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HomeMy WebLinkAboutTRUSS PAPERWORK4451 ST. LUCIE BLVD F T PIERCE, FL 34946 0 CrH: 772-409-1010 X: 772-409-1015 wm.Al Truss.com TRUSS ENGINEERING BUILDER: PROJECT: COUNTY: RENAR MORNINGSIDE ST LUCIE LOT/BLK/MODEL: LOT:22 /' MODEL:CAYMAN 1763 / ELEV:B3 W/ LANAI JOB#: 73326 MASTER#: WRMSCMB3L15X10 OPTIONS: LANAI 15X10 (NO VALLEY) A-1 ROOF 1 TRUSSES A FLORIDA CORPORATION Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. I I RE: Job WRMSCMB31-15X10 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1763 Address: 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: FBC2017/TP12014 Design Program: MiTek 20/20 0.0 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 27 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 61G15-31.003,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 A0118563 A01 8/29/18 13 A0118575 B04 8/29/18 25 A0118587 J2 8/29/18 2 A0118564 A02 8/29/18 14 A0118576 B04GE 8/29/18 26 A0118588 J5 8/29/18 3 A0118565 A03 8/29/18 15 A0118577 C01 G 8/29/18 27 A0118589 T01 GE 8/29/18 4 A0118566 A04 8129/18 16 A0118578 CO2 8/29/18 28 STDL01 STD. DETAIL 8/29/18 5 A0118567 A05 8/29/18 17 A0118579 CO3 8/29/18 29 STDL02 STD. DETAIL 8/29/18 6 A0118566 A06 8/29/18 18 A0118580 C04GE 8/29/18 30 STDL03 STD. DETAIL 8/29/18 7 A0118566 A07 8/29/18 19 A0118581 C05 8/29/18 31 STDL04 STD. DETAIL 8/29/18 8 A0118570 A08 8/29/18 20 A0118582 CJ1 8/29/18 32 STDL05 STD. DETAIL 8/29/18 9 A0118571 A09GE 8/29/18 21 A0118583 CJ3 8/29/18 33 STDL06 STD. DETAIL 8/29/18 10 A0118572 B01GE 8/29/18 22 A0118584 D01 8/29118 34 STDL07 STD. DETAIL 8/29/18 11 A0118573 B02 8/29/18 23 A0118585 1 HJ2 8/29/18 35 STDL08 STD. DETAIL 8/29/18 12 A0118574 B03 8/29/18 24 A0118586 1 HJ5 8/29/18 36 STDL09 I STD. DETAIL 8/29/18, The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided, byA:1 Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. 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/TPI4 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 111 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 project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the sI al here and on the TDD represents an acceptance of profess ionaAnthony 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. 313 BCA22100 000000.4C1287DF Page 1 of 2 -' A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job WRMSCMB3L15X10 No. Seal # 1 Truss Name Date 37 STDL10 STD. DETAIL 8/29/18 38 STDL11 STD. DETAIL 8/29/18 39 STDL12 STD. DETAIL 8/29/18 40 STDL13 STD. DETAIL 8/29/18 41 STDL14 STD. DETAIL 8/29/18 42 STDL15 STD. DETAIL 8/29/18 43 STDL16 STD. DETAIL 8/29/18 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 RENAR MORNINGSIDE A0118563 WRMSCMB3L15X10 A01 Roof Special 3 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MI I ek industries, Inc. Wen Aug 29 i5:28:4l 20 io rage 1 ID:ld OOXyyT61Bi TXoljwHHzefvK-5T7cHfyYBsNXVOC?UNa5gEVuOlmrw64B7G3LpEyiyuK 7-3-8 11-10-10 , 19-0-0 25-0 4 32-1-9 38 0-0 a9 4,0 7-3 8 4-7-1 7-1-6 6-0-4 7-1-5 5 10-7 i 4 0 6.00 12 5x10 MT20HS= Dead Load Defl. = 1/8 in --1 1 m Iq 17 16 3.00�2 3x6 = 4x6 = 2x4 11 3x4 11 5x12 3x6 = = 38-0-0 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 0.93 Vert(LL) 0.35 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.48 11-12 >945 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.30 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 222 lb FT = 10% LUMBER- I TOP CHORD 2x4 SP M 30 `Except` T1: 2x4 SP No.2 BOT CHORD l2x4 SP No.2 *Except* B2: 2x4 SP No.3, 86: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* IW3,W7,W9: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD I Rigid ceiling directly applied or 4-2-6 oc bracing. WEBS ! 1 Row at midpt 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.1 (lb/size) 2 = 1482/0-7-10 (min.0-1-12) 9 = 1482/0-7-10 (min. 0-1-12) Max Horz 2 =-167(LC 10) Max Uplift 2 = 370(LC 12) 9 =-368(LC 13) Max Grav 2 = 1482(LC 1) 9 = 1482(LC 1) i FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.' TOP CHORD! 2-3=-2654/1639,3-4=-4224/2520, 4-5=-3578/2091, 5-6=-3485/2116, 6-7=-3262/1858, 7-8=-2382/1529, 8-9=-2684/1736 BOT CHORD 2-17=-1276/2306, 4-15=-211/377, 14-15=-2007/3890, 13-14=-1104/2894, 6-13=-994/214 0, 9-11=-1414/2374 WEBS 3-17=-1304/841, 15-17=-1485/2692, 3-15=-630/1441, 4-14=-767[718, 11 -1 3=-1 424/2784, 7-13=-14/455, WEBS 3-17=-1304/841, 15-17=-1485/2692, 3-15=-630/1441, 4-14=-767/718, 11-13=-1424/2784, 7-13=-14/455, 7-11 =-I 0061570, 8-11=-389/478, 6-14=-547/700 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=13ft; 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;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) 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 370 lb uplift at joint 2 and 368 lb uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard �ereiq-nnsenuegH]reilFe(le'Aa Iae; ROSS(Sf'i(llaj 6EA9II RIMSd(OlC1RC6S(BSTOMj RiSI?A(tMCAtI nYiti'Irr¢iatra,apr iueod!n edrtde>I!s srNss Lns Oessga OEnvig(Tf9; us IM Artlnrl, sexes O!t.f.lelwExeRnf FsSresss. Odnsule mood I""iOP,w:p TS7eitnamrp:e!esslsflFs etrd6, Hs iOOlale.elil. AsrLns Desrye Erpirrrr{I.e,SseFir9A Flgieelp3:s:d Ft n]iOO mnlstets rF[m�dtlil!lpfdlsFittdl,t'eurlee FeyetUlOtl(ie:111lFi i]t1ilefiyFTreeS Alp:a!A se fit TDOnlyWoT.11.The d!sgansmNnn.Ird,poFcaxs,smaltlry Anthony T. Tombo Ill, P.E. 'Jeseeltus Tr 0s gWhi[site Eespxsikila]dtx O.iealhx OvaisEabrak epee r:lbt frileieg MIT.!,. 6a aetnld(u 1A(,ae'a.I.1§.lesttke!&;if,hed KL iie R;mE'rd sic TOD mil r", Wil n .16,1 c"oddgl'ME54A;9"1041h. del ensig sS:lile 6,s resrsc3'.h st ' a80083 aat:Gepges:e,miuswA iA9ie:setsl:pillis6 saFtlkle In;emmee7(lndfskdl171eadSlfAvrnlenmd'n na: dna.RrTfttinsl.:eseuil9:mssskieli!se!tAlLessDesi Ftl�nsOer fnneresllnssflsaelsdF�eE,ness r.,.1(Weau. Ali n!Is"lot ekIDDIAlir 4451 St. Lucie Blvd. e3arin AEIIId ljeua'm 1pred 0%r(e Yldleg lJ dl Aat:Ef[Nulls r0psCuplorster if ACT re fa4a1 OWpeGe, T'us SrM14a fapn!er e. yoillij Anmp,-adbcmer ditdhTell. Fort Pierce, FL 34946 topyright®2016A-IRoof Trusses - Amboy 1.Tomha111,P.I. Peprnduai000fAhisdolnment,inanyform,isprohihAedwithmathewrittenpermissionfromA-IP,00fTrusses-Anthonyt.TomhoIII,P.L Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB3L15X10 AO2 Scissor 3 1 A0118564 A_1 D—F T--- C— Dr..-- Ce 1—A..,__:__. _,._.__ ___ Job Reference (optional)+ !,—, u mn wm is euuaueca, ueo. vveu rsug Zu ID:L6:4L Lu IC ID:ld OOXvvT61Bi 6.00 12 5x6 = Dead Load Dell. = 5116 in 5 5x6 i T 5x6 1 4 6 1.5x4 W 3 1.5x4 12 1 W 6x8 = 1 N B 13 14 11 0 1 r 'a 0 1 2 3x8 MT20HS-- 3x8 MT20 19 3x4 3.00 12 3x4 zz 1.5xft5ii4 I I I" 1.5x4 II 4x8 :�: 1.5x4 11 5x8 zz 1.5x4 11 30-9-15 48 /( 9-10.4 19-0-0 27-1.6 2 -1- 2 31 38�0 9-10-4 9-1-12 8-1-6 -0- 2-8-40 7 0-10-10 Plate Offsets (X,Y)— [2:0-1-14,Edgel [4:0-3-0 0-3-0] f6:0-3-0 0-3-01 [8:0-3-7 Edge] 18.0-4-0 0-5-41 [8.0-2-1 Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES G�IP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.80 12-14 >570 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.50 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 200 lb u � = 10 /o LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. Except: 4-8-0 oc bracing: 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min. 0-1-11) 8 = 1482/0-7-10 (min. 0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 8 = -369(LC 13) Max Grav 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2810, 3-4=-4314/2537, 4-5=-3129/1785, 5-6=-3129/1785, 6-7=-4341 /2562, 7-8=-4660/2828 BOT CHORD 2-14=-2402/4233, 13-14=-183113605, 12-13=-1827/3640, 11-12=-1829/3643, 10-11 =-1 842/3607, 8-10=-2418/4245 WEBS 5-12=-1278/2430, 6-12=-850/786, 6-10=-262/633, 7-10=-319/445, WEBS 5-12=-1278/2430, 6-12=-850/786, 6-10=-262/633, 7-10=-319/445, 4-12=-848/781, 4-14=-257/625, 3-14=-318/465 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=13ft; 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;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 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 369 lb uplift at joint 2 and 369 lb uplift at joint 8. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/rPl 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Gadry •rleese tivreryNp rt!lertk'1I IW RASCi rsffifr, 6C9011 HIM 8 COM:snchs [Dnominna•l.(CrCGiED'>MElfi dxo< ln-dd dWpe pasQden eN rteAnN>f eeSbs lass Ern 7reriy iRwseN ge kdlurl. TcalsDi, rl.ldueas!Fee� leYe ne. Ddesspler+ise stdN entleIDD,raj FllhkroeeRtsgYa!sldR: end to axIDDSh!dll. As trills Desyn6pttu{Le;SyeeleNp hpces�tlsssdndgddiene TDDadp, eNee Rsi. T�ssirenuapu�.leN�rloeamu,s!aoulrp AnthonyT. ,Tembo 111 P.E. eAin Wes hessSri" ldliiep is llesespu!ililap 9N%all,IleD+uifea`a�zNe;emrfie IvIfry DWI",, m Eesuted dla ItLi3lS al As load l d4plied Ki.Tle ryrms`: dtie IN afayttld ne dai Tess,i66,1 kad'w•p.ta:rykieshlleBn old Wansuih na re!dtssil:!hd :80083 t ttxralapDesja�erlQtecal.All es3sWild isNIDD.Al"apmnesradpiidnssetshpdBq(aayamSdeflldavmn;l0fralllsWlpTAoaWAnerdv.xaE:xpeeenlaeaelnlnsoesx:nrpaas1nnWell!scaeTussDlsipx,T:anses'Phpo:erwlrnssra,aen�e!;uuss 4451St. Lucie Blvd. Fort Pierce, FL 34946 sles.lu IsfisNlparaakN epreederas hxNieg IT dlpatxsh�dsed. iheTnss r[sla Eryiaert Is gCTth Ia/apDez!psw, rtL a Sps'sm hpie.Kr r: ap beddup. !D e�ddaNS!os areas OdaN hRtl. (opyrighl012016 A-1 loalhosses-Anthony 1. Tomlin 111, R.I. R.eprodudion alibis doromerd, in nay fares, is probiRed withaod the writtea permission bom A -I RaolTmsses- AnthonyL Iambs III, P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB305X10 A03 Scissor 10 1 A0118565 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 15:28:42 2018 Page 1 ID:ld_OOXyyT61Bi_TXol jwHHzefvK-Zfh_U?yAy9VN7AnC255KCS27Hi61faJLMwovMgyiyuJ �1 4-0 7-2-1 12-11-12 19-0-0 25 0� 30-9-15 38-0-0 39-4T 4- 5-9-11 6-0 4 6-0 4 5-9-11 7-2-1 h 4-0 1 6.00 12 5x6 = 4x8 zz 4x8 : Dead Load Deff. = 5/16 in LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.57 12-14 >806 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.82 12-14 >557 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.52 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 179 Ib FT = 10% LUMBER - TOP CHORD 12x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-7-7 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 = 1482/0-7-10 (min.0-1-11) 8 = 1482/0-7-10 (min.0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 8 = -369(LC 13) Max Grav 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2809, 3-4=-4314/2536, 4-5=-3130/1786, 5-6=-3130/1786, 6-7=-4314/2551, 7-8=-4676/2830 BOT CHORD! 2-14=-2401/4233, 13-14=-1832/3605, 12-13=-1827/3641, 11-12=-1832/3641, 10-11 =-1 837/3605, 8-10=-2423/4233 WEBS 5-12=-1279/2431, 6-12=-848/779, 6-10=-254/625, 7-10=-318/464, 4-12=-848/780, 4-14=-256/625, 3-14=-318/465 WEBS 5-12=-1279/2431, 6-12=-8481779, 6-10=-254/625, 7-10=-318/464, 4-12=-848/780, 4-14=-256/625, 3-14=-318/465 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=13ft; 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;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 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 369 lb uplift at joint 2 and 369 lb uplift at joint 8. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard GilIrTEmmums :e'ttsiiliit a , z . . i Ytl,.ist ndte atlIDD lreelDn!j,lerTYlxtes Anthony T. Tombo III, P.E.pustfluneMloot,41 eelTFRt Desipm( re ue rfdo rrttsSt tq latlirp is lie respns@ilnjdix Or.!r,@e 0-i'S MI'loksl v(Ne Illo it9okm9(PI. Titcpp I'llkIDD are rn lu!I esedtle Tnss.utl!Eq t�d'i^p. sn:sp!, iefi!lefin ultrerri sh>Ii4ef eaimti5:!1je1 180083 ' Ill resfq)lsirx:w(lernm.111W4' Sol Wist&1DOulIll prainsall plslwsit4!k1fig(taspolowWolf ! tmnitrn(s¢pilisidsyTo.1sr(Autrt!v xe35!eexre!a:ine IF IMoor oulToss MsrAtar:e!;a ss 4451 St. Lucie Blvd. R!RiSt Idilsl IJeG>txd YJfH/ aHe fr Ylaler iJdIpM:Ff INFrtl. Tit TlttS rYff,'-I(Sri1N! li ICTRL (2i19j DKiT1C,rt T.t.f Syi'!Z �j t.Yf r®j Nlijl3r. JJI!C]-�aMteras tre es detael nlrll. Copyright 02016A-I Roof Irusses -Anthony L Tombri [if, P.E. Reprobation of this dommerri, in any form, is pirlhillfted without the witless permission from A-1 Roof Tresses -Anthony 1. Tomb D 111, M. Fort Pierce, FL 34946 15X101A04 I ROOF SPECIAL Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 4 182018 MORN AO118566 6.00 12 7x6 II its 1d 410 = -- 1. 