 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) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 164/0-3-0 (min. 0-1-8) 9 = 164/0-3-0 (min. 0-1-8) Max Grav 8 = 164(LC 1) 9 = 164(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) Bearing at joint(s) 8, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) 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 vL�Ers-rim::mttklsi(Prix.lye'Ina;rnmesrss€(J^„;El3e(n�.usscTsomes(asmw(-wsr}tasasu5u[ern:nrtta(rermp„a:nnrtkttl�xkn+�ctanekrynoaragp(urya:aaesaeRflr,�E.ia:u.Erzn,,sxr:tdttrn•.(4tluatu.;iusmdoutl<(eo.er(t ILTkkruaxattpleless'¢71e:rsenzM<ihCAlenLl.Isotrasg:s�ehemw{re.,S(e;nLryfelia:r!ptl:sslnmr(;rgrtsalsmrcry eiE4epkc4;<ikailersh:nulroparti'gLrttlagsQ4ciupeTres;a(:raF.E�(opeit,attttnlfto:isrs;sa(esm,( tl(mer•<ec, aaely Anthony T•TomboIII, P.E. reened47:kimsfacpkitlylslEem(nsm:f�hd9e0ne{Ra Oxxtsoahr'uNges kk 13e4s0rl:s.'s,tv9euded dRslk,&ftttteYx(r('milfry<rl; etTtld. Eks eM+nda'tarNOalarfi:M.seilNrims, irdHiykuTm3,ilwne,zs4^tliani hnxe skdlee@enrnirdrtEel -- 380683 ' lei e3areleQ:i�Nff111ia1att. lgrtla SE'rllll n:I�4111@t(ICLhlh1—DuLp bb.,15IN '.jS[Hrivtkh �kl9liiCJ;k(SQ(61G:t4�!(ofuy jldn.Iif�1i rm.ddo.ft [irllHtltffS(MStliIbPI BIIP.Iiti�lb(135i 0:5!¢ER,irzn k!ipk Eq.r<ernitncsMmfi�aa,oa::s 4451 5t. Lucie Blvd. rRnwh:utaedln:ahalrpregnk nt%¢ 7dl Eztiet irnh:i (M Ia.r Drip Gglxkr is Ei4fle WIIIg0e9gxr.aLas; $eaz 6(Cad dkgirillrA. tgu(adtrsdMa; m rt dzfine!c eT4L (appight�tQl4AdRaoffmtses-An(6oayT,TomSaill,P.E,Reorodus(ianaWsdonmem,inany ferm,ispiohititedwhhaut;hewrfienpesmissian(ramAdFaaifmssas•Anthonyi.Tamiolii;E'.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0046905 69112 FL07G Floor Girder 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:29 2017 Page 1 ID:OMsTuGzQH5ifu 1 T6OcPcrgyCjv8-DMhwwH RUHogPADncCDihNABKa081pg??35g 1 hqz?4D4 2-6-0 0-6-12—� 3x6 11 5x6 = 5x6 = 3x6 11 3x6 = 3x6 = LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.05 5-6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.08 5-6 >901 360 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.02 . 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 Matrix-SH Weight: 45 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(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. (Ib/size) 8 = 1612/0-7-6 (min. 0-1-8) 5 = 1508/Mechanical Max Grav 8 = 1612(LC 1) 5 = 1508(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-668/0, 4-5=-554/0, 2-3=-2193/0 BOT CHORD 7-8=0/2193, 6-7=0/2193, 5-6=0/2193 WEBS 3-5=-2384/0, 2-8=-2384/0 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) 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 714 lb down at 0-5-8, 714 lb down at 2-5-8, and 714 lb down at 4-5-8, and 629 lb down at 5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) 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 (pit) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 9=-634(B)10=-634(B)11=-634(B)12=-549(F) naad'E{ •Wr§4; �r ,' ;c=hx Ba•Ai r�rtn�rx,t^sEurrks�.wtutTFns: a ma�mna sF�r€tb�.ra�zms¢��[w:rl•e,�, rnigrur.gmeFnstY§xFYc§d �xsm�:, Ir§Y, ¢a:� ,-r�,g€raE; re,� o�§§�t I§�om Ff,ura§>s4 sart,Ft>•Q:r eu ¢�c:: �t�itt r,.�a a,;� t�,fftl Yi:`§(i§Y'.Nf(TY45 Sri Ft#53�1tl Gtt¢ihNfir'xt�:lT'ii4AV}§.k[ttltfS..t.,�ptfSNJJjRtUp.iitf§E C�jT['Q{S itiC=': EeY.3g!W.§.�kfi§hLiR§ti! §StthJRYF§tlsffj igr+t(59iF{jit4i.§jl;Ti}f4fs(iMrdig(§(T'+¢Rlr %fN iTli le(ti jAS53 fti�;;l�: gtiafuia£SSiP:iti( Aothoriff.TombolH P.E. �a§,edMnrntns€gu nse4:aea.n;:�u,sen:an;rct§inn§stnytrrsun ti��au a�aeGdst3:r!;axa.rip;,decoaa§mauccta;nsu y a m:rescor�naes,e esasserc :: � #80083 ftF€,`fiag m,^s�dit§Asrtlu.taxar aesatfthe ii7¢tdrpa2�s ¢igcrkiaesetutrAiLvgGzg 'id rtr«vamie¢ti� dYa!1tg inlSShcm:e6rcaM[args*nlow. 4431 St. Lude Blvd. >3uri,rb aetif a(rhi. dsyxlgeenr<ah1E}sRlwlrsafsNt`p;Trays B§si tybte,:h� d;Fsk7vgivsiFre. aTwssSyten ieeereeyFePfiy..d;`tt€�:aHh mcd*.esQmiP@7. Fort Pierce, FL 34946 topgrightF�3016A-tRnolLcsscs-Anlhaayl.lamhaiit,F.E, himdo"noftfiisdoaam i,inanyL.am,isptahtheedssilhaallhaeexenpermissianfromA-tRod TFessas-Anlhacyl.laa6oRif P.E Job Truss Truss Type Qty ply 69112 FL08 Floor 1 A0046906 Job Reference (optional) 1 3x3 II wad. o.ucu s Aug Si cu so rune a.u2u s Aug ai zuto ml I eK Industries, Inc. Wed Jul 05 16:25:29 2017 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgyCjv8-DMhwwHRUHogPADncCDihNABToO5?pqa?35g1 hqz?4D4 2 3x3 = 3 3x3 11 5x6 = Io raa(e Unsegs (A, r )— I4:tdge,u-s-ul 15:u-s-u tdgel - - LOADING (psi] SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.07 4-5 >509 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.12 4-5 >312 360 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/rP12007 Matrix-P Weight: 26 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 3-5-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 649/Mechanical 4 = 64910-3-8 (min.0-1-8) Max Grav 5 = 649(LC 1) 4 = 649(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) 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. 4) 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: 4-5=-310(F=-300), 1-3=-100 �ar�•nt�a�r�ag,traaaa Air,�n�s=.>fsrss� r�,6ntt �.g,a;ima:�;aurDitc�sfcrRna�s�:asuss^n,re, ra,sgar�g�txn,atu,ttra:t:smr�atre,t�tga:rt�ttliDrmsnr,,nre.t;a�alD.r� urrttattsrenht6rertx t�t„arat�;,e�ttm�;DD,a,;, yi'ekatane Ur p>ss sezknrBhks IDshse taLt 4stkest sip E¢guep;:.t,F(eestryx5iaeetr!v sedwart66m,rtzextwxiapia:exgegrfn sad tt5giaeutag;sspsa,3i€¢�f¢truksins±hcs,aglaLnrrgiaeSm!~tlSDuh.eWsln�:`aeks}sets:�agtiaa,,lr,'Hrg ssa@Dtas,.wasYF,i; Anthony T. Tombo ITT, P.E. VA¢udPos(n,sfuankJdtq,firsgasiiu7af4a9eu,tiaCtttfss3xsEru+tgtdttdeDseregDafryu.ishe,aedis6a3f;2t�:aiCafkrltsetsgale�bIIIE.Tuggrasdddttlaiur5eira,trt2a,au,ssiiiegisd,xg.uatgx,isl¢Ea&hraattgdlkheasvxtd'es( ' ifBOtS$3 is Ca`.Gag Dt4�eesd(x&sa3t S`tarss sEtedatiti7Dalbagisitetetgxik5stsdkage;g4gaa3d.Ssa't�'s,¢fr(SffrtitiE}(tltdSg�ne,ofste,�fugrrstyailaere.fll�Saucsie tt7n,G.ulntaad#Liess'btra¢ssQts'gm,Imts Rs:css[tgeestutimkssda2nxtttss c2at+,ist ffi9asiifs(ak3a,aet![gss6xm'egMtligshss xntttd;tti�tsksiprag is kp(3x14c[eg.esiaa aras10UREigon del W"j,4451 St, Lurie Blvd. copyright02016A-IHootlre(ses-Aintree 1.IomboIII,P.E Ye rndoetinneilhisdammam,iaan f.rga,is roEibited.�76aan6enri6eo ermissianhomA-itoeilretses-Amhne I.Ic¢6ollt,P.E Fart Pierce, FL 34946 Y P Y' P P Y Job Truss Truss Type Qty Ply A00469O7 69112 HJ3 Diagonal Hip Girder 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: B.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:30 2017 Page 1 ID:OMsTuGzQH5ifu1 T6OcPcrgyCjv8-hYF18dS626yGoMMolwDwwOkbTQb5YGS811PbDGz?4D3 1.5x4 II NAILED 3 4 3X4 = - NAILED 1 Sx4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.06 6-9 >969 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.09 6-9 >703 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010frP12007 Matrix -MP Weight: 22 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 5-4-13 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 = 233/1-5-0 (min. 0-1-8) 6 = 178/Mechanical Max Horz 2 = 245(LC 11) Max Uplift 2 = -404(LC 4) 6 = -363(LC 4) Max Grav 2 = 280(LC 10) 6 = 235(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404 lb uplift at joint 2 and 363 lb uplift at joint 6. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=115(F=58, B=58) 11=-0(F=-0, B=-0) 12=-11(F=-6, B=-6) .. ..... .. I1Efti't rittSi`w�tti�'`$Y3t91tantrFr £sJ!R.USY'a $iI£!T'.{fKfraS 4"�N4:i{b r; as i$:£Ef! idm`I`i�3a:ew?�£°mt�. rltd. •5➢'.Lb T.t. '4'S Sad(tt{➢ri!`itffil:ttYt i;;il'4iii-(10v-6i:�i£IirrS➢N£.i➢nXm,r➢rfwMS$ftlhfM @!. {Y'Ci hA9Yat3 !l pifZ-0,fl1 £ � i £" .. t i` 4 r ut:'!{:Idt,LH£1F,iSi:=$t=5?dbtiit«tb3S JlG{, i,tiGSsY.tSi (i'{tiM'I t., [h(,'tSiatilo'St 3t3�f36s'£ib([{rtiES:lla Jr:Nl PCftl'gd RQ4tlda£:tfpII3L.IfrtS{➢i{451£atf[rtth$13ti�1; HrA24lml#t r5pttir,q{!(j�S l.y¢R(f�j£iSU3P`q.CC, ui,'.t£tb{tES,;Tlt:1;3! Atb,nyT. Tornbo 117, P.E. Y.:{tSti�4'if rtf25iNitx£rr3{t5£I1S�2ltiti£'JS(S(T�'3Kll,h}�sttlS EY"..�Jh t5t2S��t£5.�143)51 &tit1Y'.CY<>E�!!£ir FQ:42{S3 � CiSf el:tlp�)rrS.$3ttjfltYF�9Sl$!£'.Qb#fIIr'Itia 9:t li 2# f6553(t[{i6q'.u�'f�,SlFfttt,3f161:Cfi.t3.{Sfli�f 2{4r Str5tt35FfR!�Air ^:$ ;� 80083 i Yt£aysr Ee:yv druM r..ls sSpw Wlti On{ssrtetesa{(d tes dskd G7a S l s9tA6$ip#€LdE?f£mS:Jmf FteltAhruwl 3u:e.R Ei?asstl rega,ir dss eal .S s;htinss6e5geyTs;;P [quta{Tit:;Yz dadn ,�hss 4451S1:,: tie Blvd, a}s:einA?"wi4(atarl Xt�{gseU x874£lr�i!rcMiaSirthsL"t!£sx3lupley'xfa�i; h'��dl G;3�rroasgtr lri a4pha h$ktxdaer2.tst;. l;gtA➢'.�a!?�:ma. Lhel6lrN. Fort Pierce, FL 34946 Capyrigbl t0£bA-1FaalUssses AnkAyMembaIII, EE t prndudanai$Aisdatamt.Linany r T" is ptey.-Red.:iboolbawrit;"permWozfrom A;Faa£trns$es-Anibenyl,Tamba111,P.F, Job Truss Truss Type Qty Ply 69112 . HJ5P Diagonal Hip Girder 2 1 A0046908 Job Reference (optional) A i rcuur i ruses, run rierce, FL 34946, oesignLaiiruss.com Run: 8.u2u s Aug 31 ZU16 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Wed Jul 05 16:25:31 2017 Page 1 ID:OMsTuGzQH5ifu 1 T6OcPcrgyCjv8-9kpgLzTkpP47PWx?Jek9SbHhpgwEHkilXP98liz?4D2 1-10-10 3-8-10 7-0-2 1-10-10 3-8-10 3-3-8 Dea Load Deb. = 1116 in v o m Ila N N ZX4 = 7-0-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.15 4-7 >552 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.18 4-7 >459 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code FBC2014frPI2007 Matrix -MP Weight: 24 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 6-0-0 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 ouide. REACTIONS. (lb/size) 3 = 165/Mechanical 2 = 302/0-10-15 (min. 0-1-8) 4 = 62/Mechanical Max Horz 2 = 139(LC 22) Max Uplift 3 = -101(LC 8) 2 = -171(LC 4) 4 = -66(LC 5) Max Grav 3 = 165(LC 1) 2 = 302(LC 1) 4 = 100(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 3, 171 lb uplift at joint 2 and 66 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb up at 14-9, and 34 lb down and 41 lb up at 4-2-8, and 34 lb down and 41 lb up at 4-2-8 on top chord, and 50 lb down and 40 lb up at 1-4-9, 50 lb down and 40 lb up at 1-4-9, and 10 lb down and 40 lb up at 4-2-8, and 10 lb down and 40 lb up at .4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-14 Concentrated Loads (lb) Vert: 8=57(F=29, 13=29) 10=46(F=23, B=23) 11=-9(F=-4, B=-4) Wrzb1-rlssrM«ykhmk'ehe'dAtO;r'imS3iitlti n5[63ll let.'kf fir5ael11aai ra4oWy FUi'sP)2(lC7atfaeYrel'Ma re:a(Gsip prceret«sui reel hsweFist«ssaeAp Prtvisg{f[k;}o4UtlnlarL6sh lc;tElefim¢SSe!kla;e rss. Getrssk«tiists�7elmfte lCU,ed( WTssrcmaarylecessalE<:aetsz na70gb!<sdt AsalmsD:sgx 61b:s 1.:,1(uMPFnsi w:s�er®ytea ryaxufsmtaybxedlhrn'ashatleyb:sriyrn,a:itiV.�fxYe lesi�dSesusle Un.: tyel�inSelgOn¢,uin lrFl. Txknpa>u«iGiss; IsluimNets, sclbli!( Anthony T. Tombo III, P.E. r:lrsetl R•ns?