3x6 = 5x6 = 2x4 11 1.5x4 11 3.00112 3x8 Zz 8x8 = 1.5x4 11 11-7-10 21-2-10 23-3-2 8-1-0 11-1-10 19-0-0 0-11-1 234}2 29.6.0 38-0.0 8-1-0 3-0-10 0 0 7-0-6 1-11-i 1-9-8 6-2-14 8-&0 Aug Dead Load Defi. = 3/16 in 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 0.93 Vert(LL) 0.4711-12 >974 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.65 11-12 >699 240 BCLL 0.0 " Rep Stress Incr YES WB 1.00 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight: 222 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 "Except" T1,T4: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 "Except" B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 "Except' W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 .BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 4-14, 6-14, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min.0-1-12) 9 = 1485/0-7-10 (min. 0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -365(LC 12) 9 = -367(LC 13) Max Grav 2 = 1491(LC 1) 9 = 1485(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2635/1604, 3-4=-2700/1747, 4-5=-1822/1223, 5-6=-1717/1250, 6-7=-3863/2402, 7-8=-4601 /2946, 8-9=4661 /2731 BOT CHORD 2-18=-1233/2282, 4-15=-310/655, 14-15=-1254/2423,7-12=-511/558, 11 -1 2=-1 678/3630, 9-11=-2320/4205 WEBS 3-18=-466/340, 15-18=-1123/2282, WEBS 3-18=-466/340, 15-18=-1123/2282, 4-14=-1036/801, 6-14=-492/98, 7-11=-794/860, 8-11=-352/502, 12-14=-685/1887, 6-12=-1708/3244 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=13ft; 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;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 lb uplift at joint 2 and 367 lb uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Krrh tlan5tntim!rerirrih'4111300MSr5{'iELIEI'p 6f1•JI(RLMS8[0pC1005S(DSIONj tD10')tCCrGG'�DSSIfXi'lua Tuei dtsiyt putntltn tsd n:3 tsfnnirisUtss OesADresiyER td IhleiverIIvele.rl.!dress 4?slF<.`e!e ns. adeuethniserisul It titTDD".it Wiek ntnmq%!esse>lihatelin lle1013koue.Ise Tins Des1pef.V.u(ie,5peJ,4 ftpi.uItsndnnp100 repruers tr.uugm;edtle polssieeelegttrno nsputiillor kftldssrnetues!qeTress hp!nedtelleIDDodp, eMerIMI.Thdes!tenttnptitn,ltdqutdons,stildliq Anthony T. ;TorribD III, P.E. d uedrSs 12ss5rtq ldiditp is Ike «3pntilil49h,0ss¢fie 0-es.:midipeirik lrldiu 0esipt+r,miSendendiSr ltC, �eBfoodtle 6ldEm@quit M. Tte it/me'edtle]DD asl n.fieldnedh: Tnss,Sadetiq Wd;;„}s�repe. irshileliet udkra, sSdifa Na repsav'susrel fi. $0083 Ih t"Vfts"! W 11INdr. At uns ut ac u IN TDD W Ike pasi ns ms pd9nes this kidiq (taptat SrIe l lfnsttin70f,: 1.11"W 4 0l and SlfA tr_re —tifee punei ge dnee 110 h5usSe:nprs l:an Liddi3?e tf'�e TIn3 Denptef,l:nsDli p Fegii'HC➢d T(eii pSpdt;4!!e, tt'eii tltniu lifited tpa04:tele eed tpvumint t dl trtm ltseiud. lSeTuss Cr9?eF items rDTih lAaiz vesi rer,nTnssS .-xfaritxrdmrSeilS. tJl datdk:rn mndbaei ialfld. 4451 St. Lucie Blvd. • p t r r r• d M i q Fort Pierce, FL 34946 Copyrigh102016A-IReofTiusses- Anthony LTanabe Ill, P.E. Reprodurtionofibisdommenl,inanyfum,ispmhibhedwithoutthewrittenpermissionfromA-]R6DITtusses-AnthonyLTomho111,P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118567 WRMSCM63L15X10 A05 HIP CAT 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 15:28:44 2018 Page 1 ID:Id OOXyyT61Bi TXoljwHHzefvK-V2plvg_RUnl5MUxa9V8olt7S6Wn37V2epEHOQYyiyuH 20-11-10— 1� 0 6-1-11 11-1-10 18 0 12 19 11 4 i 23 3-2 1 30 4 11 _ 38-0.0 39� 0 1 6-1-11 4-11-15 6-11-2 1-10-8 2-3, 7-1-9 ' 7-7-5 '1-0-0 1-0-6 6.00 F12 5x6 = 6x6 = Dead Load Defl. = 3116 in " 3x4 = 3x6 = 6x6 = 3x4 11 4x6 = 8x8 = 1.5x4 11 3.00[12 4x8 1.5x4 II 20-11-193-0-2 i 6-1-11 i 11-1-10 11710 18-0-12 i19-11-421t1023r3-2 30-4-11 i 38-0-0 _ 6 4-11-15 0 0 6-5-2 1-10-8 0- 0 0- 0 7-1-9 7-7-5 1-0-6 1-9-8 Plate Offsets (X Y)— [4:0-5-0 0-3-01 [5:0-3-0 0-2-0] [6:0-3-00-2-01 [8:0-1-15 0-0-0] [9:0-0-0 0-1-121 i9:0-3-0,Edge],[10:0-1-14,Edgel,[13:0-6-0,04-12],[17:0-5-12,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.47 12-13 >968 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.67 12-13 >681 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.37 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-MSH Weight: 236 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T4,T5: 2x4 SP M 30 BOT CHORD ,2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* I W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP �No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-13 oc bracing. Except: 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 4-16, 6-15, 7-12, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min.0-1-12) 10 = 1485/0-7-10 (min.0-1-11) Max Horz 2 = -159(LC 10) Max Uplift 2 = -359(LC 12) 10 = -362(LC 13) Max Grav 2 = 1491(LC 1) 10 = 1485(LC 1) I FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORDI 2-3=-2721/1649, 3-4=-2697/1687, 4-5=-1876/121 7, 5-6=-1602/1239, 6-7=-3879/2412, 7-8=-4665/2991, 8-9=-4517/2738, 9-10=-4689/2737 BOT CHORD, 2-20=-1302/2377, 4-17=-229/596, BOT CHORD 2-20=-1302/2377, 4-17=-229/596, 16-17=-1224/2404, 15-16=-615/1602, 7-13=532/615,12-13=-1677/3640, 10-12=-2333/4230 WEBS 3-20=-267/251,17-20=-1179/2225, 4-16=-975/739, 5-16=-267/546, 6-15=-1358/503, 7-12=-839/887, 8-12=-344/505, 13-15=-823/2180, 6-13=-1821 /3504 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=13ft; 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;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 lb uplift at joint 2 and 362 lb uplift at joint 10. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard t6'edq �Plee:etleargdrrell}esL'0.�1 iD@i BiSSdi'irtlEl'j 6tg021 iE1NSd(Pti iiICSS fiIS70kj Eli9;!(CYCd1FiMEMi IIf'F-IlilFtt}{�rI rEI9Ntf50itR�eN3Sp iilS ilk!fDP!CI)!1e1q 11C4j RP ItS AINpri. TYSYILI,r.E.MGIEf ir!}I tYS:'IRY. IItIY!1 dtN*Ift CeIN 1E1�11DD,f*'( tll4ioen:br/aas sSd:FYrelfirfte iDDlekYdiL beLns De:yl Elpwrpa.$endlr FYpu S!s!dnnrlDO!eFtesYAsfe raadtle palssludfq'eerise r!ynsililot'm;lsetn:ga<ittt sane Tn!st!rm!Ifctle lDD nlr, Neri?Fl.i&t!DYYsnnp�fc.lersxgort�nxs,smoi�Dry Anthony T. Tombo III, P.E. d+st.1*1 sshrfg Wblislte restBevlflmdGeOnee,CeO.xiseas'i!flly`tdiftia ldttiq Oesilcer,atz cxMrtdlie lK,A!�SE felBe btd ea':4ryn1}a3 rd-1. ile Rinsfief!se lDDeaemfid[ne Alie Tnss. 6tiq Ral:iq.Pi:gf, I15hII@IIB Gt GrIr3j1S1✓ill:il rY!rcaibLhd z80083 Arta 6Ffag Dfs!gm:ectQd'emcINW's!eteetll fee Mel l'nrr!dnesml p,Hmsd9e tell§I Cmpea Sdery la3wdielp•Effj peGsE 4TA letSKA.rerehrzxeta}p¢nely iAntr. lPeT tfire!d:restYni4:DAes[etGe!L•sd!!!1!Yss Muifer,irt3s Desge Feiia!YrwlinssU�oden�er,seess 4451 St. Lucie Blvd. BRe!YIitHad kJo—TdgedA.lte.1h]iy61pm,s1.,I1.TSYTr1YsNip ElltHeefli!ICIetLA1t9j0HIt3U,ofirl!SSri!IIEatif!erdmrlr0§fr.kltq:lai!!Y:OSIteadd.YttiTftl. Fort Pierce, FL 34946 (opyrighl02016A-IEtoofhosses-AnlhonyT.lomboIll. P.E. Reproduction of this dornment, in any form, is pichibined without the written permission hom A -I Roallrosses - Actfronyl. Tomb III, P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB31-15X10 A06 HIP CAT 1 1 A0118568 Cl f Job Reference (optional) ��s 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 15:28:45 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-zEN770?3F4ty_dWnjDflg4gtww58sxin2ulZy?yiyuG 23-3-2 1 6-1-1 11-1-10 16-112 2 :11-10 2 -11 30-4-11 36-0-0 9 1 6-1-1 539 4-11-2 410-14 0.11- 0 7-1-9 7-7-5 -0- 1314 i Dead Load Defl. = 114 in a _ , 5x10 % 5x8 II 6.00 12 3x4 II 3x6 = 6x6 = 3x4 II 8x8 = 3x4 = 1.5x4 11 4x8 3.00 12 zz 7x8 = A-d' 2 6-1-1 11-1-10 11 7 10 16-0-12 20-11-10 21 -1 23 2 30b11 38-0.0 6-1-1 5-0-9 0�-0 4-5.2 4-10.14 0- -0 0- 0 7-1-9 7-7-5 0-8-10 14a Plate Offsets (X,Y)— 17.0-2-4,0-2-81 [10:0-1-14 Edge] [13:0-7-0 0-3-101 [15:0-1-12 0-2-01 [17:0-5-12 0-4-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.52 12-13 >869 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.77 12-13 >590 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.49 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 236 lb = 10% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 132,134: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W5,W7: 2x4 SP No.2, W8: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-8-13 oc bracing. Except: 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 6-15 2 Rows at 1/3 pts 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min. 0-1-12) 10 = 1485/0-7-10 (min. 0-1-11) Max Horz 2 =-142(LC 10) Max Uplift 2 =-346(LC 12) 10 =-349(LC 13) Max Grav 2 = 1491(LC 1) 10 = 1485(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2727/1634, 3-4=-2685/1640, 4-5=-2622/1657, 5-6=-2044/1363, 6-7=-1783/1297, 7-8=-3589/2235, 8-9=-3752/2106, 9-10=-4708/2721 BOT CHORD 2-20=-1293/2384, 5-17=-256/572, BOT CHORD 2-20=-1293/2384, 5-17=-256/572, 16-17=-1168/2365, 16-31=-734/1782, 15-31=-734/1782, 8-13=-231/391, 12-13=-2324/4260, 10-12=-2320/4250 WEBS 3-20=-266/257, 17-20=-1203/2211, 5-16=-810/602, 6-16=-316/617, 7-15=-3715/1603, 9-13=-8791776, 9-12=0/281, 7-13=2586/5316, 13A 5=-1702/4204 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=13ft; 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;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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, with BCDL = 10.Opsf. 6) Bearing at joint(s) 10 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 346 lb uplift at joint 2 and 349 lb uplift at joint 10. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/1'PI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard wt�dq•nnsenunsllye!dextk•iaraelnais'SisrunZrtanurdrxsaral:ancssesstDx{rsTn';ztraohusu�rt'tnm.re;apses;;,rotas!rse,rya.x!sntasr,sssoe:c,Drt~iepfrre;:n3Leadlnfl.r:�sc;.r.Lrde,ewes:.ttanes!.udnsd�.indddnn!1DD,.,q milduensn,pices sldlE: osed6rLe IODukolll. IseTrms Dnipa hNrze;LespeshNp 0[srs r15!sul eeeryIDOsepresertsnsaepeaad14e pmt!ssHtd er{3e!rlea ns,nNlllar`:ursSe ess:(ntd Le sls�"yeTnss hpin!hetle IDD a¢, eet!rITT. The dKI'malava , fithp.dnls, soidOry rd in dsps Tani, of Hielstknsnsililded;.e Mu.11e O—es 1e; Lel hil Dmia!, m h ndsd d(a K,is LKWthe Lad Us ale Mi. The ,ne dLe TOD nl tntield ese d60"st. We6etead5 f Onuihfin ud Isa 6MI M1,!ro ti3:!:hd Anthony T.'TOmbO III, P.E. ' r r E 1 er' �1s w s 80083 IleM:layOei;m:en!QC�esq!.sl: nns sdodiLeTODexlek pr�iusalpildnudtL•tnidq[snpcaen klegia`tinenn;xsr peNisWly ltl ts/1lfauerelv:xterx pnni pdsu:, TYrIG0ns4!resµn h;laiesne6"!sd!h!LtssDesipu,l:tts 7esa kp2erwl Gnckmdt^eey nrus 44$1 St. Lucie Blvd. t#sMu ldissllpoiesPed eptrsd eptt uvnOq lTdl pen s i!s;Tul ThtTnss edafspiu l is icTN IA*.dnr Dtslpv t,lm!s sp1!s Ea) ese drJp lediq, "aupd1elte en laoi ddsedulPN. Cnppliaht02DI6A-IRoefLusses-Anlhanyl.TomhoIII, P.I. Reproduetionofibis domment,inonyform,isprohibited without The writtetpeemissionhomA-IRoofliusses- Anthony LTomb III, P.L Fort Pierre, FL 34946 Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118569 WRMSGMB3L15X10 A07 Hip Structural Gable 1 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s 6.00 F12 5x6 = 3x4 = 7 2-11-10 5x10 MT20HS:z 8 2018 MiTek Industries, Inc. Wed Aug 29 15:28:45 2018 Page 1 IIwHHzefvK-zEN770?3F4ty_dWnjDfl g4gegw86s3Cn2ulZy?yiyuG 22 21--- 3x8 = — 17 15 13 3x6 — 4x4 = 2x4 II 18 16 14 1.5x4 ii 4x6 H 3x6 3x6 = 5x6 = 23-11-4 LOADING(psf;) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defy Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.13 13-28 >771 360 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.34 18-19 >808 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- ; TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* I B2 135: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins. BOT CHORD I Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-1-0 oc bracing: 15-18 WEBS 1 Row at midpt 7-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in I accordance with Stabilizer Installation quide. REACTIONS!All bearings 14-11-10 except (jt=length) 2=0-7-10, 16 0-3-8. (lb) - Max Horz 2=-126(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 16 except 2,-247(LC 12), 15=-365(LC 9), 13=-158(LC 13), 11=-148(LC 13) Max Grav All reactions 250 lb or less at joint(s) 16 except 2=854(LC 23), 15=1662(LC 1), 13=345(LC 24), 11=330(LC 24), 11=304(111, C 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1301/888, 3-4=-966/759, 4-5=-896/7751, 5-6=-675/650, 6-7=-577/617, 7-8=0/442, 8-9=0/509, 9-10=-7/403 1 BOT CHORD 2-22=-603/11,05, 5-20=-277/376, 19-20=-326/802, 15-18=-1300/640, 8-18=-421 /2114 WEBS 20-22=-596N�007, 3-20=-348/338, WEBS 20-22=-596/1007, 3-20=-348/338, 5-19=487/462, 7-19=-225/634, 7-18=-984/583, 10-15=-392/336 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=13ft; 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;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16 except (jt=lb) 2=247, 15=365, 13=158, 11=148, 11=148. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Dead Load Defl. = 1116 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 220 Ib FT = 10% �Ytioap•Nwst!trtx�l1!plt�tlt'1?IF77?rOiSES(S1f!1';.F(Nrn(7;Li!SIiCXff�Ng(li1CY�MFt"R(CA7N1F0=.YfS!'!re. Ru!rbnprstaxes ttlftag tdtstetl'tTms6t:!Itbt.ig(IOPlel6:k'Mtgf.ltahl[,r.[.Itrertef!iLtl lehrtev_!l�rio!fn.ia tYNta",.sTC-0, itlr qi?ttmnertu gldss tit9 ieesedfm5e76: hll tttii dstlmt Gti;,l:Jj3ttf(11.. Spt }Yl)�iti!,>9t5Nu to ttg r�itytibYt �9'(igttltt allf r!t!KS3t3 Ry0!G jIt5P40i 'ihil:±d3Sl�t d!14513g!tTit:t i•:gLhdt0 27 BitIy,R[�Y!IFI. !A2 gt5igi /5it3g'!W; wag OE°.^.DNS: SR! v'Ar Anthony T. Tombo IN P.E. etdat Y rbs 7Nss tar of Nl Viobtrupm�i,010rxa6t OctetadmNiq'mNtitgr.'.<.pCr,�>r,pfat two sins 114It, Ktdfrt Iml P&I Or ng7Nfl Tat trpmel a!4:li�O ni ar Gdgut tt l}tTnss;h:,rYsgtrtitrtg. stm fit, its't?,�te sl4n:tg dtO tt at mrasi"sill t{ T80083 Ct 1W.1 Puiptf and rte!fa:tt(, d11WNW*405t72.4fat grtmtts Nd rl".'n 0Itrt:-Ggt&Apuw soil" Y?A129`NVVgIttlotdWflttd 51a Nt rr<'waa fat I.!d 1.4m. 141 leuh, mprillL`t, df is t!It T— home, itnr Uvv hgnu tad Tolt YNtlten-, w!tss 4451 St. Luele Blvd. ' �ttttiE!sr MiN!!rt(tadrl tpedrytau*r'gty z;galin U!dtd. i4Lta Fesi3a Eetm is �Oi lttTuldirg Otsigu.t!'!aufrrlea EAgiar, el nyl�ulnq.f!i myift!iizl L>!sr at es dt�etg itlNl. For, Pierce, FL 34946 (c thIC2016A�IRoofTrusses•Aothoo I.Iomhalll,1`1 Rercdufti000fibisdoturneot,fnco form, is prohibited ermissiocfmmAdRoofTrusses-Anihon 1. Torch (11,P.(. PY 9 Y P Y P F Y Ply IRENAR MORNINGSIDE AO118570 f russ Truss T WRMSCMB3L15X10 A08 Hip A-1 Roof Trusses, Fort.Pierce, FL 34946, design@aitruss.00m 1-2 5x6 = 3x4 = 18 2018 Print: 8.210 s May 18 2018 Mi ek Industries, Inc. Wed Aug 29'15:28:46 2018 Page 1 dd_0OXyyT61Bi TXoljwHHzefvK-RRwVKM?h0O?pbn5zHwAGNICpSJTubRmwGYm6VRyiyuF 25-54 30-1 n-3 4 Awn 1 1. 1 ., 5x6 = bead Load Defl. =1/8 in LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCDL 7.0 Plate Grip DOL Lumber DOL 1.25 1.25 TC 0.65 Vert(LL) -0.32 12-14 >884 360 MT20 2 4/190 BCLL 0.0 ' Rep Stress Incr YES BC 0.89 WB 0.70 Vert(CT) Horz(CT) -0.45 12-14 0.02 12 >616 _ n/a 240 n/a I . BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 196 Ib C FT = 10% 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 4-5-4 oc puffins.. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-12, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 777/0-7-10 (min. 0-1-8) 12 = '1828/0-7-10 (min. 0-2-3) 8 = 358/0-7-10 (min. 0-1-8) Max Horz 2 = -114(LC 10) Max Uplift 2 = -219(LC 12) 12 = -553(LC 9) 8 = -248(LC 8) Max Grav 2 = 807(LC 23) 12 = 1828(LC 1) 8 = 413(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/588, 3-4=-682/381, 4-5=-540/390, 5-6=-318/606, 6-7=-321/762, 7-8=-313/516 BOT CHORD 2-15=-326/963, 14-15=-326/963, 13-14=-31/276, 13-22=31/276, 22-23=-31/276, 12-23=-31/276, 11-12=-348/498, 11-24=-348/498, 24-25=-348/498, 10-25=-348/498, 8-10=-298/219 WEBS 3-14=-533/508, 5-14=-293/582, WEBS 3-14=-533/508, 5-14=-293/582, 5-12=-1109/793, 6-12=-823/911, 6-10=-1196/706, 7-10=-373/512 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=42psf; BCDL=S.Opsf; h=13ft; 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 right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=219, 12=553, 8=248. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 6'r.Nq-rlKse tltngdrrnietrtSe'4.I10c, n755E5{'i(tlfC16Ee31t fE(NS d (06.I' II[i4(DS70Mj K9�';L(rlGRTQGNEAI EN8 INA(.ttilrl iNE6NtK IJd iM(O]ItS OE131IT!E33 DES!C! DItMltrfl('Dj N� Itt 1NIN(T. TMlt Ell r.E.ItidtAt �tY1 Al'tKt, Dd"s t hmit slisi n Sit ILrh°vtt33t3 r!6es slilile Keifrt Hx iDDl3kWd. As a Tins DtslftEtpted{I.e.S,tEldf(itEiud;,Eie 3ed 110rTDD(trrKm4tG N3tr."n:l Aftl rSEi?SSI91A lCr'if!.IEEI23fN31ilI1F(bt Ml lKiifi Re slE�,efisdetmelmtle lDD etIr; EMd1iH. Ttx e!v'n n3Enp31tK.ItdeptnN�nx3,tmtNEst AnthonyT. T T Vin"M tinsle'" ldf .5 islk IterN3lfelhdf:d D'�121-ift D'�'dfffA40!IIFIF ANtitlAf/he DKlreN,®htflMEl Alft(K V11191Ne dtdtadmaltad RLl. ile yfn!tldlie 106 osd nrM1Tll nedHe Tess. rtiq t�s'�c}sn:gt.�tmnditt wtt,Nsr sSditaren3pa4D�lha Y embo II-, A.E. t INN'taDUefirt:Nlfsa oll.Au4sill01itmeIDD.4itrim!°,®(rEAA°Kdth1.1Gq(mrcamStill1*m¢nwtLfftNitaitJ(tlMs(flNanh!lotlMmdnprAnelfHkx3ttenspmt:nESWb3N�a11EKDt d,11K3DKi �80083 ;• pugeNwl T°slMmlrt:Nd,waK 4451 St. Lucie Blvd. t3crtlu ltfdtlira(mkm tpet4 tyttuxntiq lydtrtmKlKAsei 11eT°ss DeslpsEa(iteetts AOft�ts�arDKfr3d,xTnszsrsha (tritttrd®r MlSur_ Ali Scp.':aNar°s demld!ad itlrFl. Fort Pierce, FL 34946 Eopyripht02016A-I Roof Trusses -AnEhonyI.Tomholl],P.E. ReproducIlionofthis dommenyinany form, isprohibited with out the written permission from A4 Rest Trusses • Anthony 1.TombnIll, P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118571 WRMSCMB3L15X10 A09GE HIP SUPPORTED GABLE 1 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 15:28:47 2018 Page 1 ID:Id_0OXyyT61Bi TXo1jwHHzefvK-vdUtYiOJni7gDxf9rehVvVl?FjvXKxb4VCWgltyiyuE r14-9 11-0-12 26-11-4 32-2-8 38-08 $9-4-Q 1 00 11-0-12 15-10-8 5-3 4 5-9-8 14 5x6 = 5x6 = 31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 — 3x6 = 3x6 24-9-8 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid TCLL 20.2 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.47 16-18 >379 360 TCDL 7.0, Lumber DOL 1.25 BC 0.48 Vert(CT) -0.36 16-18 >492 240 BCLL 0.6 Rep Stress Incr YES WB 0.54 Horz(CT) 0.01 19 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD ?x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 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 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 18-19 8-3-13 oc bracing: 16-18. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-8-0 except Qt=length) 16=0-7-10. (lb) - Max Hori 2=-102(LC 10) Max Uplifs All uplift 100 lb or less at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29 except 19=-381(111 C 8), 30=-116(LC 12), 16=-288(LC 8) Max Gran All reactions 250 lb or less at joint(s) 2, 21, 22i 23, 25, 26, 27, 28, 29, 30, 31 except19=681(LC 24), 16=593(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD; 14-15=-335/528, 15-16=-661/799 BOT CHORD, 29-30=-150/382, 28-29=-150/382, 27-28=-150/382, 26-27=-149/380, 25-26=-149/380, 24-25=-149/380, 23-24=-149/380, 22-23=-149/380, 21-22=-149/380, 20-21=-149/380, 19-20=-149/380, 16-18=-597/551 WEBS 1 14-19=-594/823, 14-18=-677/471, WEBS 14-19=-594/823, 14-18=-677/471, 15-18=-363/528, 3-30=-116/252 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=13ft; Cat. ll; 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.0psf 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29 except (jt=lb) 19=381, 30=116, 16=288. 11) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per AN81/TPI 1, The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Dead Load Defl. = 1/8 in PLATES GRIP MT20 244/190 Weight: 235 lb FT = 0% iffl %t01F:Ri1V.$ilf eFi!FYfit�r rDD(rluuEii$!t!9',eirtUt i9k$tiDrD;rurs tD1TL'A^ro!rr^ziuosum�$:sr P.1,14"1110psaea:.1it!ib!Ff"INS r1Fi1 Dr1ip D'rslgriDDk!44!4.Mt1rr6.y1 RUE leff'Si!S!Inh6re eft. 1�5tt er+nrisF fYxifa EFTDD,my dHhtlFGu rlFiFsfSa:7setulkr?§!IDDnk!1�iA tsll.a!1CF;(1;1ja:F1{!2.,$rFC�27EGj'9?J;R!1F'{K6rIS IfgFH51mXFFriH(!G'3$ifll1Fk80ij9!FILJtF1ri8Yk!3frHFdlilp ll fN fli?!!IMfl:rl^22NSF$ZF!!r,pp}F(IrFI.Ib!IFfir6!1P3j`C21; �i0161F''itfff?ai!ih Anthony T. Tombo FF:, P.E. eMt!eniticlrsl4,farr.iaf:l anlft+a'n.`iTtlttklN"?,k,O.W'stlS111tlq(nV6,1':zrr:p.!.itfitxrtFtel41 lit lit RfvASSelx11D1CfugrtdlnoliN.1,i$f!rrnlilaltE!t:D!el•stitlf!1!FttfrFIris,i!Ik:!y»!slur.nmgF.+ s7us7!"ttN3fYan$!P!fF19�fi5il'fPI 80083 ne r.Jfq D!npv �l,eetrutFc rlia.^.p u1FMa7FT^.-?mifkl p!cul celrr3!:sniaftFra��rasNf�iStAidorl•^.:Fa{l;i!!.'!.':9dk. itiulS6CIf wF;c'eF!iFi;s: ret;ci rarexl, r?41 Lam1G!1Firiuis�l::`:o-iratld,Ff!15!r:titFrc:r•; f1r11 CFsiy r!gcFet mdinll NaAk�F6�';1s 4451 St. Lucie Blvd. Rn.i:r Idw!/rt(w5rl q,;eigwn�i_!gkp e;ifttlits h!ehti. ih ri!11 DIf"rye57am is e0;fit 10141Dt1lp(r,v firs,Sys4iz rqur0m; k1of"r. UtFfatNAfira!at!s itlurd i Ms. taPyfigSt�.'.'2016A-1Rwlimstes-Arrkanyi.Fsm6xi11,P.E. fiep,cduliunottF.isdc(nmeei;ioanyfArm,isplohibGedwitEoulihel!!ittenpe,missiomn,mAdFoatlm!fes.AniScayT.Tom6n116P.F. Fort Pierce, FL 34946 Job Truss Truss Type QtY PIY RENAR MORNINGSIDE WRMSCMB3L15X10 B01 GE COMMON SUPPORTED GAB 1 1 A0118572 A-1 P-f Tn-- P-1 Pi- GI '2AOAn A--i,...(,..,....__ _ Job Reference (optional) -•--------... -. �� c�,1,11-U-IVAIGIlia uem yrocuroKuu5mes,Inc. vvea ID:Id_0 OXyyT61Bi WTXoljwHHzefvK-Np2F121xY?FXr5ELOLC -1-4-0 6-2-0 12-4-0 1 1-4 6-2-0 6-2-0 4x4 = 5 6.00 F12 6 4 n 3 : T�' I Sri T� 7 • ,, = $T2 i $T2 f ST� �. 3x4 = 14 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 FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 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 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. All bearings 124-0. (lb) - Max Horz 2= -62(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 8,13,14,11,10 Max Grav All reactions 250 lb or less at joint(s) 2,8,12,13,14,11,10 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live Load nonconcurrent with;any other live loads. 13 12 11 10 3x4 = CSI. DEFL. I in (loc) I/defl Ud TC 0.18 Vert(LL) -0.01 9 n/r 90 BC 0.09 Vert(CT) -0.01 9 n/r 80 WB 0.05 Horz(CT) 0.00 8 n/a n/a Matrix-SH Wind(LL) 0.01 9 n/r 120 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI,TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 29 15:28:48 2018 Pagel PLATES GRIP MT20 2441190 Weight: 56 lb FT =10% vnNg-flgntrlmolt,aut.te't;119HIMSdS{40F1r, mut INS AE0e0II011 I6TCu UAiI"::CICif009ki1Tfr;a rniht?u{aFn3e:uspilafpits Ietlis'pss 6aIP t`rsiy(DC)rxd5!1a4mLink Oi,PLI=:utto TetelSetue nt.Cr`esaa+!.ist stateE corks 1rD,aaly dlReYsmaefu tfates still ee ,tdillat10011.5i. Asnitas Ces nFyilpr{ie Srtal'FEAT'8!tl};Msp4p¢rFv'AltrlataSp0atylE44'0.dYd'.dpi!pk red Yti 6JalatW5i1'ik}g!Me!(331j1IIR!ssa;lt Fpil dgimdp!ptOC ith, aPIFi IPNI, ra: feSlr4 p:Fi 6p, kafur3ed"dpr. ft!fC:IAJ aktf'151 Imsk!@JB3ii--j tf&tow.'fl one's ygtnw,il At wat firm ilf,dfRC ON but atldur;gdemliP6l. Tk lLppeldtyhppl a{(itiltuAfle tpss, mlcdbj aartr 1, sluyt,ux"ehpsdknel aVell l!a!alpssuilyd Anthony T. Tombo 111, P.E. 6,W1.1ho aOffaft"r. Ans#afalAa!r'!r'!!.ANj"seWUfr f:.m 0b"1 y(FS}pFNSA1f ILIt!8Gtl(�.IFI(9;" tdkt iFtpi SriA ptrF�YIM}ffy,rtM:4l rald6(f.I?LId?M!fS]tR3j3fI1{II;!S fadfAk11I3tT.E,f.IriCa; 1pfS CfSl�Fyialtl Dl;nssLl:edoGtns " 80083 ak as sd feyslpl, f of 4451 St. Lucie Blvd. era ri:iagh {etin Ls!tlstd: Ikrass CtsIph¢uai,1lN fit luldty ptsipa,e!?+ass Snfe7halxwss prketiar. lEl udihlil!fL•;nssrt es deAxtf it?FLI. (epytight020HA-IRoolitasses-ArtbonyLkinholll,P.f, teptedarfioaofibisdowninLinanyfmm,isptohibiledwithouttheaatlseopetmissionfrontA-1Realhosses-AnthonyLTontolll,P.E. Fort Pierce, FL 34946 Job Truss Truss Type Oty Ply A0118573 WRMSCMB3L15X10 B02 COMMON 3 1 �RENARMORNINGSIDE Job Reference (optional) A-1 KooT inlsses, ror( rierce, rL d4`J40, UU5IyII%_Vd I❑uss.wrn nuu. o.cev a may ems'.. e� a e.,e. �.�,... ,.Loy ,.. �..... ......................... ........,. _— .—•--• ._ _—.— . ID:Id_00XyyT61Bi TXo1jwHHzefvK-Np2F121xY?FXr5ELOLCkSjIDm7G?3VbDksFDZ -1-4-0 6-2-0 12-4-0 , 13-8-0 , 4x4 = 3 lO 3x4 = 1.0x4 11 3x4 = 12-4-0 LOADING(psf)l SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TIC 0.41 Vert(LL) 0.05 6-12. >999 360 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 6-9 >999 240 BCLL 0.0' ` Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0; Code FBC2017frP12014 Matrix-MSH Weight: 48 lb FT = 10% 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 1 Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recomoends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 532/0-7-10 (min. 0-1-8) 4 = 532/0-7-10 (min.0-1-8) Max Horz 2 = -62(LC 10) Max Uplift 1 2 = -144(LC 12) 4 = -144(LC 13) Max Grav 2 = 532(LC 1) 4 = 532(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.' TOP CHORD 2-3=-632/420,13-4=-632/420 BOT CHORD 2-6=-201/508,14-6=-201/508 WEBS 3-6=-15/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B,2 Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live loan 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=144, 4=144. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPl 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 6'e!uq•rL•ssetlusettls!eeiere3e'AdL7GF f15SBj SE(lELa6LF:l(L(TlslSd[@r:4IIDlS(9STDiA(Ctrt9;E(LMDRIFYFMP Ixr.Te!A19ssileimadnsezderd cstssnesis L€ss Bes�DiniyfRi;eike lClegT. Tesb D,(t tdaese Sk!slraene. Odess Hlvris!ASlei eetle7OD,eir Affilueeemrp:e!es sksRteisedter Ox DDuk,ft essTens DuipF.l!uu0Ie,S!,00r,hdee'rWem wgTOO Rpm 0"m:t It 0, ponstnde sFe:iet espudliieta roe des:padOf s�*Tress derddisIke M2.11,edaMI. Th dx4ps usmpes. led..;w6nx!, seadU7 Anthony T. Tombo lII, P.E. Ow Tresshne110161 is Ike uspmlila.dt!sO—,eef OwuiseA m!itdaye:du Ikefolhp Desp!,n lit mm0 d du lK,iaR. Islas terd1,Tgnde.1MI. TLegTmil dole IDDnd Leer bld us deer Tnss,Wdee L-4h;sh;ile, issullstiu nd 1.09 s5dla lhi re!Im0,11yd :80083 I Its, Nlftj N'4q!.1&Mae!. All ef:es WWI, lye(raennad}nldnss of th9.1lieprmi,am Sdenix4:menn(t61?plluW(1 Tfl and SKA uereLmmlle pmot a:dmu. IN eisTress 00per,Less Des!ps bti ffeslrress6'misCne!,ea'ess 4451 St. Lurie Blvd. e!lsnisf denedipoied:pi eyed epLhvrifig(polimes inches TaeTnss".ts.r!Eyiieefli'lol,xra-dapGesipa,uln!i Sps!!m apn!ttrmrSedSap(n eq.�dtroseteesdefadeeirii. Fort Pierce, FL 34946 Coppighl02O16A-IRodliusses-Aot6onyl.IemhaIII, P.E. Reprodulrionofthisdocument, inany arm, isprohibhedkrithatathe rrivenpermissionfrom A-IRardImsses-AnthonyLIamb M,P.E. WRMSCMB3L15X10IB03 (COMMON I' -dry It"y 1 IRENARMORNINGSIDE A0118574 uesignLaiuuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug ID:Id_OOXyyT6lBi_TXoljwHHzefvK-s0cezO2ZJJNOSFpYy3jzwq 1� 01 4-0 6_2_0 _ 6-2-0 11- 5-9-1414 4x4 = -. 3 4 Io 1.5x4 II 3x4 = 3x4 = 2018 Pagel LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.05 5-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 5-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix-MSH Weight: 45 lb FIT = 10% 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 pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 439/0-3-8 (min.0-1-8) 2 = 524/0-7-10 (min.0-1-8) Max Horz 2 = 73(LC 12) Max Uplift 4 = -103(LC 13) 2 = -143(LC 12) Max Grav 4 = 439(LC 1) 2 = 524(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-607/424, 3-4=-610/425 BOT CHORD 2-5=-261/485, 4-5=-261/485 WEBS 3-5=-16/269 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=13ft; 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;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 4=103, 2=143. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 6Erdq flnse6irniHA mlexfie•Ad IDCfn7Ss3r'iu(P16(A:((TUISS[inh"AIIOrJSt7nOxj artrJ'ja(IIDORtf"u'�NEnr Md 1.4hudepenna EatrH a?tat?asT!Ess]es!yn 7rariEgl((;!;Erl lot lEnu(tToaaa r;IL6rereaESlnl Warn?. udEE: Etlt•.rsE ilddEsn!mD,sm!p AOTEA(tleFmri!¢his4d(4 Died fitr&IDD6 it lOflt.,{itlrniDtsiii(1(IFRH�1.!.(St!1!Ilj(lde4?r;,IS! 5!6�EB ee(TDD(EIRSMSEE[((1N3[e Ei lOe (l0(riSIMb Er�AH.fllgr!gns!nirtl metn:0!Edtless�ein?sk('net EeIke Mali,, Baler MI. The �Eda7on8nxs,smiliNl Anthony. Tombt) III P. . tJ Estdlis Tosslor 1.7 Mimi is lemil"0100hNear. at0.uisEE*:,d,;d or lAe Ateliiot Desl(tt!,mfsmint It its K6?it' Did 6e htdAw:[rt role .1MI. TSeorpm!d tfe IN Ellen hill Eso d9E TitmidEan 1-414 smirye, fishtld(n uitErut; slielifie h•2 nspai.hd Y ' E ' IN I,hiDes'gmt .W.?.fOgEe3 sd gi4R,•IDD iN In p�¢es®A piidh!sd6?tnlGq tO¢KaMSdery la!DmEen{tfA}pNis(ds)In WSW rterdyextlfe ItrtreI Fi.:L IN 65.1lempmidru.1&%?fd6?T!e,MieM,Imshi!DD(fjt'Cerpt I.,, tiYidlh!ef,Rk,s z$0083 EIEMte ldiErA 1(a(En:me�eM oitohnlfisg l(dl ier.,ES lmdiet. iheinss DEs:mEipiter is XGi 4`�ADiiAag C�Itser,rtT�st S?r?a EaprserdaA liil4iy, All [q:a.Mhrws uessldaNhiPll. 4451 St.,Luele Blvd. • Fort Pierce, FL 34946 (epiTigM©t01dA-1toalLass!s-Ant6onyT.Tom6o116P.E. ReproEaaioDolthisdumment,inany form, isprohihAedwithevltheivri0eoparinissianhemA-IRoof Trusses -dnthOnyT.iam6oIII, P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118575 WRMSCMM.L15X10 B04 MONOPITCH 1 1 ' Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 15:28:49 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-sOcezO2ZJJNOSFpYy3jz wgNiXdeosVNzW?n5myiyuC -1-4-0 6-1-7 11-11-14 1 4 0 6-1-7 5-10-7 3x4 = 6-1-7 1.6x4 II 1.5x4 11 4 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 6-9 >999 360 TCDL 7.6 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(CT) -0.01 5 n/a n/a BCDL 10.6 Code FBC20171TP12014 Matrix-MSH LUMBER - TOP CHORD �2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 12x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD ' Rigid ceiling directly applied or 8-1-12 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 = 518/0-7-10 (min.0-1-8) 5 = 434/0-3-8 (min. 0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 2 = -107(LC 12) 5 = -191(LC 12) Max Grav 2 = 518(LC 1) 5 = j 434(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 2-3=-613/1951 BOT CHORD' 2-6=-486/500, 5-6=-486/500 WEBS 3-6=0/273, 3-5=-558/542 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; 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;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at —lb) 2=107, 5=191. 5) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 62 lb FT = 10% N'edry � rleesetlmyTlrrz!iexih'd-I 17C; Ill';s8i irllEl'E 6[e;td! IEWS d (0lPm[9h f7S7aM('i(R9'IAllegd:ro,YElil' fn¢_ Tertr(dttip rymden W RMei!z p1liaTins gesezarairyiRG; t� dt ddluTT, izsha ei, r.E rdYexe4nl te�:e ne. Ildess tthreise ddd utle IDP,u'( Mihimeecbrre:sit-witts He rgahb,,41. Is erns Usti. fi(1v[!(te,sµdr,UV-1,mas!dnurIDo!larntsLLtert,firm dlSerfd:eSlOed!y'tF!'iyL•ry!ifllilRlfor NlFsOne saoelims hpolwit Too W1: werTtrl. Tu t!s>7 mtmpn!s. Ininm611xs,s!aemry Anthony T. Tombo Ill, P.E. er as,Antis lresss!tgrnllith is tee resdnsitiloy!d'NNur-RtOeuisetoiske;futh ldliup Uni¢v,n:amhd d la lR'thlR:Wth I'd WC9.1,.1P&1. Th yFmu d1h le0eiln,tidlue dhe Tnx-ud!tirskq% wit" ieswl iea W lnrirsshalls. N selp iltrIf 280083 ' ueln:e2goes:gatrlraVtdo!, di:reassnaaliettelaDnllaep�iresmdpedgnasdt{arrildig(c �taedSderyM`rn[nee(t(Sfjr!NISEe6hri?Indsl(Ane«term!i!e!Isn!nlaAne!.1P'slNirtsletesgHeih9mes!e9bP>sdiaces:o!liner,ress7esylFepu!rmiTnssxaxetn:ecx'ess 4451 St. Lucie Blvd. .eteMst(dad If Gd:ed yreH rite is wdaq {T dIrM:Fs irnt?lei teelnss Ca,Ip Fe;u!erIs NCT:�6aSag.F;igaer,nT�us Sps+!a�t!erdwTScilliy. Ulrq;:a!§h;os nemddae11a1PFl. Fort Pierce, FL 34946 (oPpighlm2016A-lRodItusses-AnihonyT.Tomho111,P.E. Reproduction of this document, inanyform,isprohibited withaulthe urittenpermissionboon A4Reoffresses-AnthonyLTomb III, P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE ; WRMSCMB3L15X10 B04GE GABLE 1 1 A0118576 e_1 R...,fTmccoa r.... Rr,..,.,. n oen.c - Job Reference (optional) cs.g;—a Riss.wur Rue r. o.L ru ti may to cu-ra rnni: a.ziu s ID:Id OOXvvT61Bi TXo1 puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-1-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5 = 434/0-3-8 (min.0-1-8) 2 = 518/0-7-10 (min.0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 5 = -191(LC 12) 2 = -107(LC 12) Max Grav 5 = 434(LC 1) 2 = 518(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-613/195 BOT CHORD 2-6=-486/500, 5-6=-486/500 WEBS 3-6=0/273, 3-5=-558/542 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; 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;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5- 4) 1 nfs truss nas peen designed Tor a 1 u.0 PST 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 100 lb uplift at joint(s) except Qt=lb) 5=191, 2=107. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard id 2uia Mf I ek Industries, Inc. Wed Aug 29 15:28:50 2018 1.5x4 II 4 &rein •nus, 6-11elrn,irk th'e_I i90F RZESrSIanffliju. TE1i6301,DUS TmoxrulW) urrefilE,TsaurrIan. Thar f sip Ear Beim ni fWa!s n ILi Nss amp1.11r(EEV, nI If111 wyl. Tme) CI, E.L ldi ,ses s1af tf%rf he. uesss,ti-isi and tath!TaP,.!y MJTekoaem,i'ehl sldite nel br BZTaO tak,dil. ssaTrnl DesllrhCnaji.e, STedrlly E,praa„:ie usi sr rrylDD rerrelnts re uo-ps:etltle irofeulud ea!eenrg resrnslllllt1;Meft poll be siosTnesfys<n!I re6el00n¢, derTPN.The!s!rnesvnrmu,Irel3aurHnas,tmrliltry Anthony T.�Tonsbo III P.E. dr-Me rm'fhoy aiWn is be ruressileiiry rfrle0—.be nth kiliiu Duitnr,nr: mm4d lie lRE,d! 6E W Ike Ind ta:d gaft.1MI. Th egani site, IDS sal n:fidi ne 660rass, iaftm Wki. m-ere, mWidanikneg sViEA th rarasi':ryd ' beam:aoeslserMfearao!.rGtAselalk6el00r�tarrWasW}nisi,sdthtnllq(eapenSrterytdwann{t(fir,NrsWSrTIrdTTnnerd-1f.gnnlpin«80083 elFSlltSgs3ergensntsnid_nta!Tnlaagm,tns�eeseyRamarnSs� tau.xr. e6rMnIdirti Tpohdrcd rpetd rNeirwnaq IT dl rrr, sisrsLei❑,Toss Nslp Eeilen Is Wis.Isib; Ong1a,nTrus Trsda Equer 94451St.Lucie Blvd. 008or hilt] Ill,�fdaN&:as ueas ddaNialTld. (opyrigbi02016A-IReaf hisses-AnlbonyLbselioIII, P.E. Reprodudianofhis doamenf,inany form, isprobibiledwitheutthewrineopermissionfrom A -I RoofTiosses-AntbonyLTombo111,P.E. Fort Pierce, FL 34946 Job Truss Truss Type City Ply RENAR MORNINGSIDE A0118577 WRMSCMB3L15X10 C01G GABLE 1 1 Job Reference (optional) A-1 Roof trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 is May 18 2018 Print: 8.210 is May 18 2018 MiTek Industries, Inc. Wed Aug 29 15:28:51 2018 Page 1 i ID:ld_OOXyyT61Bi TXoijwHHzetvK-0OkON33grwe6iYzw4UmR4LwLKAwGgPgQgUiAeyiyuA 1-0-0 9-8-0 19.4-0 20-8-0 1 4-0 9-8-0 9-8-0 1 4-0 � 4x4 = 4X4 = 't•x`i — 4x6 = 2-0-14 1 1- 1,9,51 9-8-0 1 17-3-2 -5.14 0-317 7-7-2 7-7-2 2-0-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.13 12-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.23 12-15 >954 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD I2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS !2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-2 oc pudins. BOT CHORD Rigid ceiling directly applied or-1 0-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16, 17, 18, 20, 21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.' (lb/size) 2 = 777/0-8-0 (min. 0-1-8) 12 = 777/0-8-0 (min. 0-1-8) Max Horz 2 = -90(LC 6) Max Uplift 2 = -160(LC 8) 12 = -160(LC 9) Max Grav 2 = 777(LC 1) 12 = 777(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD; 2-3=-1176/244, 3-4=-796/140, 4-5=-754/140; 5-6=-731/159, 6-7=-722/185, 7-8=-722/187, 8-9=-731/161;9-10=-754/141, 10-11=-796/141,11-12=-1176/241 BOT CHORD 2-23=-184/1053, 23-24=-184/1053, 24-25=-184/1653, 25-26=-184/1053, 15-26=-184/1053,14-15=-184/1053, 14-27=-18411653, 27-28=-184/1053, 28-29=-184/1053, 29-30=-184/1053, 12-30=-184/1U53 WEBS 7-16=-42/430, 3-19=-410/139, I i WEBS 7-16=-42/430,3-19=-410/139, 18-19=-411/139, 17-18=-411/139, 16-17=-405/134, 16-20=-403/132, 20-21=-411/139, 21-22=-411/139, 11-22=-409/137, 15-16=0/395 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified, building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 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 100 lb uplift at joint(s) except (jt=lb) 2=160, 12=160. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)160 lb down and 73 lb up at 2-0-0, and 160 lb down and 73 lb up at 17-3-4 on top chord, and 77 lb down and 35 lb up at 2-0-0, 17 lb down and 1 lb up at 4-0-12, 17 lb down and 1 lb up at 6-0-12, 17 lb down and 1 lb up at 8-0-12, 17 lb down and 1 lb up at 9-8-0, 17 lb down and 1 lb up at 11-3-4, 17 lb down and 1 lb up at 13-3-4, and 17 lb down and 1 lb up at 15-3-4, and 77 lb down and 35 lb up at 17-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. PLATES GRIP MT20 244/190 Weight: 108 Ib FT = 10% 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 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: 1-7=-54, 7-13=-54, 2-12=-20 Concentrated Loads (lb) Vert: 15=1(B) 23=3(B) 24=1(B) 25=1(B) 26=1(B) 27=1(B) 28=1(B) 29=1(B) 30=3(B) i 6e!dq tleecedsngXlrrtfie�tee's IiDOFfi'v'iSrS�iIU[r'�6<F31.IEIs158(DN:fIIDSs (95TORj rA7'J'IS;Cg6'�cSMiMi Ixa iero hip wllii Lms D?Le!5-1(R9j RL th, hlttrT. T.I.Of,t.Lid—i Simi li! t f. Uslus di -is, odd m li, TDO,.!r Glltkfetxmlt�t}i i1�::?lttlrlilk TID If SembC is trims Dmlrt lip[tE! e.Sre:ell kdag',O!oulm lay TDD,p.msItR¢pwdtle tit lest'!th S4frb!f{?tmd teas IN ulpjuI'M. The imp eswrwl. Iminwinfti. smd,ley _ Anthony T. Tombo III, P.E. Pe1'tildfltlrtfs`<r teT rdiiitr if lh fefritf111llh dheO>•rt0k O`effieA,.,imtyed it ass WAS Olfl¢tr,Wik ndid of Vis 1111,52 it, mi th lelA L:iie3Tft-1MI. Thapirne dth TOD mite Deli ist doe Insi. tal'a'S i.". Mill', i'deffdim nd b t, sf]ll!?i^-ermJ39VIhd z80083 ' Ihr.REOftSMilFir(9e,11It!.RCef!I3fe{PfixY[2TDPIUI3trt�IleSW'I�vi!In!fflitlrF1IQ11rrCIfrA2dSdtIrI1PT[ilet{r(SI;r1HiSW�r%ItHSNitlettl!1'Y!t±eElre[tYdyidsvmTrtlfElrQi�?RrE'1iSxilefMtClS?Sd�!T:1ffDt3131t1,I!HS)ef FL,I1SHdiTlitf�titll/^P!!I,m}tS 4451St.008Blvd. itahst lffitdlTort9�m sped tsm et wdDq lTdl rin:ts isrzefei Ti,Tnit<;?arsr aer {f ACICe rA )OfsiD,er,rtT tts sn'!a opit<rdmr hD4si. lJlfq_..ad?t.�ai near adsdisTn 1. Fort1St.Pierce, Lucie 34946 (opyri;ht02016A-IioafTiosses-AnihonyT.TumboIII,O.f. Reprododionofthisdomment,inanyform,ispiobibiledwithculthewrittenpermissionhomA-IReoffmsses-AnthonyLTomb 111,1`1 15X10j CO2 I COMMON tJPIY 1 IRENAR A0118578 t I I I IJob Reference (optional) rce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 ID:ld_OOXyyT61Bi TXoljwHHzefvK-oOkON33grwe6iYzw4UmR4Lwk -1-4-0 5-1-4 9 8-0 14-2-12 19-4-0 20-8-0 1-0 0 5-1-4 4-6-12 4-6-12 5-14 1-4-0 4x4 = 4 4x4 = 5x8 = 4x4 = Dead Load Defl. = 1/16 In LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.14 8-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.22 8-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 88 lb FT = 10% 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 5-0-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-8-8 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 = 791/0-7-10 (min. 0-1-8) 6 = 791/0-7-10 (min.0-1-8) Max Horz 2 = -90(LC 10) Max Uplift 2 = -205(LC 12) 6 = -205(LC 13) Max Grav 2 = 791(LC 1) 6 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1189/788, 3-4=-898/581, 4-5=-898/581, 5-6=-1189/788 BOT CHORD 2-8=-562/1042, 6-8=-574/1042 WEBS 4-8=-264/553, 5-8=-347/387, 3-8=-347/387 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=13ft; 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;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=205, 6=205. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI1TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Bndq flecetlatytlrrtlieeth'Ad IDGF a0SS2rSEttEI'�6E19ASfET115dC0F010[iS (DS10Mj EL08 jAErrC6',f06EX1'IHr V01hupramdtrs Aon! nusards l?tv Des Dirviy(I@O; rri aM ldlrePT, it iaCl,LE tdHest%,eff rtest. Ddsag* nsrdek to&IDD,ta'p H1lekottttarg:tts sidEa for IN DDI,k n1l. Asrrrrst Desip flSl[eH(Id.SfHI1D(ElSlrfe;.lia utin mTlDD apresedsntat{Sa;td tie pdatil4[dlriiH'IaF rlsrnnlllnr S:llt ltfxndlkefi[ ETnss6pinelmntTDDedr,O.tiff'[?41.R4S?S'rei5aajeiei*.It!12j<itNnell,fdleklll:r ' Ikeldk<x r Oet ��ad[caeean. T: ,, rAnthony T. Tombo Ilisin"Insn dxO.".610-sns rifiludeedke WLIJ DuiTer,ath adeddaIktals,WAslnd 10rr ae oMI. il800831' P.E. A,"Nlstelorair.TDDlist ostasad Idrin'ti1a16t 4c, amsSd zroton;W,phi&sJI7MStq:�ectu!pAa?1Ftadb'�dDLttlupH,Ls7eapDHattase�rnss 4451 SzL Lucie Blvd. tltnriuddirt! Ipote9red epesd apa it wrilitr 7 dl rm:ts indrei raeTass Ceslp Eyitar6 r0f Cx rainy DnipH, alms SSsha Eyiasr dar`a06rg. All tq'�aKtrm taea Idaedkrllfl. (oprrigM07R1dA-1Roafliusses-AnthonyLTomboIll,P1.ReprodutlianohNS11DOmenl,inanyform,isitohibitedwithoutthewrittenpermissionfromA-1Roo}Trusses-AnthonyLTomboIll,H. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply RENAR MORNINGSIDE AMSCMB3L15X10 CO3 COMMON 1 1 A0118579 Job Reference (optional) A-i KooT a russes, ron rlerce, M .wuvo, oesignLa ltruss.com 5-1-4 Rule. 0.41 u , Ividy 10 Lu 10 rl 111e. 0.41 u a 1—y 10 Gu 10 M.I en 11I0uael lea, ..— vveu r,uy — I­­.'e ID:ld_OOXyyT61Bi TXoljwHHzefvK-GbimbP4ScEmzJiY7dBHgcZSt2kXJ?G7pfUD 9-8-0 14-2-12 18-11-14 4-6-12 4-6-12 4-9-2 4x4 = 4 44 = 5x8 = 4x4 = Dead Load Deft. =1116 in 9-8-0 18-11-14 9-8-0 9-3-14 Plate Offsets (X,Y)—[6:0-0-0,0-0-14),[7:0-4-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.14 7-13 >999 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.22 7-13 >999 240 BCLL O.d Rep Stress Incr YES WB 0.20 Horz(CT) 0.02 6 n/a n/a BCDL 10.0. Code FBC2017frP12014 Matrix-MSH Weight: 84 lb FT = 10% 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 5-1-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-4-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. I REACTIONS. (lb/size) 6 = 700/0-3-8 (min.0-1-8) 2 = 781/0-7-10 (min. 0-1-8) Max Horz 2 = 99(LC 12) Max Uplift 6 =-165(LC 13) 2 =-204(LC 12) Max Grav 6 = 700(LC 1) 2 = 781(LC 1) FORCES. (lbj Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1164/783, 3-4=-873/576, 4-5=-870/575, 5-6=-1145/768 BOT CHORD 2-7=-619/1021, 6-7=-600/981 WEBS 4-7=-258/527, 5-7=-311 /365, 3-7=-348/3871 NOTES- 1) Unbalanced roof live loads have been considered for this design. r 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 6=165, 2=204. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1 ecdq.n!„!n,.11yfl.rl+trrrF>e�41100f 118SS3r51Un V1311 lflN58(OEtli101i(ISiDtlt tt7];i(ClO17Fc NEMi fu¢. re d!upyoezJ+n eaOF�lesl:snFli,l•!ss 8e,ip 9mig(1f4;Frl tEe lrtluAl.l!a6, 0I,IL feluexe &!!t Se re ese. OdessGhniu tl+sd IttkfU0,w't wTFyo. mFyxe,:s�;: rtelnr*11DIsk-ALA,0n,.4e jTDMF,,seesFeuu;aaOeeeyFd nde{ emarzynsilAnfSrwelems;Rssan!Tnsi!y1!!F!deNDadt,Mulf4l.l&e :lannu`tilq.hfi}mhnn saFlry Anthony T.TomboIll, P.E. r/esedriz lrssskF,gl,iliiq is tk sespl!RiIn7dPa 0.,!etle0anisedai,el eleAClk lalli,g 0esiynr,at!,e uF1F,I1114FIK,�sll.ulfiebdUffrgal,,zKI. Thrpl,uldth!DOOIi,,Wfa, llll!TflS,.J:IeWC}R"d1y.fR!pyF,f„hIIpI1181t1 M13y 3S>liv3, 9re!yFJSA:':hd u80083 ' IIrC.tllaa9!s:rx1FNQ4-Fnm.ktu,SseiwtsCelODWheyoditesvol pildnelrtthWtiqtwFc¢mSAFtyfzFFnuin{t(S¢yel6s6n!5yTMoslSlUmrdeamil!apr 1pl&LIfrSE!See,4!:ryras!fenFSWlaf!,ft0ms0niptt,LessM!papxnulllrt!sn'ess 4451 St. Lucie Blvd. r3,1huldi,rllro(eil:N gFeFl epee Maq lids pd:nl!,ehei Tlelnss trdfghen L-e0llx ldilai CFsi}ier,rtiu!sSp¢:a"ryu!erro79r0lisy. Allrpw:sMk:os nemdduel (�ItAI. Fort Pierce, FL 34946 (opyright©2016A-IRoof tmsses-Anthony T.Tomho111,PJ. Reproduction of1his duumenil, in anyform, is pushibihed without the written pernnissin from A-1 Roofhnses - AntfionyT. Tomb Ill, P.E. NGSIDE WRMSCMB3L15X10JC04GE IGABLE A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek h ID:ld OOXyyT61Bi TXoljwHHzefvK-Gbl fi 4 (1 6 &5 12-10-3 19 0 0 25-11-8 6-8-5 6-1-13 6-1-13 6-11-8 WCtlA Zx4 JN NO.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-3-8 except (jt=length) 2=0-7-10, 10=0-2-12. (lb) - Max Horz 2= 294(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2=-168(LC 12), 8=-138(LC 8), 9=402(LC 12) Max Grav All reactions 250 lb or less at joint(s) 10, 8 except 2=71 O(LC 1), 9=1105(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-917/499, 3-4=-614/311, 4-5=-478/323, 5-6=-166/367, 6-7=-154/355 BOT CHORD 2-11=-709/789, 6-9=-586/481 WEBS 3-11 =-391/462, 5-11=01355, 9-11=-421/485, 5-9=-702/626, 7-9=-390/481 NOTES- 1) Unbalanced roof live loads have been considered for this design. A0118580 t_ Inc. Wed Aug 29 15:28:52 2018 PaATe 6.00 F12 7x6 Q Dead Load Defl. =1/8 in k—veruNcp and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;porch right exposed;C-C for members and forces iMWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 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 at joint(s)10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 2, 138 lb uplift at joint 8 and 402 lb uplift at joint 9. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard &r!dar neese nursyElrra,irwlk•Aa neE OUSSrSt iEtlEl'A Ptrei(TEINS8(OFTYTNCIS[US10Nj i(rtEljn(I;ICiLv'aNEM'hra. TerNp dedrrroroders ndred eN?S xIliS 11E5f DH rs DroviaplQCe'rEl iEt AdlxTT. TFeIs Al,r.LIdtRAIAH1(;2!!m!. Udeff iILKI1Ie ddd IA tit 1O11,41 N1Trimmefirr:eis sldl(a rsedfrrMa TDD Ie Se nIil. AseLms Oesira Frpreprjl.e, SpesdNy 6d¢terrtn?uelxnrlDD rerrmMsxaxpaudlae rrdmslndmlrF?:leg seguslAunrie tee las stl Nes�epeixss a?jinee retltIDPxiy, calerlrFl.litimir>msenplrra lrel:rdtx'unres, smdimr Anthony.�Tombo 111 P.E. Hotd+lis lrusI"!say rnllirl is 11, resrwslliliir it be 0vir. Re O.rliS easmul I;d Or lies E.; 0esilrfr,.N(uni dN Xti?'i; at tit Ind bltjMt.1Mi. Tit gpait!dlie IOD oA nl Ndi is d6i Tress. W,6,l Ir ft. sale, irfillelin ul k. s4?ett fAmruc�S?:hd Y r ' « 80083 IhtiAipDes:rx rrl(c4�rp!. Lll xisxlcdklAelWMlm r!mnes®s;+ildisdll. tnlfig(anpam Sdery lieamx �tfSfjrrNnW Sp TEI nASI(A naMvexeddse px!dplarr lfFilr5etSirrr.Ttu6•.TSs adbnas d'iel!rss[4ll�rc,T?ess 0ap FigrrteadTnss4mirnna; xis; rfrnise ldieaflTa69rN rgeed rpvirxrifiq lydl rafm im:?sel lieTxss fac�EayiSeer 1190TCz ea;daj0esireer, erTxss Sps:ea Earu=<rdarbnlLar. All eepwa?bhrm seem def dial)EI. 4451 St. Lucie Blvd. Ca rli hf0Si2016A-]ioofTmsses-Anihose I. Tomb III, Re rodunionoffhisdommenl,inan hr is iobihhedwitheulthewutleo ermissionhomA-IRooffmsses-Anthon T.ToethoIll,P.I. Fort Pierce, FL 34946 PY 9 Y P Y w P P Y 4 Job Truss Truss Type QtY Ply RENAR MORNING A0118581 WRMSCMB3L15X10 C05 ROOF SPECIAL 1 1 Job Reference (optional)' A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 5-3-6 Run: 8.210 s May 18 2018 Print: 8.21 U s May 18 20its MI I eK Industries, Inc. Wed Hug 2a 10:28:5320 to I D:ld_OOXyyT61 Bi_TXoljwHHzefvK-kns8ol54NYugxs7JBuov9m?Oa8sukelyt8z 12-10-3 19-0-0 2511-8 7-&13 6.1-13 6- 1 6.00 12 5x6 = 5 6 5x10 = 3x6 11 44 = 19-4-0 I 9-8-13 i 18-9-12 18-i11r2 25-11-8 i 9-8-13 - 9-0.15 0-4-6 6-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 8-9 >935 360 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.25 12-15 >907 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER - TOP CHORD 12x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* iB3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-41 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-'0-0 oc bracing. WEBS 1 Row at midpt 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS., All bearings 0-3-8 except Qt=length) 2=0-7-10, 110-2-12. (lb) - Max Horz 2= 295(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) except 2=L175(LC 12), 11=-380(LC 12), 8=-150(L6 8), 9=-281(LC 9) Max Grav All reactions 250 lb or less atjoint(s) except 2=741(LC 1), 11=701(LC 19), 8=261(LC 24), 9=679(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORDI 2-3=-1103/642, 34=745/367, 4-5=-87/309, 6-7=-149/282 BOT CHORD) 2-12=-878/975, 10-11=-628/416, 5-10=-447/386 WEBS 3-12=-446/538, 4-12=0/368, 10-12=-517/576, 4-10=-699/616, 7-1 0=-281/377 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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) is 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s)11. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 2, 380 lb uplift at joint 11, 150 lb uplift at joint 8 and 281 lb uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPl 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Dead Load Defl. = 1116 in I 9 4 PLATES GRIP MT20 244/190 Weight: 151 lb FT = 10% '6uug rinse duagNra!lentne'dd IDOf 8,1S8j iEnErA 6EIE1it 1E1WS8[OI:d1104i[OSIOMj G19';E(rtOd.EOuLLE{i'6rs. TenddNppsaodnasdteedadudtSillas OnpDea.ig(1rV,ak lkdadurl.istk ChtEtdnze Reeit#e!e ne. Odnsai-in reNcri, T00,41 klekin"rt'r!essUlt�.aseltuskT00It knit As visas Onga flow.