«ssk;ryttiiylsMerapni5:6gd5e0ner,txC.eete oalainl ege�n daloiliir(Ougnn3e «tled rfRell.,lle t%teitab«I"w:lrrtledealltbl ik epmdlHe l00ttl eyfield.sed8e inss;i;dstiagFniti ysluye,iesl:Celwnl kn•f s3aghbe «srnsiailihsi ' tleGa psi al6�aw. AVulessetehut�la7n14e ertt;ed tdrsnelwetei G ISCt Idnxetbt26 llistall 1 !SlUceretret«th: svd uwe.lrtlldiuske« ns*witasnldfitsdbehespu Tars psi 6 ewexnnssM.asftaweyalm '� 80083 i Pe h rr= t riw r Pi y Par . .Lucie Blvd. etleMs:6fmedlYarxnmtepzlynlsvmesyalraroes bnhad.lie lnss pale hp. 1, SirtE. dyiiliypsi r,erinss s1Mcryb>no!m,M91is}JI«iCdet9lsr:; ae is ldrt!4451 St ¢;ltl. tort Pierce, FL 34946 Copyrights 2e1164-1 Roof fmsses • Anfhonyf.fambn lll, P,L Reptadonian afthis document, in any totm, is prohibited Oboutthe written pumissien ltom 4d iooifmsses-4rthony LTambo Ill; R.E. Job Truss Truss Type Qty Ply A0046909 69112 HP Diagonal Hip Girder 5 1 �Jclb Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@a1tmss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:31 2017 Page 1 ID:OMsTuGzQH5ifu1 T6OcPcrgygv8-9kpgLzTkpP47P Wx?Jek9SbHiEgtfHdu IXP98liz?4D2 1-10-10 4-7-4 9-10-1 r 1-10-10 4-7-4 5-2-13 ��x NAILED 1.5x4 113x4 = NAILED NAILED NAILED NAILED a I� Dead Load Dell. = 1/16 in 0 C o m A n 4-7-4 4-7-4 9-10-1 5-2-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.07 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.14 6-7 >836 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 43 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 5-7-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-5-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 4 = 147/Mechanical 2 = 416/0-4-9 (min. 0-1-8) 5 = 292/Mechanical Max Horz 2 = 330(LC 4) Max Uplift 4 = -197(LC 4) 2 = -312(LC 4) 5 = -185(LC 5) Max Grav 4 = 169(LC 19) 2 = 522(LC 19) 5 = 352(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-963/403, 11-12=-879/414, 3-12=-841 /415 BOTCHORD 2-14=-580/876, 14-15=-580/876, 7-15=-580/876, 7-16=-580/876, 6-16=-580/876 WEBS 3-7=0/286, 3-6=-925/612 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 4, 312 lb uplift at joint 2 and 185 Ill uplift at joint 5. 7) "NAILED" indicates 3-10d (0.148"xY) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=115(F=58, B=58) 13=-74(F=-37, B=-37) 15=-11(F=-6, B=-6) 16=-63(F=-31, B=-31) tWeeiel-Fifes!Porcelf¢reeka gf'Ld tOCF?f155`S(S? ii p5[C3ft 1.7fAffi(u6miluGS(OS':ONy-IE(Y'}LN6:b:EfetF;Mrlus leettgWye gcae.9ffful nflw sffMs?nfs Cesig,Ncx•ag(i[F mnhletiarl,1.4 IC,FI. Wee. Sie:!We, ess. Pe@n teeaise!2fefooMe t D,ffig mT!te9mmzm[SS#IleeelY�T�k(<eb{.ASeTrk5Of32FI!YtI2�Gn�FgI!Mp,Ffssifa�?oi«rye!msgfngmeor. {nk;uexge!:®gr.:faJknloftsoeMI. 55(f9gf—rems,wai¢ffetffs,sf!nitly i Anthony T. Tombo III, P.E. of fsefsausSnssWro3halar isfte¢;yuiSdi AfSfOmer,keCne.%s aale!ad eg!z ee fie 4itfage::as,n@e ufle!1!f8!It:,drlxexlGelfxl kimfgtalaeRit. ike ep:efda!heN6v{rtffiei{rs!f'.tltlnn;hdf{ayFsuTml, nagf,asldierfaea inru sid leax nsitesiNiryA z80083 ne�Ir�go:s;i a(fkfaa.fn essetfnar�loofdugf�mfdirrtlmtsattrf9lGGjte9lSff(I35lIKWyg(S{gGQItFFffffS{fFllfiff•1{�r''.13i($ffiRIFIIe&9telt5gm5MEteElftf{ lee!i0:!TY,lassemeferea?rzssRnnmeynlfss' 44515t.Lucie Blvd. etlena: iefrudtrv(uncelfgctopfamrxhe Igeteslfnlri.?nTressed!,Dim, Is lame Wier; seeiref,uleess SFst. hiim aen,NA{to}Sti mi�a!lixs; tnfsa!IifaxitbL Fort Pierce, FL 34946 .(apyrigbt97QI6AdRaalLusss-Aathoryi.Tamhalll,p.E. Reprode iaaofthisdommsnt,inanyform,ispmbibiledNnhoulthewriffeapermissionfromA-IRoatfiunes-ArthonyLTomboill,PR. X Job Truss Truss Type Qty Ply 69112 AJack-Open 1 1 A0046910 Job Reference (optional) win Run: 8.020 s Aug ai zuib rnnc u.uzu s Aug 61 zul6 MI I ek Industries, Inc. Wed Jul 05 16:25:32 2017 Page 1 ID:OMsTuGzQH5ifu 1 T6OcPcrgygv8-dxN3ZJ UMajC_1 gWBtLFO?ppz6EJUOB3Rm3uhl9z?4D 1 1 4-0 3-10-6 4 0 0 1 4-0 3-10-6 0- - 0 1.5x4 II 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.03 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPl2007 Matrix -MP Weight: 17 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 3-10-6 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 quide. REACTIONS. (lb/size) 2 = 227/1-0-0 (min.0-1-8) 5 = 127/Mechanical Max Horz 2 = 236(LC 4) Max Uplift 2 = -398(LC 4) 5 = -323(LC 5) Max Grav 2 = 234(LC 10) 5 = 154(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 lb uplift at joint 2 and 323 lb uplift at joint 5. LOAD CASE(S) Standard raagau[i:6eoMo€rNsAa•100.:;4sssafm;saertWsa rtte,rtu,sa.istesre tzWJVe.rwtvtgys se,rntgx6traae,sa,zt� AnthonyT.TomboI11,P.E. rAeud6n rnnhamtx 413nt-xrrtasxEm, n:o.,,r, e.zzrss, sr,t,t:azenea r xsy ,mst:s msc�znr,�, �azr�e>a z3s,s�a-ri t. my da?sn;a�a„rdugzap,cns>. ,4s ,r.uz�g,x<rcr �kr�gts,rs:azrss sdFsrx - 80083 #els;�isS.e9�+etdCstAtt<t. S7 mis5tlata9tleFJDsefnrrxkuszf :�es4tlttdfdxyCes}e7rt5st 6z:rs rmo.mnkoft del b4lmreEreudfarq�ct{yatwe. fF4E ices engessG�'it'atutMeed@;hcslw syfrs, (4z cra tr alsa:e 4aAaA?trt,rsiess ti¢tiristt£�sei}jx.eC.m]apxdgscHmSAtIrN�"s4nhef;k1;es,Otd�srejmsn�511tti�iur:eti�t,e S!nsSnbta �itett tiailuahr, 4451 St, i.tlGie fttYd. • topyriold011016A-I%ootiravus-Am9enyl.tno>baIII, P.L iepmdudieaofibisdotumen,intoy r VASprnki6iEr.400The wrirenperminiojmmA-lhoffrenes-Aoldnsyl.iambelll:p,F Fart Plerce, FL 34946 Job Truss Truss Type City Ply A0046911 69112 J5P JACK -OPEN 2 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Wed Jul 05 16:25:32 2017 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgyCjv8-dxN3ZJUMajC_l gWBtLFO?ppv?EFsOByRm3uhl9z?4D 1 5-0-0 , 5-0-0 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 7.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 123/Mechanical 2 = 269/0-8-0 (min. 0-1-8) 4 = 49/Mechanical Max Horz 2 = 121(LC 12) Max Uplift 3 = -79(LC 12) 2 = -94(LC 9) 4 = -51(LC 9) Max Grav 3 = 123(LC 1) 2 = 269(LC 1) 4 = 78(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch 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. 2x4 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.50 Vert(LL) 0.11 4-7 >543 240 MT20 244/190 BC 0.46 Vert(TL) -0.06 4-7 >930 240 WB 0.00 Horz(TL) -0.00 3 n/a n/a Matrix -MP Weight: 18 lb FT = 0% 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. . 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3, 94 lb uplift at joint 2 and 51 Ib uplift at joint 4. LOAD CASE(S) Standard vu�47 Fles,tl,ng4lrre,aa ee'Li lg:: ntSS,�fiS!Ei,u[67it1!Itds6(Uk01IICeifiis[au�res7}sac,s teauuTnsn. tna!tuye :dnsnt nat 4snt'sinssM!i Onxbry{i[R;n9lle trfiiaJI.Iastemf.