(L,s{e;idid Eagnv).in ualnnT100upestoin stapmalie pal:sslntl tn3Ee;1a6nsp-lailtTVhe lesindlG set Tins kPilsl aan40 att, MuITt. 1h tespmsmpun. I.nrnwtiron, suldiiy Anthony T. Tombo I11, P.E. H ne deisfrnt4ran{dlei1 is ge resrxnlnitaA0e 0•aeefh 0-is,fti'd qa.a th luldiaa Duper, m tk nahn d Is, 19.6ait:.1she bid b1 ties .1 Trt. The qpW d lk IDO eA !hill ue IT fit Tins,id,dq teii;;meep, intallalin aad tnrq dslit(,I tupetid:trd :80083 Ztna ka:Eet Des s!al Ccaaano:. All Is setwsutlelOOaadlk pWns.1 gnddnesdtee WWII aaraeesSfq b'..mn(trSl; pE0shd 4 In a ad SWnesdu tid"es pause Aare. lYl feirusdesurmbditm udO. s dl:luss Disipn. lint 0es!prap anal beer MavdaCe;es,a!ess 4451 St. Lucie Blvd. .1imse Mad bratetC�grerd e?ra arr�igtt ell len:nWait The Gass usepEgienrlsd0i 4'r{nideg Onigser.nT.•ass Sp+saignserdmr5a0ffig. d0 sq-�atdb�as ttees laa>1n7141. Fort Pierce, FL 34946 (e light02016A-I Roof Trusses-Anthao TTomboIII,P.l. Re roducionoflbisdomment,inan farm, is robibitedwithculthew6neo permission Roof Trusses-Anthon TTomlinIII,Bt. I Pt Y� P Y P P Y• Job Truss Truss Type city Ply RENAR MORNINGSIDE WRMSCMB3L15X10 CA Corner Jack g 1 A01,18582 A_1 Rnnf Tnre— Cn.f Dse...o CI OAdAC Job Reference (optional) cun: o.cru s May 18 2018 Print: 8.210 s May 18 2018 MiTek I( ID:ld_OOXyyT61Bi TXoljwHHzefvK-kr -1-4-0 0-11-11 Inc. Wed Aug 29'15:28:53 2018 LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244hb0 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 -BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 6 lb o FT = 10 /« 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 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 = -3/Mechanical 2 = 166/0-7-10 (min. 0-1-8) 4 = -16/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -3(LC 1) 2 = -70(LC 12) 4 = -16(LC 1) Max Grav 3 = 12(LC 8) 2 = 166(LC 1) 4 = 20(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=4.2psf; BCDL=5.Opsf; h=13ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 3, 70 lb uplift at joint 2 and 16 lb uplift at joint 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard ZEGedry-flnu hptgNrrtlleKlie'bl rDCr 119SSf3{'SFUEI't 6(I;U(ItiNS 6(DFU11O9S (BSTDMj S67]'iE(19ChtEuiNEN'brs.re;ilr dNnrurvden rid reed rNrsnt§.Trns BesgthniyERr"/tr3lt. atNwrl.lEaleu;r.(.tdne:t4ts!6s!rT ne. Ddessdkenist ddd ratlrTDP,eay PiTtkain!«!i!nssitoh utifdheTDDhhe nhl. Asa Tins Desnattgnr.{I.e, Spaneaf 6pluer,.ht stNn«yTDO npresedna Mr.aa!trr prdnshtd eq'a«rue«spusiNiny fir helts�iaotht s�tpleTmssdep�adaeheM ulp,talaRR.The des:yeovnpfiaes. iadz ha9nns, stutiiiff Anthony T.'Tombo IIl P.E. drsed!1nT;%s`«or(Wb1isfiewpnsitli!rdL`eO.ttn lle Ovuisaa`mritd ope9c Le ldlEry Dnip«!,nLe raanddha!K,hslt(What 11dip nis and RN. lie tfp«n!dtu 100 ail aaffie!,ndhe Tran, Mmq is 4 sS:rye, iuhadn"d Wag sWil h! respata!trd a80083 ! nxtsRafOts�a:adfw9rtr.aDtf3susrrfan<lDDull'vpr,Rises®lptia9nsntdsdil8q(aepsnsdSderyFtxngn;KSi)prllideihrl7leilSffAa«rdxeztd5sptu«I�da�Irrtet5ws3s:esptu!1dT«¢t'dfisstttl«ssDevpre,LessD«r,i.�!ermarassas,drn�er,xkss 4g51 St. Lucie Blvd. rfcrvi.Wad irof.*m afed"is wi!iq IT all Janie iothd.Tk,Tnss Volp Isiouis NOT r1i Mal Onlptarrmb.'s S10%blur e.of beiq'Nsry:!.:tdhros aegis deAd is911. Fort Pierce, St. ,ci Blvd. (oppTilibi02016A-IRoolhusses-AnlbanyT.Tombo111,P.E. Reproduoi000fthisdoaomenbinany fomisprohibbedwithoutthe wrinenpetmissionhomA-I Rao(Trusses- Anthony LTomboIll, P.1. Job Truss Truss Type Qty Fly A0118583 WRMSCMB3,L15X10 CJ3 Corner Jack 4 1 �RENARMORNINGSIDE Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mi rek Industries, Inc. Wed Aug 29 15:28:54 2018 Page 1 ID:ld_0OXyyT61Bi TXoljwHHzefvK-CzPX056i8rOhZOiVlcJ8h_YloYOnTD166oiXnzyiyui 4-4-0 2-11-11 1 4_0 2-11-11 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 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT = 10% LUMBER- I 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 = 60/Mechanical 2 = 201/0-7-10 (min. 0-1-8) 4 = 30/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -72(LC 8) 4 = -27(LC 9) Max Grav 3 = 60(LC 1) 2 = 201(LC 1) 4 = 49(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exted.or(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-610 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3, 72 lb uplift at joint 2 and 27 lb uplift at joint 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI(rPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Cerdg, Nin AwegHs rnirthe%]13CF 117SS!S(-S( iq MEW TIN&(OPITICTS(UPOsArM9') UICdtf Ar, 1—ie,hp$sippatuOr. Wrerd'Aa.N, lrns hsp Dnriy jIrd?¢l IN War 1. ies!> ,11.ldia., tlattbAl ese. Ddess Nhnrst slild tstleIDD,ecry 11frattnmrl, sids4eenlhrthTDDhhtdd.AscTuns Mitt hpnr(!.e,Sp-11hd.!eTL.4aatTOO repetats.1-A-dIII pditsiudtafnrh1,al.011dorIt, hs-rdths-tpeTnssbgrudre lit TOO all, WKPIT. Thdesptnsrnpise.hrt"gmtnxt.smtiiuq Anthony T.TorntoIII, P.E. clew dhis Trathteglnlrill is tie respwibuly dot Dan.th Owves rlh'hrd IT" rtk l liula Oestprr., M ftared If I", Ild IA: 3flit .1 MI.Thrime dlie TOD m(nrhe!dne ITS, Tms,adt6tslaAi4vgr,issh[dia ul tnfri s4ili4s P, repusi➢ur e1 80083 Rr ka:eep DesiS^e�sd &a;•tnr. A its sdanIsie TOD neliqumnesml Deilelhes etne hiltg(ecpimn SOW110mmn"MrIpe14ishi4 TA a( SKA mtnlr xerhr prr.!ptmr_iN Ahis 1, rapimiftIs atb5sdRe],ns Dirtier. Nis onh Peg..oasrrns AaANrer, Was 4451 St. Lucie Blvd. skrhse ldirdipo6ll•etl eperd epehwrOigll ds psn.rs lci[hei TlrTnss Oala Eginer is7CT"„t laulap Drs.gsr,rT.•tssSSaex Eajrazrdmr ssiltg FO ty,,.�edkrm trimddaedfalPl1. Fort Piet. Luci, FL Blvd. Coppighim2016A-1Roof Trusses - Anthony 1.Tomho111,P.I. Reprododionofthis dommenyinany form, isprohibited without the written permission homA-IReofTrusses - Anthony LTamhoIII, P.I. WRMSCM13131-15X10I D01 Roof Trusses, Fort Pierce, FL HIP GIRDER Ply 8.210 s May 18 2018 Print: 8.210 s Aug 29 A0118584 -1-4-0 5-0-0 10-0-0 15-0-0 16- -0 14-0 5-0-0 5-0-0 5-0-0 1! 0 Sx6 3x4 = 3x4 — LOADING (psf) SPACING- 2-0-6 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD 2-0-0 oc purlins (3-8-11 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 5-10-9 oc bracing REACTIONS. (lb/size) 2 = 985/0-8-0 (min.0-1-8) 5 = 985/0-8-0 (min.0-1-8) Max Horz 2 = 53(LC 7) Max Uplift 2 = -592(LC 5) 5 = -592(LC 4) Max Grav 2 = 985(LC 1) 5 = 985(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1667/1089,3-15=-1464/1016, 15-16=-1464/1016,4-16=-1464/1016, 4-5=-1668/1090 BOT CHORD 2-8=-947/1444, 8-17=-961/1463, 17-18=-961/1463, 7-18=-961/1463, 5-7=-914/1444 WEBS 3-8=-241 /420, 4-7=-240/420 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI. DEFL. in (loc) I/deft L/d TC 0.72 Vert(LL) 0.11 7-8 >999 360 BC 0.52 Vert(CT) -0.10 7-8 >999 240 WB 0.16 Horz(CT) 0.03 5 n/a n/a Matrix -MS 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 592 lb uplift at joint 2 and 592 lb uplift at joint 5. 7) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)108 lb down and 144 lb up at 5-0-0, 58 lb down and 86 lb up at 7-0-0, and 58 lb down and 86 lb up at 8-0-0, and 108 lb down and 144 lb up at 10-0-0 on top chord , and 188 lb down and 202 lb up at 5-0-0, 47 lb down and 68 lb up at 7-0-0, and 47 lb down and 68 lb up at 8-0-0, and 188 lb down and 202 lb up at 9-11-4 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=-55, 3-4=-55, 4-6=-55, 9-12=-20 Concentrated Loads (lb) Vert: 3=-60(F) 4=-60(F) 8=-188(F) 7=-188(F) 15=-58(F) 16=-58(F) 17=-39(F) 18=-39(F) PLATES GRIP MT20 244/190 Weight: 65 lb T = 10% ViTekt •rns'll' 5MItteitstlae'dd1DDf IIDSSt11.AS lEl1 �WEll!IEKlSd(OdrdilDdY(DSIDN{A1BjW(WWCGTED'aNENI'hfK, fe11r dtdP rurndm ra1rWtdnataislits:Des{tBrr+isglf[�;erclltAatlpPT.Tw:laB;rE.Iduene SleslEtaR nt. Ddesstllenize tl°ee tctle IOD,w'p klhk°amaE:{es sW9lE: redfu t&T7D Ia 6e rdd Aseisns Desllt 6przu{i.e,S�utttr Ft[+ae„tstudnnrTDD regresetismcmpaadMe palssslxdegett;it@rzsrnnllllry6rlQe lesiladlCe s!ereluss fylnte tede lDD adr, aalul7Fl. ttx itsign me°pites, lectagenlinns, sulalilry Anthony y T. Tombo IIle P.E. .dastdhn fnssl—q ldldirg is th felf"uIlliry ifN P.wr,tle 0—srv7r°e 'r;d K It, IaI&I Duilm-,°thurha l N IK, 6s Wiaeltet Tics[ g aft .1 Mi. TWe sp.r idlle IDD wl rltIsldtu d6driss.W,agW.rcd ln:ge.iuhDdirr.1 H°igstAlWt N,,lJ viddrd ' tM:(ag0es ^se erd[at,rfre. egsRs"IW%It, TAT eaethpula, W pitdoefdne GdWg(tercaat°Sdery la3velin;t(1f!Itllnledig lA tad SIG°enf-cdf°Pit,'I PIma adruss Yredr%.,,r,urts; ,;451 —8WC83 Blvd. rter.1stMtedtic (eaud ryeed psi uwrmq ll dllatc;IstddRe r°ss Csismil ur is ACT@e ladag tesgwuT.vs SrRen Eapw,'..1ttdhq. Ill°p!,d,rq,k:cr Kim defzatOff]. Fort Pierce, ,ci Blvd. (nPlTighl02016AdYoofTrusses- AnthonyT.TombaIII, P.E. Reprodurtionofthis document, in°Wyform,is prohibited without the written permission hors A-IAoDilhusses-AnlhonyLTWmhoIII,P.E.34946 Job Truss Truss Type Qty Ply RENAR MORNING SIDE A0118585 WRMSCMB3L15X10 HJ2 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 15:28:55 2018 Page 1 I D:ld_OOXyyT6IBi_TXoljwH HzefvK-g9zvDR6Ku98XAAHiJJgNEB4S WyjhCg?FLSS5JQyiyu6 -1-10-10 2-9-3 1-10-10 2-9-3 c o m 6 1 r 2-9-3 2-9-3 Plate Offsets (X Y)— [2:0-0-1 0-0-31 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.d Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 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. i (lb/size) 3 = 45/Mechanical 2 = 242/0-10-7 (min. 0-1-8) 4 = 18/Mechanical Max Horz 2 = 80(LC 4) Max Uplift 3 = -2(LC 9) 2 = -127(LC 4) 4 = -15(LC 19) Max Grav 3 = 47(LC 24) 2 = 242(LC 1) 4 = 63(LC 22) 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=13ft; Cat. II; Exp B;i Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or 'consult qualified building designer as per ANSI/TPI1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss Aas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 3, 127 lb uplift at joint 2 and 15 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 59 lb up at 1-4-9, and 75 lb down and 59 lb up at 1-4-9 on top chord, and 24 lb down and 34 lb up at 1-4-9, and 24 lb down and 34 lb up at 1-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIlrPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 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 (pig Vert: 1-3=-54, 4-5=-20 i Bcliq-rleuenrnlpNTrinxf5e'6-I IDCf fILYSBj SEtIlI�, skis rttk5 a tDpGtlOis nnJx(5n] ;zUlG&IEGauEAr lua Tc-E! dedp erllallm ldseed lull u I'asL•!v Deslgs hl.iy 1fCa}ld tEe lltlwlT. hall Di, I.t Mlrexe Sltsl Ssn e!t. Ddss! Elknitt tlsle! lE tieTDD,ta'y NJhia¢Emgsts sSil;:+.lsdfis RlT9eb6elllii. Aseiln: eety![lpr:e;i.e,SseltXl Fi-urelr;,flludll orIDD ntresutt to u¢s'�adAt(rilsslndeg!lE*1"Sp lsiMolitor It, ISSVIttv"flmshpad.,fit TDD lat.mits T.rl. Re MIJe sssmpts. hoints6nnuwlsdrs Anthony T. Tomho lII, P.E. close this Tslsth•nplsildilg iE l'x rn(x!ikllal di1011eL nR OPatlff w0'IZFlIi'A!'I#t lnlrllDtflPSl,01t!llllrll it lhlllt,763IStLltll lm�tu!ligsllEnitF:T.Itl eppllE[alit TDD OSl nTllGlllSlAIStTIHSS.IA�Ibtpl:5�"�.fp.S:ilpF,llfhdehle fetsnfag lStll}i Ill wJZS.5�I4Tlf - 80083 ' I ts'!¢eDlspx!rr3(ee9laa.All otsSol 01itthUDlselit polstsmiritIvS.1IV! hNigfem;awtSony i*mfAn;tC¢jothddoyinarAs1Ulte;It- 11.Punt FlAmIPrletrli@:ilsCNv1119eSeed'.'esofflAmstqnpn,TtexDts'ps50-oiI'm Y.dvvm'ee'sss lvd. ggSlSt. lueie8 lYEmtl iEfilEl 1paCl9:lselgld enlil lmtiq lydlreaxs iest?!el. IieTnss DenEsTneer':; tCT Ce ra ia7.es:per,nl•lss ppE?!a; lnpnlertelT SldLsp lD to ad&tos lrEmtetedwnll. (opyright®2016Ad Roof Trusses- AnihonyT.TomhoIII, P.E. Reptodd?l oionofthis doomem,inany War, isprohlbortPierce, FL lvd. BedwhilcutthtStrivenpermissionfloorA-I Roof Trusses- AnthonyAnthonyLTomholll,P.E. Truss WRMSCMB3L15X10J HJ5 Diagonal Hip Girder [INT16Q. M AO118586 Fort truss.com s May 18 2018 Print: 8.210 s A ID:Id O0XyyT61Bi -�--- -.,.....-0.