__�nx ,ff.lf'u Idanev. releueTereisesatetei Ge tLg,ul! nd¢kuasskr llA,ss611k,setfxls iCChkeAA. lselmsdsre lryw¢s[i.e„ite:nry 6lix¢4 tlesxlnszpR, rtlnsrtls sa acepaedueE¢ekseunlaglaereugnfpaanht,ryhr3x trsyadGxslal4Ts¢s:fyvJsfatielUPult,utn in 1.l'ui<slgaesnolem-1-ielmetcieas,ss%k"dt- Anthony T. TOn1bo 111, P.E. ft. al—I,'ns Nr Ih!.'!nlh"'InsWyA0¢dnw,ta dneisoxleds,trgemn Matkiltury gsipx, &.4,4A6,nt.141f Mti,lnel S�iifgsoientRld. Tk en:n I dT 6, ftsy 611-Al&1n,, led,figWilpInp,is6si 14nuknat s5 l,Ye r,siwsngdld �80083 Zt6, h1llspges-tri6a M., nl,ds sNe44 melggn blmdiesnl rrtalntsel 1041:ry 6m"M SAIrmi fin"ttSltydhket11 In nd SO .1 nlnnnttsinxdpidi.. TRI ifi,sat rtsrnwetiin ulUnof Ih%ssPsi tv,Tns Ntq.f amreellrtss s4eehdnn, ales '. 4451 St. Lucie Blvd. otlen4eteE Ir.timdspwtgn w nm. lrel games lnr!nd 1M[nss Deslp 6rmre is Ldifleta!Ill,rgen}an,rcTnr.<-t:lez.6tnsei o!nrlalliry. Nl ¢rnrdmd4sxsmsdEfl,NcRs1- Fort Pierce, FL 34946 (opyrighl0 20164.1 RoolLusses-AnhoayL lanho ill, P.F. ReFodunion of ihis dorumem, in ayfama, is proh1ited wilhoui iho written permission from A-1 RoulBusses - Ada it L Tomb ill, F.E. Job Truss Truss Type Qty Ply 69112 J7 Jack -Open 22 1 A0046912 Job Reference (optional) Run: 6.020 s Aug 31 zuib ennc ti.UZU s Aug 31 2016 M(Tek Industries, Inc. Wed Jul 05 16:25:33 2017 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgyCjv8-57xRmfU?L1Krfg5NR2mdXOM 4dYuleCbjeFgbz?4DO 1 4-0 7-0-0 1-4-0 7-0-0 so � o us � sn 3x4 = 4 7-0-0 7-0-0 Dead Load Defl. = 3/16 in LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (]cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.18 4-7 >467 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.28 4-7 >297 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 164/Mechanical 2 = 331/0-3-8 (min. 0-1-8) 4 = 86/Mechanical Max Horz 2 = 353(LC 4) Max Uplift 3 = -269(LC 5) 2 = -284(LC 4) 4 = -19(LC 5) Max Grav 3 = 219(LC 9) 2 = 363(LC 10) 4 = 126(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint 3, 284 lb uplift at joint 2 and 19 lb uplift at joint 4. LOAD CASE(S) Standard Weiss -Fine Bsnrlhnrsr tie l�I lCgFnmss[I^1'.LEP"yr[[3r[I.R.Yf6[�601IIflS(7S(OYj7ult'(LLR:ID;f[kYin'h-n lest!¢sip[xea9nssN«slesksnRdslnss ruip mvviy(I�m[Gs 4Aa[LtssN L^;[t.[e!e;ma SYu!tdce ns. Gdsss t<!er•Iss eds(mCe (.^U,ntt ILT!ts tht(Idss!hdlFxrseiir@xi@Cut<ed:t l!euas U:sg hF¢s(Te,SFemLy tEFi tl: rslnnvpra7sgre:an®scsrtrasddsrn4u(ndasheon3!es�uREy(xxt Fnig!d�shjsTm:FgNNnlytePed(.ufntFFt.Itr:leslpuuo(tns.lseth[mFe�ss!.sn7si: �ry Anthony T. Tombo III, P.E. Mn:dti:sTuss W: egkiiiR:isme snpnii llgd8e0ner, eu 0nn's m9e§d sstdul3:rnlfug en:e,m9e udtddla:n(,fttISnlliel}sulisr[dtnlrFli.My[mdd6rlCCsee yfi:Nmdde loss, kdNiytxnleg, slarye,§shetunnd hoar ssd ls8e rnitnwirryd 480083 ' Ri iffigDisir"V1 rtsdn.l§sdessdMurslCCnl3e/rsdisrssdPtdundtY&ISerG:peulSahhldeseelia;it5QFs16!&11FIFIniSSGnsslres:elfxrnn'pilsu.IFF)iefisn4srtsrnuLtdesnlheesdli:IssssC:tips,hen(k!Ip[ynnntins!y�nnmta:mr!s ggsl St. Lucie Blvd. rdnwnrleMNlTs(ommtpudrFn§ntY.ghdlrsmes unkN. Ip Wngt4gs 6glea Is ECIBt ru IllgCedrya,aLssss[sks![.11,. e(nrhin§g. f1i"Ird§sdteas'—de 1474L (opydgbi012016A•1Reof visis-Aethonyl.Tombelil,p.I.Reptodudianalibisdorumeat,innnyform,ispsobihi(edwitheuttheseidenpermissiunfromA4RoofTrusses-AmhoayT.TombeM,P.I. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0046913 69112 VM02 Valley 1 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com v Q a Run: 8.020 s Aug 312016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Wed Jul 05 16:25:33 2017 Page 1 ID:OMsTuGzQH5iful T6OcPcrgyCjv8-57xRmfU?L1 Krfg5NR2mdXOMBydiwleCb jeFgbz?4DO 2-0-0 2-0-0 2x4 6.00 12 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010lrP12007 Matrix-P Weight: 5 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 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 51/1-11-8 (min. 0-1-8) 2 = 3711-11-8 (min. 0-1-8) 3 = 14/1-11-8 (min. 0-1-8) Max Harz 1 = 61(LC 4) Max Uplift 1 = -32(LC 4) 2 = -70(LC 4) Max Grav 1 = 56(LC 9) 2 = 51(LC 9) 3 = 27(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 2 considers parallel to grain value using 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 32 lb uplift at joint 1 and 70 lb uplift at joint 2. LOAD CASE(S) Standard ZInaR}•n¢Fr a.rarAurnru(z[uxaExnu»waAmstnlaafw[rpassosxu�leatna{FpenFt{F arc,;n:F:yF.�pc�wm::,nul.ttaoa.rtrtmtntsentha¢,:htF:xtrdnae;w,Rr Yi't4 �tuntar flCn Fle.htrs¢dSa{nl6€uhr nSS lFRrass:rgrFsiuen{'a,Sleeth(1s�Frt Pia:rYnr.7lwrFtt¢Fr�nxap�tdM oxs:ut:r3rsenup rnp.+rr'+iry fn 6¢{PdpdktsudtLnFlep��edwWf30Fclp,t�a)tla. [x¢kstpmtxspanF;I sp' F,sMfq - Anthony T. Tombo 111, P.E. adPudlLs rnrtarer;c!{ixpttasnyn:�trydBFCaer,&C:zthrfim,tdF=!ittdttx dq k+�}w,uMrx:xxt{ti Ut'klS:pldF6¢dhr".trc3¢F�aEtflC tkyptFUeIM1.aMex[tietps;tdBtT:in4xt's€ngladay d, pr,aleE�n sdhrsh6he6mya.ili hJ #80083 ;Et rn Wltpil pd({tatt':H.11z'tlFq KiWAt r�mL(Y.ffR:tilFR{[x1t°Rt131(Ap t§i1Ji'. (1Cj>iM $�t'j fSeYrzR{$rj[#lliibtfhplf{Rdi:.O FIt IPfaEtFt{tRpPMTt jtil9bl.iti-0{i'16tF!Fritt(FC:(Y:Q,YSGf{;!JtSai"tl tSS�Pi.!tt(ti±i:lW rtyBtG Q{in51 Y,Cn'IIdWY, �IlFS 4451 St. Lucle Blvd. ¢;tsPaintcuti'arc{r;M zpMiryu e�.ata{4rtCpmes erhd Fkel nsJPuptip'rr� iFN713r tue F= tup¢t,x rrtsFlSRt�trSittet clap is tit, 2)te¢As'aeltne: m tt d>`a¢I aalfLl. Fort Pierce, Fl- 34946 Copyright Q 2016 A -I tollLasses-Anthaayl.lomhoIII, KE lieproda&on of this dosamear, is any krm,is prah;Htd Yithoat the srit•:ea permissia kmA-1 JIM Trossts-Anthesyl. Tomb 11UL A, Job Truss Truss Type Qty Ply 69112 VM04 Valley 1 1 A0046914 Job Reference a tional r, r uus H uaan5, rU, i nc,sx, rL O9ii46, ue51gnLa 1 uu55.cum nun: ts.UZU s AUg 3l ZU16 vnnC &LIZU S Aug 31 ZU16 MI I ek Industries, Inc. Wed Jul 05 16:25:34 2017 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgyCjv8-ZJUpz_Vd6KSIG fa_mHs4EvK51IHU4ckDMNoM1z?4D? 4-" 4-0-0 1.5x4 II 3 5 4 2x4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/rP12007 Matrix-P Weight: 13 lb FT = O% 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 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.. REACTIONS. (lb/size) 1 = 87/3-11-8 (min.0-1-8) 3 = -92/3-11-8 (min. 0-1-8) 4 = -39/3-11-8 (min. 0-1-8) 5 = 294/3-11-8 (min. 0-1-8) Max Horz 1 = 149(LC 4) Max Uplift 1 = -34(LC 4) 3 = -126(LC 9) 4 = -77(LC 3) 5 = -355(LC 4) Max Grav 1 = 90(LC 9) 3 = 174(LC 4) 5 = 371(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-288/397 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 3 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 34 lb uplift at joint 1, 126 lb uplift at joint 3, 77 lb uplift at joint 4 and 355 lb uplift at joint 5. LOAD CASE(S) Standard � �� �� Nay»g•Fluse�rss�i}srse�s'#{isl#6S3i'ifUR'gfirflttias4tNfwl?AfSInICi_fp'€7!�l��,i3fY:8t'hra. Fah dcintnuCssswdreUetnal�s Fins ir,�hfxnh#ElDj nlfuisrscr;l.:'e�o#gfEUfttnnAralefin nr. 0s'essrGsrR;:s U�rduxa iGG alt wean hrn�ak atDnmDn�c #,orris cdnfgncelte'•Pary rc�e>tn,gtDGrcxn r+u#a�,�per r�rcl Nrr�grrpn sita�tcsryaaaeu�,trn3c adxwt3anrt,nrnnf�.i#casrnes tn�ulz: Cetus t Anthony T.TomboIII, P.E. aaenacntnstmsgrlgn5rn;pcvugr�c�ar,d:C.ufsre'.nuelqusaha k'lisl7ss.hVkssnatdkc ar,me�ada hd#uenhdr xafit•f.ngfmdamua<q'.da .eases>,.�#anrgc,xmrxnwsd#�eeeg am#c rrres��pt z80083 ' f ugn ,te .#D,z,: nwthActao�sr fn K�sral'uesd�ta lsdG1 bade wrk lv{F(Srj#stliix?ltt: ai W.Umn(uru dis#xeltdun. IFkISDan 4ere�Sa:n C.sa tlhes het nsQe grt,tm kc�[eFu reSirs@ax s4 Y. s s3er�ittdfrsed'sfa;sd wd hwr�nmtaannrahrt,?EcupsDed G' ,: r3laxpDru 'n oast St, rude Blvd. �y,yun; I.igsx,er�stifsrmi�ienraall,rwl,#Pegat,dnic:ma:atva�ttEl. FtrrtPferce,F13494b LopyripbiIL?2916AA Rod besses-AnlAeayLlomtol11,P.E, tfWatidwitbnuu ond1hisdnmmerr,incoyfarvjspsohi6itehewriuenpermissiafmmA-llaeilruitt's--Arobotyl.ioch111,'P.E Job Truss Truss Type Qty Ply A0046915 69112 VM06 Valley 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Jul 05 16:25:34 2017 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgyCjv8-ZJUpz_Vd6KSiG fa_mHs4EvC4lz5U5SkDMNoM1z?4D? 6-0-0 6-0-0 1.5x4 11 2 3 2x4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES . GRIP TCLL 20.0 Plate Grip DOL 1.25 TC O.65 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010fTP12007 Matrix-P Weight: 21 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 6-0-0 oc purlins, except end verticals. 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) 1 = 193/5-11-8 (min. 0-1-8) 3 = 193/5-11-8 (min. 0-1-8) Max Horz 1 = 226(LC 4) Max Uplift 1 = -121(LC 4) 3 = -234(LC 4) Max Grav 1 = 213(LC 9) 3 = 243(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-191 /260 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 1 and 234 lb uplift at joint 3. LOAD CASE(S) Standard TitlS[•diklS!^be rnka&k'A4 MuilaRi[irUR"b.&?a6ET;t43A@Yi11:'4 rSjILJI'"i S:r606„9W:Al�hm, (N>9R at!-Mf4dIHt 0.lxt i'21 TR:961:1![ikRa IIC:;fil16k$SISsPt.tt[dp79.ri.il!ttlG.'r2[tJldpt 4F. a wni'�Ati'Jt t 1h1Ai rix$rtesa0'.71 WeirxINnilHUAstnaa:n[NNynfix3krhiWNpdrxs.thansigkWmrNohdr,.(VMr. AnthonyT.Tosnbolt.,,P.E. ramdd,r,:fwkrt�u�rirf$cdczr,c.Nrskdo-ay�Nwt�$I,gr,a�in ekar,n�i �akdgN sd711.iu4fNtld e1.6«t t,[x ed�kTk9�aysx r.mn$,3 ca:.�nNica[6aa[wx 80083 t kr:)'eldy9fi,'13lkdniaitY{$:t9iifShcLrAiilr'66irY$tAiUfifirUii;Vtl&Akrhirdyr4£rAt£.issi�'ifntLit;ItirfjFittS:.�irinl4Qit:9flefd!fltL'erkllLMP�f^�IiQT,rt$}Qi!1klS:[ItS$SFSiS:.il'11tkr}:!1!Sek$1k$Pf36tF�:.t,$IifS6tSt'krkrCREtQ{;,[,ku. iaNN,[�lk: 4451sttudeBlvd. iSNaiet'.fGtdlf k(t«Ly�NtFrlib[flili)e[!(rpSt53fiHtd,Zlt[i5i3!N}lalj!p[b'tlry�f£rN(C$'".lLlrfY,ttr935Sfkk6Ftjslh:d�Fi':ilar, japJAk'dU'Nq[rt L't::Jkai,ItEL Fort Pierce, FL 34446 Upyrigbt0 2016 A -I 6eoMosses-AetbciayMcdo 10, U iepmb ionifINS dommotin ant ruii,is pmblbited.iibtal iht aril!n ptrmissar,dmmA-I pealTrnsses-Amhanyl. Tor6oli4li.f. JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDT -01 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC 0 ti ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) tape fa�ea of t5'ss daccazat, is aay farm, is gm5;hiui Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) January 17, 2017 TYPICAL HIP / KING JACK CONNECTION 1 STDTL02 MIAMI-DADE CORNERSET SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE =' 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 Attach King and End Jack's w/ (1) LSTA12 Twist Strap @ TC w/ (10) 10d Nails Min. Per Strap and (3) 16d Toe Nails NOTE: IN ADDITION TO STRAPPING TOENAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: 2X4: (2) 16d Toe Nails 2X6: (3) 16d Toe Nails 0 ti LSTA12 TWIST STRAP W/ MIN. (10) 10d NAILS (SEE MANUFACTURER'S RECOMMENDED CONNECTION JACK/CORNER JACK (TYP.) NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6-2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HVHZ Attach King and End Jack w/ (1) HJC26 Hanger on BC. Attach Cornea Jacks w/ (1) LSTA12 Twist Strap @ \C and BC (Typ) w/ (10) 10d Nails Min. Per Strap HIP OR KING JACK (TYP.) c�ywoucr:s�tcrtussrsm,swrac{mcm°amp(�sr}urrcararrfa,;,aacar'ity�:ss{tt�i;sj�,��art4aniaararsananeue,2aot t4.t�mete.r kts skkus.sE�tn ts'➢rs se.ts,tss r r, . ese;ra�na;id4errnssn �stm`dt�'�stimlt;`sw¢rn,tts4�. fzee!•,.zt ��n�r4�3nt .>3a ?•+t"+�cLelyrtuuu Aninon� T Tasrr� IDt R E . wr d-�,tssnim�c,�atss�, e�mi��ea�rscree�daasm�ax,esr.�es�,uvx,arau,r�aL��,�smei:�is�s�gar,ma�ai cx�pe,dar;ar�:rsm.