- 1-10-10 .... ,..,.....,,.y,,, 3-9-9 7-2 1-10-10 3-9-9 3_2_9 N� 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) 4 = 70/Mechanical 2 = 379/0-10-15 (min. 0-1-8) 5 = 178/Mechanical Max Horz 2 = • 141(LC 22) Max Uplift 4 = -57(LC 4) 2 = -152(LC 4) 5 = -100(LC 5) Max Grav 4 = 77(LC 19) 2 = 379(LC 1) 5 = 178(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-392/103, 3-11=-366/131 BOT CHORD 2-13=-165/346, 7-13=-165/346, 7-14=-165/346, 6-14=-165/346 WEBS 3-6=-383/183 grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 4, 152 lb uplift at joint 2 and 100 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 61 lb up at 1-4-9, 77 lb down and 61 lb up at 1-4-9, and 32 lb down and 41 lb, up at 4-2-8, and 32 lb down and 41 lb up at 4-2-8 on top chord, and 63 lb down and 35 lb up at 1-4-9, 63 lb down and 35 lb up at 1-4-9, and 14 lb down and 40 lb up at 4-2-8, and 14 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. 7) 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 (pin Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 14=-9(F=-4, B=-4) Aug 29 15:28:56 2018 Page 1 1 McnPddGL2px6iPa5Bersyiyu5 strwq-Valk.'!e(refitnke•aa,ae(nussnruua-bs?ai=tntnsamtanetsnslontana;au+ewcmturI'm rFrnrltgttoFod,ta�sFaf�ifneffofpot>r.,tin;FttrntFrr.ras>c.rt.matotusets,t:.aoltf3Fa.iftvetFtnttuo,ay U{TekeasFfnrpf:s;6di ke tfeditr lk Tga la 6e rdil. tsttrrss Detip 6yirxnii.e,S}tfislt(D[{st?F?.®?t!sInFF(1DD ntresatt Fe tmp7;xt AlSF pr¢MFlosciFasFFrit€rtqufililAph; Nae ltsyrtet ttesernss 6!pinel tstleTM!al(, ualerlr�l.Talas?y�nfmtnFss.itrt;e(feFrrnwf.smd�lry Anthony. Tombo III, P.E. ad of dt5is lsss.`fer u( idlditi is lke restnfililA(dP.a OrY?r,@t Oraitr:sdzF1 F{e9F; 11e ttinits OFsitFrtr,mPxfnhst Fl lie lK, 3s R. sD1t1e 6fdla Fie ¢l MI. itt nsdc11hTD0.dte.fiellrse dN inss. i ,6q iadf sw t, weelFfio FdeMr skAii, n! i:'hFl Y e ' ; f r s H r° w 80083 tti trikrti DFs;ex! F!d QaBtAc. d!' nks sew a dt NO M 1'n psaues®! gnddns ddt tnlGy (tepfam Sdep Ide�nFan(t(7f pN!sEddg l?i cad SIG n. M�tsedfn itFml aaAme n{I h5asftnsiF3.>nlsies n1G'Ia d;:tlnss Dediretlns gnis Faiis?nwlrnss kassltCenr,nsc rifflln dFfisally0ild'N cirlMti1FVsratlirg1(dl pafFf le0al. rttrnsstnipfi)iFttr I3tcrmFsilsitF11i3tr,Frrnff((y?!9 bjitkfdejfi+ilLca 111 e4 �!1M.t!1 tatm 111AIsnll. 4451 St. Lucie Blvd. • Fort Pierce, FL 34946 (optTigMQ2pI6A•IRoof imsses-Amhaoyi.Tom6aIII, P.E, teprodoainaofIbis domment,inaarfotm,ispmbi60edwit6ctdthe wFittenparmissionlwmA-Ifluallmsses-Aathonyi.Tam6oIII, P.E. Job Truss Type aty Ply RENAR MORNINGSIDE A0118587 WRMSCMB3L15X10 �Truss J2 JACK -OPEN STRUCTURAL 9 1 Job Reference (-optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2u18 runt: 13.21u s May is zu11s Mr I eK inaustnes, Inc. vvea Aug la 2018 Pagel 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CS1. 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 7,0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 9 lb FT = 10% 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 pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. i (lb/size) 2 = 176/0-7-10 (min. 0-1-8) 4 = 14/Mechanical 3 = 33/Mechanical Max Horz 2 = 63(LC 12) Max Uplift 2 = -60(LC 12) 3 = -24(LC 12) Max Grav 2 = 176(LC 1) 4 = 31(LC 3) 3 = 33(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- i 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=13ft; Cat. II; Exp B;lEncl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or'consult qualified building designer as per ANSI/TPl 1. 1 3) Gable studs spaced at 2-0-0 oc. 4) This truss Has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 2 and 24 lb uplift at joint 3. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/ 'PI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard iP;uriq rlFeseH3nrrFlrEnitatle"AIIDD; IrdSSFSii(Ilfl'16EA9tL1E1i1S6[DXCi11ChS(ISTDM.j dli]';S(ClGG,Eu:IdEMi lFms h-dyhop J...ohnFElrtd mL•sw15i3rre33 i!:p7Freiy(Tfvj rtIlk,dtl{ur7. resa3^;I.LIFfIF!xe Sk;st EF`.ere rtr. DFIFss Ftkt k,tltldro StTDD,w!I tliTeitereeditlissiiltit rent Ito TODIt ie edol.As aTFess MIT. F,V.uilo.Ssei.De bdwr'�TL.4 to nyTDD npesttls c scort dOr JnMsudFqu!1rJ rml."13di brM!hs:PCIal, VIP Tn3s cry!atofit TOD*,Iyx.In-1. lit brpnvoplw. 1!1:.13namn,"MiD7 Anthony T. Tombo III, P.E. ,id nedfor rnss(e!ul idlibl is 11,.31,'snly d!',0-1,It, Orris'Arta .piOtt ldlli.i Dols,®C!Retool Its K6!IS(nd fie Tito IASl51h.1KI. lerylmF dra TOD.1.aefiell uedti, Tn iaddog imf;wgr,ltfilldi.e Wkmrlsidlit hA te3Jmw1gd «. 80083 I&L;A:6e1 Dtti.gm:.d III! ..Is s0wr a fi2lw ni lit Ima'asmlpielees.11h kory(u!Jw3tl Uhl l»msm.M1(irjplusW i1I710 dSlLi rt!:dnemwhs p.no�,rAmn. lFFl r.SresM!rs Jeu ibe.s�ld!i!sNt!Lrss DRIli.m,Tln3 Dt3�1a F81i1!Hmi rR3iksullh!ela:t3i 4451. St. Lucie Blvd. .tEnla ldiedlpe{D9'N.nldap.urrti.J lJ dliMiF31Ee:I3eSBoTn33No. Etleeet is NOT tiela'-0A1 Usiper,w7rc3 Sp!!m l imi el.1 t4iil.All["a-id l!i`<;Clr ae os aeradlaRll. Fort Pierce, FL 34946 (opyrighl02016A-I Roof Trusses-AnlbanyLTomba111,P.T. ReproduoionofThis dommeni,inany Turns, isprohibited withoutthewriltempermission from A-1RaofTrasses-AnthonyT,Tomhatll,p,T. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB3L15X10 J5 Jack -Open 4 1 A0118588 A Job Reference (optional) 1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek industries, Inc. Wed Aug 29 15:28:57 2018 Page 1 ID:Id OOXyyT61Bi_TXoljwHHzefvK-dY5fe78aQmOFQTQ4QktrJcAk91KOgaVYolxCOlyiyu4 -14-0 5-0-0 1 1-4-0 5-0-0 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 = 113/Mechanical 2 = 269/0-8-0 (min.0-1-8) 4 = 59/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -98(LC 9) 4 = 48(LC 9) Max Grav 3 = 113(LC 1) 2 = 269(LC 1) 4 = 88(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3, 98 lb uplift at joint 2 and 48 lb uplift at joint 4. LOAD CASE(S) Standard 6ndry�tlnse lhu-rytJrmhntfe'A1 tGGpnlSssl`>Enn�Gre:atrtuuamrtnGestusTGns ruie�;uenGat �>xinr hrz feifr ktlys ratmdmtNned nsltsplsis LessiesirftDs�iylfk;;t�ntatsari.tnp>a!r.E.rdntatu>srh;tt�:. Ddtt: drn.iee dddtenemD,vay XPtkasrmup!des stdi Ea atedLrth19D 1-htdll. ee tlrr, Dili- T-pl—e e,Speddlt hilts-ei,tit stil to mpTOD uprestdut nnpsardIs, rrdewndegxr:I,Ju4us!10ot..! It, dwyndno sttpsTrus04 d n 6, TOD alp, esfuIN. Th Mips nsmpti-c. l-edapmente, stnd!II¢ Anthony T! Tombo III, P.E. ad -n dthis rrtss4rtephdld--is lh nspit!itilnr drkOw-r.lh GWdlst°WidlpW wlit dditi-E Oedgv,nhastarts dta IK,A-!p; ulth 6til WfigmhadMI. Thelpmei d lie TOD esI-nhillis, dNe sR:rye,i-awidi-- oil hnspstill4t t!a ngaslt_e:¢ d t80083 i sit hlegOr$"?AQ"dl!. All rEIssdalkrteTDDnllhplcdiusrrdd}.if9msdtetldfiqfrtpaedSfglismmnR('A;pdhsh:tifiNSKAiiW—o9htpem!ptidm_1tHk9asAertsp.A61esudd">sd9-LntDtnpti.1woap',P,r®Irnssu„dtaen;wxss 4451St. Lucie Blvd. sinrlu lsti-dtpDCe9:�-pesd->•tuxdnry lT dipmnlndreL 6eTnu Nit;i[q eer is 101b I4:227 Cetgaer,nThss sish. Ea w,01. of hDtispFort Pierce, FL 34946 EopTTight 0 2016 A-] RooETmsses-AnlhonyL Tembe 111, P.E. litomdudion alibis domment, in onyhrm, is prohibiied without the written permission from A-] RoolTmsses-AuhonyL TomhD 111, P.E. Job r Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118589 WRMSCMB3L15X10 T01GE COMMON 1 1 Job Reference (optional) A-i mooT Iuusses, ron rterce, rl svuvo, oesigntaalwss.com rtun:o.cIl/5 Witty ,ocUtonnls.o.4IVA ID:ld 00XvvT61Bi I 14 3-0-2 4-8-0 111 1-7-14 1-7-14 U4 = ya:><eslse�e 10—IU svn,— ueuuauew, uw. XXeae.Xuy— w--- -- , 4-8-0 6-3-14 1 7-11-12 9-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.6 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.05 13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.04 13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR LUMBER- i 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, excep( end verticals. 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) 15 = 418/0-3-8 (min.0-1-8) 11 = 418/0-3-8 (min.0-1-8) Max Horz 15 = 76(LC 11) Max Uplift 15 =-170(LC 8) 11 =-170(LC 9) Max Grav 15 = 418(LC 1) 11 = 418(LC 1) FORCES. (lb)I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-15=-200/335, 7-11=-200/335 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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; endi vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 unless otherwise indicated. 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 170 lb uplift at joint 15 and 170 lb uplift at joint 11. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI(TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1-4-0 PLATES GRIP MT20 244/190 Weight: 47 lb FT = 10% 11"Weg-finse tk nall4t nitwtke'Ad loci IM53 SE11E11 Df4:1111r1NS 6 [Ogrd005t (DSi01ly LltP:l'j i(CIOBLD MENi hrx. rut¢ desip FrIa.0m ea! al An WAslars ont, ir¢.iy I((G;; W de Aticsrl.leal¢Ci, I' Lletmae Site i:5, K!. DdF33 f3(e!a:e a!Sd FenF1oD,�y MlTekmet!prjfes sldile oaf forite TDD10 ienhf. hlLns Desigt itgieujl e,5re:hDr Ftprelrrf!!s!tlnnJ lDD reputtls le u¢}f�ssi@e iratst9nd egaeritg r±stFFsilOtt('¢;!11eK!pa ElCe f+fFrmsf!r;n!I lerielrlD alr,.>terirl. Rx iK!p n3mg3ilc.iFc{xgm6nx!. nn¢lilr( Anthony T. Tombo Ill, P.E. mine ifsfsns`1rt¢rtelki if It, minsiHnh AN 0.1"th Owuiseaaitrtlp¢ir. ik ldllin Despr,at" rnhddlL let, 5!IS: aide asd kwfz,all Sxl Mi. It, qpn'. A tke IDD¢sl FnAddKatttainss,od'dglM-.su-ge,10,11din Fld kste.q sith hs re!rsaekryo S$0083 ' Ilt,.a.:DFsig'ir4crwcAll..its311Mitthmoiliepsiiasiadpie6rsilk±Gileiq[scyaen SdFrylxnmm¢tjr(SPplti3Ee1lJPIallSiusarthae lhap¢nrlp:dmc±.TPHEeSnsl±rssp^s4rhisWiStiKN!!LKsDmilimlissDes'.rsrngtrermilrnsWsret!,mns 4451St0083 Lucie Blvd. tlI-aldildllnC.Aredipe[dtgl¢a Xldlep lr siliM:Ff IEtEliFd. lkelmiD<Slgl(H(RlrlS eDlt%,AA9)DKIpK,irl'F!SSfL!A [¢j0Y1fC¢J le�i1�. iJl lu"p .�!d tP31(F¢S dF�9P�hlrl1, (opxighl02016A-ltoollrusses-AnihonyLTomhoIII, P.E. Reproduction of thisdommenl,inaoyfmnn,isptobibiadwithoutthewrittelpermissionfromA-1RoofTresses-AnthonyLTorrhoIII,P.L Fort Pierce, FL 34946 JAN UARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION STDTLOI A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. /' Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC i 0 J ti ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner J, w/ (2) 16d Toe Nails BC (Typ) MA IioWltlrosit�o-'f+Smirr'1 I:JI,RCS;Sj'it!(Q`561�ii11f%diaS[[CR1;K C�4lhJ}U'jhJ!WWEn:�ht hiM1 fug[uPlstaie:TTizrarttin'k.&�}Fv�g2-reJ70�ei4 lupgT.isn3Jtf.hatedJdce eit lk.etavr t64iat�.IHJ.w¢ r;duk 3i�sss ieruE �itemJer .:t:a4ssoiH [is F.spvnfta #aa sa rm.reu�ane nest �exa�ec sgrtmatiraras rin�kPe rsa�ckaro t ml.�e nl.ertnjannli isegsdr.e�umiuf AnthwyLjjb bo11I PX. .. cidast$s irsss4rce+fullivp6:+n7cm5.:maf!a6.0:ce�rntWnttiz3raintGrt+Atstesm.;.titktck!usl rstMutfin9lhs m;dlrilCnl uErm.tli1.:§tq[:ara!Ra P�.�csi �:.II uMd+tTsu. r.�r'seaalaS�ptptrge. asc3?cerGNwrg+sdi 4eKarrcyrat30ryd. .".189083� . ' r,erua [� as oci�r;i r s,rl�sn ie as+klm es�sy�x ra�rt�;111L sd h +x�[sq► uwt ,n�ex��e nano[ r , a*I;, r e un�d r d,t ,jna yuw 5 e�ze�T sa ;,aa„ 4451 St..tuele Sivd:. �ussi:�tti`a�kr,r*utspss�era�w.rwg4r�+ax m drtd issTttnLss�+fg3isnXfee(e.i'gGrsi�mv.n[cn�^�Gtok.dn 6a7�5 S:ier�a t+ama!ie}dzRw�RFf, fotYPiet[e, FL 3a9db�. Tap,dpEt W1lest[toss.sAn>cony7:Ta�aIIEP.F,Sl�0�9tl19P0I1t�Siouo",inooyhfvjhp-�IEitPAiO*0140-evi"Titape(.04thfAA..WOTfQ41tSAESI00YI.Tpphd01,P.f; �i �FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL I STDTLO A-1 ROOF TRUSSES 4451 St. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 I ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORO I'-3'MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED I IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCH TO 13ESIGNITHE CEILING DIAPHRAGM AND IT ATTACHMENT TO THE TRUSSES TO RESIST / OUT OF PLANE LOADS THAT MAY RESULT FI THE BRACING OF THE GABLE ENDS. i 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIND. PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - lOd COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1:IATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2:1ATTACH 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 7-96, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED G' O.C. - FOR WILD SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (J31'X3'J NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). 