�u�rersTr�,u.i�ym� �.,e a��ac�e�agme�c,rz�swpu 80083 �:ttd�ye,�te�+r�:�:rs�3aetffi�Mr�m;:xt�e;xsc,s��.a�i�!4w'��'Krrrnaatsft�rr�maa�y��alrita�a:ttgr�,et5,�:�caudset>rsa,�� tmr.sanumatm3a,,,,roam:r,aau' �SSt udeetvd';' e'csieat'-�h,ttssrs� a�wera��y,�s�rae�r �,ate,@rass�.�taet��gDrs�nrzrmsta�;�oa7cramta� tu�aFra aao,sbkrzdtit?tl Y. G Y ns N @ �ssesla5 fTssis P2' ,ao5p fii,�dlEEicai[rosSes, Am$ap t [anbnllt,PE Ae cdr�izs oftkis danmrn insc lar rs cE��ri vilhautskt �rittaa �rmstsr.¢Ffexi•1Pa�G „ •_, •, ,•••„ ••„ ,.•, z „ 2 , „ z „ ., ,- z z z ,•, z „ z • ,,,•••;•;.,,,••• FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 ALTERNATE GABLE END BRACING DETAIL ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD V-3'MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES r 24' O.C. STDTL03 2XG DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - lad COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MINJ. PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \ BRACE AND THE TWO TRUSSES ON \EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - lad NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - lad COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF lad (131' X 3') NAILS SPACED 6' O.C. - FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF lad (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED \S ARE NOT ADDRESSED HERE. / STANDARD GABLE / \ SS / UNAL TRUSS AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM 'CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. FEBRUARY 17, 2017 I STANDARDCONNECTION DETAI RUSS I STDTL04 -" THIS ❑ETAIL IS APPLICABLE FOR THE FOLLOWING WINO CONDITIONS: ASCE 7-98, ASCE 7-C2, ASCE 7-05, ASCE 7-10 WINO STANDARDS UNDER ALL A-1 ROOF TRUSSES ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 4451ST.LUCIE BLVD. LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. FORT PIERCE, FL 34946 772409-1010 NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.CJ A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 3' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48' O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 3' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SE TRUSS OF IOd VALLEY TRUSS (TYPICAL) DETAIL A TRUSSED VALLEY SET DETAIL - SHEATHED GABLE ENO, COMMON TRUSS, OR GIRDER TRUSS P 12 SEE DETAIL 'A' BELOW (TYP.) GENERAL SEPCIFICATIONS: STDTL05 1. NAIL SIZE = 3' X 0131' = 10d 2. WOOD SCREW = 45' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL 'A'. S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASE TRUSSES GABLE ENO, COMMON TRUSS, OR VALLEY TRUSS GIRDER TRUSS (TYPICAL) WINO DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WINO DESIGN PER ASCE 7-10: 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WINO DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' D.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4' X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. FEBRUARY 17, 2017 .- - — .._u_....... _._..__MM" A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SE TRUSS OF 10d TRUSSED VALLEY SET DETAIL GABLE END, COMMON TRUSS, OR GIRDER TRUSS (NO SHEATHING) N.T.S. STDTL06 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3' X 0.131' = 10d 2. W000 SCREW = 3' WS3 USP OR EQUIVALENT. OD NOT USE DRYWALL OR DECKING TYPE SCREW. 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE PER DETAIL 'A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASE TRUSSES WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH WINO DESIGN PER 'ASCE 7-10: 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II .BUILDING EXPOSURE C WIND ❑URATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD - 50 PSF MAX SPACING = 24' D.C.(BASE AND VALLEY) MINIMUM REOUCEO,OEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH 2X4 CONTINUOUS N2 SYP TO THE ROOF W/ TWO USP WS3 (1/4' X 3') WOOD SCREWS INTO EACH BASE TRUSS. I FEBRUARY 17, 2017 I TRUSSED (HIGH WIND VELOCITY)AIL STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772-4MI010 ATTACH \� TRUSSES WITH WIND DESIGN PER ASCE 7-98, A WIND DESIGN PER ASCE 7-10: 1 MAX MEAN ROOF HEIGHT = 30 FE CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREI MAX TOP CHORD TOTAL LOAD = MAX SPACING = 24' O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF—S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12-PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) ono r. 3 FEBRUARY 17, 2017 •^r A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS 7z; VERTICAL STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. STDTL08 VERTICAL 2X6 SP OR SPF STUD DIAGONAL BRACE (4) - 16d NAILS 16d NAILS SPACED G' O.C. J#2 (2) lOd NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - IOd NAILS ❑IAGONAL BRACE 4' - 0' D.C. MAX. SEE ,INDIVIDUAL ENGINEERING, ORAWINGS FOR TRUSS DESIGN CRITERIA. 12. PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) '8d NAILS MINIMUM, B 3X4 = PLYW O STD SPF OD SHEATHING v DO A 1: DIAGONAL BRACING 4C* L - BRACING REFER REFER TO SECTION A -A TO SECTION B-8 24' MAX. / NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND 'BOTTOM CHORDS. / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. / BE PROVIDED BY PROJECT ENGINEER OR•ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. --_ ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SF #3 OR BETTER WITH ONE ROW OF IOd NAILS SPACED G'.O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4' - 0' D.C. G. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. DIAG. BRACE 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. AT 1/3 POINTS 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE IF NEEDED TRUSSES. 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12'O.C. 3.840 5-�-11 6.6-11 11-1-13 2X4 SP #3 / STUD 16' O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4SP#31STUD 24'0.C. 2-8.6 3-11-3 5-4-12 8-1-2 2X4 SP #2 12' O.C. 3.10.15 5-0-11 6-6-11 11-8-14 2X4 SP #2 16' O.C. 3-0.11 4-9-12 6$-01 10.8-0 2X4 SP #2 24, O.C. 1 3-1-4 3-11-3 1 6-2-9 1 9-3-13 DIAGONAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3- MINIMUM END ❑ISTANCE. BRACE MUST COVER SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. ' ROOF SHEATHING (2) - lOd NAILS rT�USSES @ 24' O.C. 2X6 DIAGONAL BRACE SPACED 413' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL DETA FEBRUARY 17, 2017 I T WITH 2XIBR CEEON Y IL STDTL09 NOTES: ':. T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 907 OF WEB LENGTH. s THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE. NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE: 1 2 2X3 OR 2X4 , 2X4 T=BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 12X8 2X8 T-BRACE 2X8 [-BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2XG STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE _..._..__...__._ :.::.........._..._._ TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORTPIERCE,FL34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d r TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). I NATTACH AILS TO ITH ERTI AdL BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSS ATTACH TO VERTICAL WEB WITH (3) - IOd NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') 2XG 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.21G' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - lOd NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) L I FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL ' NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST. LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE, FL 34946 772.409-1010 TOE -NAIL SINGLE SHEAR VALUES' PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 c� o J .135 93.5 85.6 74.2 72.6 63.4 .162 108.8 99.6 86.4 84.5 73.8 ri 128 74.2 67.9 58.9 57.6 50.3 c� Z 0 J .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL - APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 845 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60' STDTL11 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00° SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00' FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORTPIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING ❑ESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 C7 .162 72 58 39 37 25 J 2 CD .128 54 42 28 27 19 F— L7 LD Z OJ .131 55 43 29 28 19 W .148 62 48 34 31 21 J Lo J_ N Q M Z 120 51 39 27 26 17 U z .128 49 38 26 25 17 O .131 51 39 27 26 17 'J O 148 57 44 31 28 20 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO AS SHOWN. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND OOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (OOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *** USE (3) TOE -NAILS ON 2X4 BEARING WALL *** USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: SIDE VIEW lE TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY END VIEW IL NAIL NAIL FEBRUARY 5, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0 X 4 TYP 2x2 NAILER ATTACHMENT I STDTL13 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. 1 - 3 April 11, 2016 . TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 M-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER �2. VARIES (4) 12d MAX 30" (2'-611) 2x6 #2 SP (Both Faces) 24" o.c. SIMPSON H5 NJ I I FEBRUARY 17 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 157 LOAD DURATION SP OF SPF HF 2X4 2X6 —2X41 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980. 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 1 4347 * DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' D.C. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C • 10d NAILS NEAR SIDE + 10d NAILS FAR SIDE X X04 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. 4� . 4 FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS ' I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED G' O.C. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. Iirmiall"arTrOlf THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 401) SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SI2ES AND LUMBER GRADES N d J AMR dY1i1W �IYIYI�Ii 1111111111111111 A-1- ROOF A10 TRUSSES A FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance to the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com ^411-... o'er P STRUCTURAL MINI LECTORS* A IM Pok' Company Hangers Allowable Load (Ibs) DF-L/SP LSL LVL PSL SPF I -JOIST LISP160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule Tl JUS24 1881, 655 750 820 510 - - - - - (4) -10d (Header) FL821.39, (2) - lOd (Joist) 11- 0510.01, RR 25779 LU524 670 765 825 490 - - _ _ _ (4) - 10d (Header) (z) - Lod poisq T2 JU526 1881, 850 975 3060 1115 (4) -10d (Header) FL821.42, (2) - 10d (Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 1165 - _ _ _ _ (4)-10d(Header) (2) -10d (Joist) T3 MSH422 1831, 2025 2025 2025 (22) - 10d (Face - Face Max Nailing) FL822.36, (0) - 10d (Face -Top Max Nailing) 08- (6) - lOd (Joist -Face Max Nailing) 03 3.06 0303.06, (6) -10d (Joist - Top Max Nailing) (4) -10d (Top - Top Max Nailing) 13116-R THA422 2245 2245 2245 - - _ _ _ _ (6)- 16d(Carried Member -Face Mount) (6) - IOd (Carried Member -Top Flange) (22) -16d (Face - Face Mount) (2) -16d (Face - Top Flange) (4) -16d (Top - Top Flange) THA1422 1835 1835 1835 - - _ _ _ _ (2) -1od x 1-V2 or 2 -10d x 1-W2 (Carried Member) (20) -10d or (2) - lod (Face) (4) -10d (Top) T4 THD26 1781, 2485 2855 3060 2170 (18) - 16d (Face) FL13285.35, (12) - lOd x 1-1/2 (Joist) 06- 0921.05, RR 25843 HTU26 2940 3340 3600 1555 - _ _ _ _ (11) -10d x 1-112 (Carried Member) (20) - 10d x 1-112 (Carried Member- Max Nailing) (20) -16d x 1.112 (Carrying Member) (20) -16d x 1.112 (Carrying Member- Max Nailing) us STRUCTURAL CONNECTORS' A Wok' Company Hangers Allowable Load (lbs) DF-L / SP LSL LVL PSL SPF I -JOIST LISP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T5 THD26-2 1781, 2540 2920 3175 2285 - - (18) - 16d (Face) FL13285.35, (12) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHU526-2 2785 3I55 3405 1550 - - - - (14) -16d (Face) (6) -16d (Joist) HTU26-2 2940 3340 3600 2175 - - - - _ (20) -10d (Carried Member -Max Nailing) (20) -16d (Carrying Member - Max Nailing) T6 THD28 1781, 3865 3965 3965 2330 (28) - 16d (Face) FL13285.35, (16) -10d x 1-1/2 (Joist) 06- 0921.05, RR 25843 HTU28 3820 4340 4680 2140 - - - - _ (26) -10d x 1-112 (Carried Member - Max Nailing) (26) -16d (Carrying Member - Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 (28) -16d (Face) FL13285.35, (16) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHU528-2 4210 4770 5140 2000 - - - - _ (12) -16d (Face) (8) -16d (Joist) HTU28-2 3820 4340 4680 3485 - - _ (26) -10d (Carried Member- Max Nailing) (26) -16d (Carrying Member - Max Nailing) T8 THD46 1781, 2540 2920 3175 2285 (18) -16d (Face) FL13285.35, (12) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS46 2790 3160 3410 1550 - - - _ (14) -16d (Face) (6) -16d (Joist) R, i I STRUCTURAL CCSNN ECTC7Ft$ A MiTW-Company Hangers Allowable Load (lbs) DF-L/SP LSL LVL PSL SPF I -JOIST LISP _ 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T9 THD48 1781, 3950 4540 4935 2595 - - - - (28) -16d (Face) FL13285.35, (16) -10d (Joist) 06L 0921.05, RR 25843 13116-R HHUS48 4210 4770 5140 2000 - _ _ _ _ (22) -16d (Face) (8) -16d (Joist) TSO THDH26-2 1881, 3915 4505 4795 2235 (20) -16d (Face) FL821.75, (8) - 10d (Joist) 06- 0921.05, RR 25779 13116-R HGUS26-2 4355 4875 5230 2155 - _ _ _ _ (20) -16d (Face) (8) -16d (Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 (20) -16d (Face) FL821.75, (8) - 10d (Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 - _ _ _ _ (20) -16d (Face) (8) -16d (Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 (36) - 16ist) ) FL821.77, (10) -16d (Joist) RR 25779 13116-R HGUS28-2 7460 7460 7460 3235 - _ _ _ _ (36) -16d (Face) (12) -16d (Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 (36) -16d (Face) FL821.75, (10) - 16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 - _ _ _ _ (36) -16d (Face) (12) -16d (Joist) USP STRUCTURAL CONNECTOW A MiT'ek' Comipany Fastener Comparison Table Connector Schedule Group Label LISP Stock No Required Fasteners Reference No Required Fasteners (4) - lOd (Header) (4) - IOd (Header) - T1 JUS24 LUS24 (2) -10d (Joist) (2) - IOd (Joist) (4) - IOd (Header) (4) -10d (Header) - T2 JUS26 LUS26 (4) -10d (Joist) (4) -10d (Joist) (22) -10d (Face - Face Max Nailing) (6) -16d (Carried Member- Face Mount) (6) -10d (Face -Top Max Nailing) (6) -16d (Carried Member- Top Flange) - T3 MSH422 (6) - lod (Joist - Face Max Nailing) THA422 (22) -16d (Face - Face Mount) (6) - 10d (Joist - Top Max Nailing) (2) -16d (Face - Top Flange) (4) -10d (Top - Top Max Nailing) (4) -16d (Top - Top Flange) (I1) - IOd x 1-112 (Carried Member) (18) -16d (Face) (12) -10d x 1-1/2 (Joist) (20) -10d x 1-112 (Carried Member - Max Nailing) - T4 THD26 HTU26 (20) -16d (Carrying Member) (20) -16d (Carrying Member -Max Nailing) (18) -16d (Face) (14) -16d (Face) - T5 THD26-2 HHUS26-2 (12) -10d (Joist) (6) -16d (Joist) (28) - 16d (Face) (26) -10d x 1-112 (Carried Member- Max Nailing) - T6 THD28 HTU28 (16) - lod x 1-1/2 (Joist) (26) -16d x 1-112 (Carrying Member- Max Nailing) (28) -16d (Face) (22) -16d (Face) - T7 THD28-2 HHUS28-2 (16) -10d (Joist) (8) -16d (Joist) (18) -16d (Face) (14) -16d (Face) - T8 THD46 HHUS46 (12) -10d (Joist) (6) -16d (Joist) (28) -16d (Face) (22) -16d (Face) - T9 THD48 HHUS48 (16) -10d (Joist) (8) -16d (Joist) (20) -16d (Face) (20) -16d (Face) - T10 THDH26-2 HGUS26-2 (8) -16d (Joist) (8) -16d (Joist) (20) -16d (Face) (20) -16d (Face) - T11 THDH26-3 HGUS26-3 (8) -16d (Joist) (8) -16d (Joist) (36) -16d (Face) (36) -16d (Face) - T12 THDH28-2 HGUS28-2 (10) -16d (Joist) (12) -16d (Joist) (36) -16d (Face) (36) -16d (Face) - T13 THDH28-3 HGUS28-3 (10) -16d (Joist) (12) -16d (Joist) a asp STRUCTURAL. CONNECTORSO A M TeW Company SM �,. ,g E i K}:� �•1 3Yj bn 3 JUS24 JUS26 MSH422 ray VIOA Of 04 t TH D26 TH D26-2 TH D28 7 TH D28-2 TH D46 TH D H 26-2 3 � �n f' fi e AT I s f yy r TH DH26-3 THDH28-2 THDH28-3 REPAIR REQUESTS When sending in repair requests, please use engineering sheets to describe issue or damage, and email to design@altruss.com. NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very helpful. Engineering sheets with the damage or issue noted are required. 1. If there are any special circumstances (sheeted, trades in, etc,) please make sure you note it on the drawing or email request. 2. We cannot provide sealed drawings for "field built" trusses. 2. See details below. . ------------- =u ALT1:R7flyED BEARING GONDiTiON VlftS MO©IFICAMON` t I BREAKS; Wea !net6:rlo(e Dravi, rn netia lovat oo cfi.6eanng, arid GIDAPt1AGED-PLATES i litnssrs,coinn Isf��t t atidba i ahe exart.locatron dtt e break, a ravrde dimemion as reede t P.. rc'e piatathat ree€!s a talc s �ossi5'c� anti rrsnc e �e 5x4 erm ruibrisasneer�ect m.._ 4X.11 x3 II. 3x3 —` ` FP— M3x3 [I . 1 5x4 II 1 5x4.11 a ...5x6; 1.0, 11 1.2 1 -22 21 r 20 19 ' 1 g. ;17 16: 15' 14, 1 J2„ - ill T66 ONGi t.5x4 II 3x6 = 1.5z4 II 1:5x4.11 !!:3z6 = 3z6 •FP= 3X4 3z3 = .L"• 4z6,= :• �'liSSNG`PiEiE::ti;ttter�are: -; `<. `:niu(tip[��2a��a[€s :r�.suliing;'sia aE iflC€ iTt sSft a z 5x44.. ��J s Zw-