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. URAL TRUSS 2TIIn STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TRUSS 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. NOTE: THIS DETAIL IS TO BE USED ONLY FOR V STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. j / . STANDARD GABLE / TRUSS JULY 17, 2017 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL STDTL04 -, r. THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSUR`E� CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN) DRAWING FOR UPLIFTS. -- -- --•-~~ NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS. rw.Nw�: A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. 1n:an mia ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.CI PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.Cj 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 ,'MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MU lTWSE CONNECTION PLATE. (MINIMUM OF 2 PLATES) I Rooflissses:pdayL ATTACH EACH PURLIN TO THE TOP (CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING �( ADDITIONAL BASE TRUSS INFORMATION. Anthony T. Tombo.I11;,P.E. ' $00831 4451 St. Lucie 810. Eori,Perce, FL 34946 JULY-17,' 2017 TRUSSED VALLEY SET DETAIL -SHEATHED I STDTL05 �i A-1 ROOF TRUSSES 44 1 rn- of ,ate FOF GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" 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". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. -E END, COMMON iS, OR GIRDER TRUSS TRUSS CRITERIA: SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7-10: 170 MPH NAILS 6" O.C. MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4" X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A IEpb�CiOstb!ttP=�11,¢rR�te;'!-I l�jt iOh?ii„EiiE�'E.6iMrlf1[tilidtOEK.rsStC;f9lt,ES?ti''tt�;l:U1SLtT hra eidp t��;ntmnr'ss saI[e.�'.est-saaszs7;zs}CiaylEwuagj.0,mltulaeasi ic�ti,lt ld ic�elasi bt6.�eu, 5olns e'�iesM dmagip0:iaEr . fiii¢i:aar"fei� bslrr'frattdil3 tla i!dlslr rCd Iil iFiSf[Yd�vlgnrl}ri„Sp(m7f Eapi?t.+>?�a FBd asm e0D?aiff ?1'saxjiiixt tatK eS:�sae Ng>atri RtE:d7ak1 1t tIds7..tam3¢.L]jl{itrase iykiw fu?<'m7f�p N 1. I�t dS�Ja#11 EC+>gb?E>bl�Ur�esatir tis!p?i3p Anthbh 4, TOmbo III, P.E ndaa ai6:sTussMap3 da.aq 3s 5ieispaaxia0iry al K>t O�sie :t Q�ntlsesdisittf e;e ee C:r dx. ,;tnssrur at5t ¢qr tlSasiCfi .3: iidU�a �avf'amt4:tt�taiiifl .ldt apF'srm'a!C,t iTPuf mT!;sNasapcie Taus;tivedir; kna .ad tkraji;n tllCsmm6 its x+nitbt6s ujatilllspat T 80083 fa/a;9ts} eaflhaRxfa[nstlaimnes33adta7iMas3gczbzdeLelidauyas3C tda�w{lSfjppbtI5rFImdR}�atncua}4rinauy'a¢.Rlir•`cs¢[seyem4?umJAnsuetrnssltpae.krisCsyE�eZairrltxdakn,eas .4451 St, Lude Blvd. ' s5q"atea aadlT+u'a�Es ead�Ta+v r n;E.tAla(iiss%raijsd Sb ?sifm'D fs.aeniscJ;snatwt�Prnta r gtmi;psha:Fpsrdmi�dda .4flnKK!iri�;Etratirea ti+elblPt4.. Fott P.iei.ciell FL- 34946. �CopTragkt�`J1ilEGA•iRo�tTrsses-Amt6nagt,TuTrbulA,P.E.Rep:oduaiaaeiltis`dcrosem,innsyietm;np�E.aoad�;ESoxifhe�6tienFetr.�ssi�ntrumk-Eioc(frnsscs•pnrboa?yE;Tom4dtll;P.E FEBRUARY 5, 2018 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. TRUSSED VALLEY SET DETAIL I STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A• 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. TRUSS, OR GIRDER 1 TRUSS I DETAIL A (NO SHEATHING) N.T.S. BASE TRUSSES VALLEY TRUSS GABLE END, COMMON TRUSS, OR GIRDER TRI I.¢St WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF ' SYP,TO THE ROOF W/ TWO USP MAX SPACING = 24" O.C. (BASE AND VALLEY) WS3 (1/4" X'3") WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. Ycar77 5ailig�t w� I!•'1-I ICSt tliki{'RiI;I�:EEIrIStiEUlSS4FSli aii (@itdR{Y!?Ei'j7: [41f.�Sdist'Cnm t �'lievjepume;:l wl:idwgralk� ms@�i#i.ciT(3-lnl i�l irflwyF aa�,A:lI:1{r.n'k�difct ne�less i5s.::iesM:taex_Igms YTak s�ra:llees si2J#r s,t'rrtitiP#6r.C;l. Iarrriisnas�p tq:lzls{ri,�li�{,gyur Mi!'edar �gi#sigaxesm,,rpai�'�{pok;aa+dagrukt�ie prsivaj��fM,'ullrtH+ic.�;Ciser iim Gi iUiler.culiKi. Tel dliensrnt�s:�kp#rdhii�l,!-rii';N; isitip6 sTlasslen8 �skeii �mrtR�o.rer,:�so.ussaaeiapxRnet�ar ,ri nvpo-l5{[,.aluuaeixrunti�i€asair�tiugpa;amdurtn�r An r@elFuedaernsxla i��n:,ugr,n«;aainafruigs 5iealesr aget ii{onl'T.'orgI11"O.E. ZE eM @±� (t'�fYliL(w(!{f{p A,.Ip4$N{ifglipit"�4+ARi rfid:t4lMp�ifrallSid Al@�:3` (iRjlid6 gaNj �j(¢7flp. p¢2{rJ1§rf SriNpEi$ii Rt'/a:N�fi4$11( (Il$411t'ji{)¢ .lilil ll'A,teS: Uli064. yirRp.iAESi1E.�A1r,SIKS@ti'Qt: j(3{i 9."G'+,L'6f:�1tii1{ 800 3aervuat `a IFy rGskadsRcriip!®.rajgh drNus aei.{3 Tbi lnSstaigl 1poerrss.I!iikS#iq Fe p{r.rr inaSm 4FmlydnJbtGsg ii'ta Irefkia{areee fAlzik€RC 4451:Sf Lucie Blvd. (cpF�,htO.Dl64-lFailltessrs-A01h, .ie�9otpPf:Ft�otunman{tknEosupamltcnyteimisp{o�IFirdwhmrteernenpecalssia�mmA•IFeefT{'esser;Act6anyT.Tamk�(pF,i Fort Pierce" FL 344A6 JULY17, 2017 I I1%V%'%.71__L' MILLI_ 1 1 lIIL (HIGH WIND VELOCITY) STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE; FL 34946 772-409-,1010 ATTA( I WIND DESIGN PER ASCE 7-98, ASCE 7 WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B ORC WIND DURATIONIOF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24" O.C. (BASE AND VP SUPPORTING TRUSSES DIRECTLY UNCICK VALLCT I KUJJCJ MUJ I Or — DESIGNED WITHiA MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NON -BEVELED BOTTOM CHORD CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6112 PITCH FBI CLIP MUST BE APPLIE THIS FACE WHEN I EXCEEDS 6/12 (MAX 12/12 P NpG6j Pgit aiP+p hfhtirtata^mpuYsjl - Ai st4a�sdPn U ss Q> At EalbStasglx�si t5e>; cidiiPJ i?Pf IE IfPRin atSWsr�2P jrtmces poip .�J�as�ste lai3's}la�gmeaSee7od nusl�t*.�P'aPeE6'TfN^-+iSN�t ¢tnfeit2ftdd la�l *s VI,4hutrtetupnzE»ma[uA €aln dot tt: f7aipn5nkt5w' lbs a+ssA w�FsgnxsnoMJTd l 6[ pe a;T tsi�nrnGS�ntt�slFtMd{aq Sim�]6�P.mmsvga Hmim'P i Antliony T. Tombo 80083 4451 SL Lude Blvd. Fart Pike, FL '34946, FEBRUARY 17, 2017 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; VERT STUD SECTION B-B VERTICAL STUD (4) - 16d NAILS (2) 10d NAILS INTO 2X6 2X4 SP OR SPF #2 TRUSS GEOMETRY AND CONDITIONS SECTION A -A SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' D.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS 'A STDTL08 i 2X6 SP OR SPF #2 'DIAGONAL BR CE \ I 16d NAILS SPACED 6' O.C. r- 2X6 SP OR SPF #2 I TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS W/(4) - 10d WAILS / Bd MINIMUM, ROOF 3X4= P(4) LYWO DNAILS SHEATHING TO SHEATHING B 2X4 STD SPF BLOCK * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: / 1. 2. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. CONNECTION BETWEEN BOTTOM CHORD I (2)- 10d / OF GABLE END TRUSS AND WALL TO 12'NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF - 4. SYSTEM. 'LBRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR / BETTER WITH ONE ROW OF 10d NAILS SPACED G' O.C. oTRUSSES @ 24. O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0' O.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6. O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE _ TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) - 16d NAILS, ANDI ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10.10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A -A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE 1 (2) DIAGONAL BRACES AT 1 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP 43 / STUD 12" O.C. 3-8-10 '5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3-3-10 4-9-12 6.6-11 9-10-15 2X4 SP #3 / STUD 24" O.C. 2-8-6 3-11-3 54-12 8.1-2 2X4SP#2 12"O.C. 3-10-15 5-&-11 6-6-11 11-8-14 2X4 SP #2 16" O.C. 3-6-11 4-9-12 6-6-11 10-8.0 2X4 SP #2 24" O.C. 3-14 3-11-3 1 6-2-9 1 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' D.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 9OX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. END WALL 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. T-BRACE / I -BRACE DETAIL I FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09 i NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER SOX OF WEB LENGTH. 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 RIERCE. FL 34946 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 SPACING k 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 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB 1( NAILS WEB I -BRACE T-BRACE SECTION DETAILS FEBRUARY 17, 2017 I LATERAL BRACING RECOMMENDATIONS STDTL10 r., TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE'POSITIONED DIRECTLY UNDER THE rr.rr� TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR 1 772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOI FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPEI CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0.131' X 3') USE METAL FRAMING - ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3'). INSERT WOOD SC OUTSIDE FACE Of EDGE OF STRONG USE DRYWALL TN rATTACH WEB WI NAILS ( ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0131' X 7) IN EACH CHORD ATTACF WITH WOOD ! (0.216' ATTACH TO VERTICAL L INSERT SCREW THROU[ SCAB WITH (3) - 10d OUTSIDE FACE OF CHC NAILS (0131' X 3') EDGE OF STRONGBACK USE DRYWALL TYPE Si TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 31 STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) THROUGH CORD INTO K (DO NOT SCREWS) VERTICAL (3) - 10d I' X 3') TO CHORD '.) # 12 X 3' INTO NOT I FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT OIERCE. FL 34946 Pi 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 END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF. THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS -OF DIFFERENT SPECIES. I ' 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 z 135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 13 84.5 73.8 ri 128 74.2 67.9 58.9 57.6 50.3 o z 0 J 1 .131 75.9 69.5 60.3 59.0 51.1 N6 1 .148 81.4 74.5 64.6 3.2 52.5 " VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' OIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X B4.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY 45.00' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE FVT-NEAR SIDE NEAR SIDE 0° SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE DO° FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. 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 TIE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AV DID UNUSUAL SPLITTING OF THE WOUD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 146 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.6D COOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL �!* USE (4) TOE -NAILS ON 2X5 BEARING WALL NEAR SIDE FAR S] )E TOE -NAIL WITHDRAWAL VALUES . PER NOS 2005 (LB/NAIL) OIA. SP OF HF SPF SP�F-S L7 I .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 ('7 .162 72 58 39 37 25 J = F- O .128 54 42 28 27 I 19 L7 Z Z OJ .131 55 43 29 28 19 LU .148 62 48 34 31 21 -I Lo J CV Q M Z .120 51 39 27 26 17 � O Z .128 49 38 26 25 17 O .131 51 39 27 26 17 J .148 57 44 31 28 20 I TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL: NAIL NAIL SIDE VIEW END VIEW 4.1 F�BRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL I STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES: 4451 ST. LUCIE'BLVD. FORT PIERCE, FL 34946 772-40971010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES L�� (4) 12d MAX '3011 (21-61) 2x6 #2 SP (Both Faces) 2411 O.C. 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FORT PIERCE, FL 34946 772-409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 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 173E 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 21129 4243 2898 4347 +� DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' 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 G C 2 BREAK i C�,lel 3 '• lOd NAILS NEAR SIDE �1r1 + 10d NAILS FAR SIDE y' 6' MIN X' MIN 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 INOT 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. FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDT�L16 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 END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS. LESS THAN 400 SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES