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HomeMy WebLinkAboutTRUSSH 4451 ST. LUCIE BLVD r FORT PIERCE, FL 34946 m n PH:772-409-1010 o FX:772-409-1015 www.AlTruss.com County Si Ludie TRUSS ENGINEERING BUILDER: PROJECT: COUNTY: a7m MORNINGSIDE ST LUCIE LOT/BLK/MODEL: LOT:58 / MODEL:CAYMAN 1763 / ELEV:B2 / /LANAI JOB#: ' 73325 MASTER#: WRMSCMB2L15X10 OPTIONS: LANAI 15X10 (NO VALLEY) i I4 e Lumber design values are in,accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES fAFLORIDACORPORATION RE: Job WRIN SCM1321-15X10 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Inf l: 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. i Name: License #: Address: City: General True s Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Col ditions): Design Cod: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ,i SCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package inludes 26 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal #11 Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A011866;i A01 8/29/18 13 A0118675 B04 8/29/18 25 A0118687 J5 8/29/18 2 A01186d' A02 8/29/18 14 A0118676 C01 G 8/29/18 26 A0118688 T01 GE 8/29/18 3 A0118665 A03 8/29/18 15 A0118677 CO2 8/29/18 27 STDL01 STD. DETAIL 8/29/18 4 A01186q� A04 8/29/18 16 A0118678 CO3 8/29/18 28 STDL02 STD. DETAIL 8/29/18 5 A011866? A05 8/29/18 17 A0118679 C04GE 8/29/18 29 STDL03 STD. DETAIL 8/29/18 6 A011860� A06 8/29/18 18 A0118680 C05 8/29/18 30 STDL04 STD. DETAIL 8/29/18 7 A01186A A07 8/29/18 19 A0118681 CA 8/29/18 31 STDL05 STD. DETAIL 8/29/18 18 A011867',o A08 8/29/18 20 A0118682 CJ3 8/29/18 32 STDL06 STD. DETAIL 8/29/18 9 A01186f1 A09GE 8/29/18 21 A0118683 D01 8/29/18 33 STDL07 STD. DETAIL 8/29/18 �10 A011867� B01GE 8/29/18 22 A0118684 HJ2 8/29/18 34 STDL08 STD. DETAIL 8/29/18 !11 A01186t/ B02 8/29/18 23 A0118685 HJ5 8/29/18 35 STDL09 STD. DETAIL 8/29/18 ,12 A01 186 4 I B03GE 8/29/18 24 A0118686 J2 8/29/18 36: STDL10 STD. DETAIL 8/29/18 The truss di Ltd. Truss D My license referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, In Engineer's Name: Anthony Tombo III val date for the state of Florida is February 28,2019. NOTE.The seal Jon these drawings indicate acceptance of professional engineer i g responsibility solely for the truss components shown. The suitability End use of components for any particular building is the responsibility of the building desigq'er, perANSIITP14 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 thilBuilding Designer indicating the nature and character of the work. The design crilI?ria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering D¢cumentsl are specialty structural component designs and may be part of the project's deferrbd or phased submittals. As a Truss Design Engineer (i.e., Specialty , Engineer), the eal here and on the TDD represents an acceptance of professionalAnthony T. engineering re ; ponsibility for the design of the single Truss depicted on the TDD only. The Building Desig ier is responsible for and shall coordinate and review the TDDs for compatibilityu th their written engineering requirements. Please review all TDDs and all related notes. Ski tat: AL Ll OU UU UU UU 4t: 12 IS/ Ut- Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 = A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES AFLORIDA CORPORATION RE: Job WRMSCMB2L15X10 No. Seal # Truss Name Date 37 STDL11 STD. DETAIL 8/29/18 38 STDL12 STD. DETAIL 8/29/18 39 STDL13 STD. DETAIL 8/29/18 40 STDL14 STD. DETAIL 8/29/18 41 STDL15 STD. DETAIL 8/29/18 42 STDL16 STD. DETAIL 8/29/18 Page 2 of 2 rI I A-1 Roof i LOADING (I TCLL 2 TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI WEBS BRACING - TOP CHOR'. Structural w BOT CHOR Rigid ceiling WEBS 1 Row at mi MiTek recc cross brad accordano REACTION 2 = 9 = Max Horz 2 = Max Uplift 2 = 9 = Max Grav 2 = 9 = FORCES. (I Max. Comp, when showr TOP CHOR 6-7=-3: 8-9=-2i BOT C 2-17=- 14-15= 6-13= WEBS 3-17=- 3-15=-i 11-13= Job Truss Truss Type QtY Ply RENAR MORNINGSIDE A0118663 WRMSCMB;L15X10'A01 Roof Special 3 1 Job Reference (optional) Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:12 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-CgrXBv5V5X7RGHG5AkC16IolEfHnhNZxdr89OEyijFX 1 4- 7-3-8 11-10-10 19-0-0 25-0 4 32-1-9 38-0-0 9 4 4- 7-3-8 4-7-1 7-1-6 6-0� 7-1-5 5-10-7 4- 6.00 12 5x10 MT20HS= 6 I 17 16 E 3.00,l 3x6 = 4x6 = 2x4 11 3x4 11 Sx12 = US = Dead Load Defl. = 5/16 in 11-10-10 15 19-1-6 7-3-8 4-7-1 3-7-6 3-7-6 27-10-2 8 8-12 38-0-0 10-1-14 Y)— 17-0-3-0 0-3-01 111:0-4-8 0-3-0] (13:0-6-8 0-2-81(15:0-5-4 Edge] SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.35 14 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.66 11-12 >690 240 MT20HS 187/143 ` Rep Stress Incr YES WB 0.99 Horz(CT) 0.39 9 n/a n/a Code FBC2017frP12014 Matrix -MS Weight: 222 Ib FT = 10% 2x4 SP M 30 `Except* T1: 2x4 SP No.2 2x4 SP No.2 `Except` B2: 2x4 SP No.3, B6: 2x4 SP M 30 2x4 SP No.3 `Except` W3,W7,W9: 2x4 SP No.2 sheathing directly applied. ectly applied or 4-2-6 oc bracing. 11-13 lends that Stabilizers and required be installed during truss erection, in (lb/size) 1482/0-7-10 (min.0-1-12) 1482/0-7-10 (min.0-1-12) -167(LC 10) -370(LC 12) -368(LC 13) 1482(LC 1) 1482(LC 1) Ten. - All forces 250 (lb) or less except 3-4=-4224/2520, 5-6=-3485/2116, 7-8=-2382/1529, O6, 4-15=-211/377, 890, 13-14=-1104/2894, 0,9-11=-1414/2374 1, 15-17=-1485/2692, 1, 4-14=-767/718, 784, 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=-1006/570, 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 8t 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. LOAD CASE(S) Standard rntiel-flanA-19eren"1'..AA IDDF 9 ?Si8(SEI1F1'}6EA9ltftlNSd[Q6.1➢[5i(751DNj t419;tE111[F'tFDi4ENi Ins IciFyleup putudmasd re�.sltz etifisT!tss ks�8tnviy lTfij tri tM LtlupLiz!>D41EMxere flMMSte ne. Dd!s: othnist 96d tads ltlD,nj tllrek<tsamrp:hsslili:±uedbrl&TDDdhe rd�l. 4seiass 0esip(ty�atr{t!.SFendtt 6Gn!;d!etlnttJlDDrefleatsrta¢tlaiedlSe pahs!itttl eetseDty rzspntiliWy'nde4tsanAdt ss: emss {!)indttde TDD alt, a/aTrFI. ikt!by,nnnpur!.Itdry<tt6nas.s.Adilnj Anthony T. Tombo 111, P.E. cad tseddis Tastd!aE tnllite We, respafiUlnedth O.tn,de 0wuisct'sri±dt,�9eIke tWitit50aiyre!,adenedndtit l2C,at;It alike Fetd tw'fri We al MI. ltgTntddde TOO cal to field tsedd!Tnst,udtL'a, ladiGry.skrrye, lesdlldin alEntley sSa6E!t�tt!pas3:':hd x80083 ' Il±tz'ta7Da',ratrl@±trtcr.Lia:esselml4d±TDD esrta pr�uesody+id!I�attttL•hildgCcrEhaal Sdntlxkmtnn;ICSf, pNsldyt i71 r.1 y![A eereln dh+ye."liefnr_TEFI ee5atd!xnpeaiy9:fies aib:isdd!LasDNsnn,hras Des yaiayntnrad inssMnAt^s!er,!t'ess 4451 St. Lucie Blvd. tdtrrise l�td EyaCvfmtyerdepedwDuy lidlynr:a itte!ei Thehtss feels Eyiair i;NOT tell' r:wklSap Fort Pierce, FL 34946 (opyrighlC12D16A-1bolTtusses•AnihonylJomhoIII, P.E. Reproductionohhisdommenl,inonytorre,isprohih0edwithoutthewtiflenpermissionfiamA-IRoDfTrosses-AnthonyLTom6o111,P.t. Job WRMSCM132L15X10 Truss A02 Truss Type Scissor Qty 3 Ply 1 RENAR MORNINGSIDE AO �18664 Jab Reference (optional) tun: 8.21u s May 18 2u18 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 09:16:13 2018 Page'1 ID:Id_OOXyyT61Bi TXoljwHHzefvK-gOOvOF67sgFItRrHkRjXfVL_12dhQrp5sVuiwgyijFW 19-0-0 2.5-03 'in-Q-15 A Lelfl 70111 I 6.00 12 5x6 = Dead Load Deft. = 9/16 in 5 5x6 i T 5x6 4 6 1.5x4 W 3 1.5x4 3 2 7 12 1 W 6x8 = 1 N B 14 13 11 0 1 v 2 0 3x8 101`201-1S� 3x8 MT20 2 9 `? t 3x4 � 3.00 12 3x4 � 1.5x/35ii4 11 c 1.5x4 II 4x8 1.5x4 11 5x8 Z 1.5x4 II 30-9-15 4x8 /I 9-10-4 19-0-0 27-1.6 2 1- 2 31 -6 38-0-0 VIA, 9-1-12 8."-0- 2-8-40- 7 s-10-10 Plate Offsets (X,Y)— [2:0-1-14,Edge], [4:0-3-0,0-3-01, [6:0-3-0,0-3-01, [8:0-3-7,Edge] [8:04-0 0-5-41 [8:0-2-1 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT)-1.0712-14 >425 240 MT20HS 18 /143 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.65 8 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Weight: 198 lb F,T = 10% 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 Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 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. (Ib) 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=-1831/3605, 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, 4-12=-848f781, 4-14=-257/625, WEBS 5-12=-1278/2430, 6-12=-8501786, 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. 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) 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. LOAD CASE(S) Standard t6rrdry eleue tunrpMyneiteln'dd 100E 90SS9j SEtl9j OWLIt, inlay I. MuwnAcel:s.`a-e ne. 119,aft.ist "id in At T00a)t N1Ttkan erplonsnAlUgns6tthe 12D13le rdLL Ase➢ns Desire Gymd(U.SWAlithg;uept: sed isnyTDD aprneds tomlow Ono prd:ssard egberltjuspnsilityhr the eeclndae s4lnssdp!r!enIke TDD odr,Wtr, IN. N A!t!n nsmpun, Indapudnns.s.udimy Anthony T. Tom6o IIi, P.E. eA eudS Tsss'nr up rdtiig(slk rnpnsilflit!di:e4ner.tinOrn'te:7leRdegit�tle edfluS Onsipxr,atkseNddNn 11t,4:,:; al8e bt: emYa�o6 ttd f7FL le gpnddtklDD nennrtitle nedlieTnstn6q kal:i}i<:gr,ushlletin adkn[ip dilisa.Ynv re!puia:gd S 80083 antdFapDes"rm:rt3Q�:nda:,Rlire.�sselontuaelDDMliep:mueso7}eie!Inndtl:tdldq(nepsa�Snle7lnY;ntliu{KS¢rntlis&QEpI7IrdS{[ArterdaeznAk+genml�n:dn[nllrlee5as!!respw411iesa3d!esd3:TnnDedpn,l:essDniyeFsnmllnssprwh;'e!n,w'ess 4451 St. Lucie Blvd. otxwlse ddirdirowmd oiled epetie winter ly oil putts Itaial. IkeTnss Comfginnr is Most NI.; Cts4ser, m Tress Syssm bitter gay W11,1 All sgUisit ras eaus der®d lalrFl. Fort Pierce jl- 34946 (opprishlQ2D16A-1RootTrusses-AnlhonyI.TomlinIII,P.f. Repmdudionollhisdomment,inaoybro:,isprohih0edwit6cNthewrillenpermissionfomA-IRaDfIrasses-AnlbDnyLToAssIII,Is[. rr Job ~ Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118665 WRMSCMB2L15X10 A03 Scissor 10 1 i Job Reference (optional) A-11 ROOT es,eonrierce,r-L s4avo,ueblgn((Larerubb.Gunr RUrr.,! ey ,.— .Irrrre......-y .�—,,,.,,,.._... ...............-. ...,...,._ .. ..._ ._ .­ ID:Id_OOXyyT61 Bi_TXol jwHHzefvK-BDyHcb6ld8N9VbQUH9EmBju9tSzw912E59dGT7yijF 1-4 7-2-1 12-11-12 19-0-0 25-0-4 30-9-15 38 0 0 9.4 4 7-2-1 5 9 11 6 0 4 6-" 4 5 9-11 7-2-1 6.00 F12 5x6 = Dead Load Deb. = 9116 in 5 5x6 i T 5x6 4 6 1.5x4 W 3 1.5x4 3 2 7 12 1 W 6x8 = 1 N B 13 14 11 10 1 v n 2 it 3x8 MT201-IS% 3x8 MT20HSzz 3.00 F12 89 1e' 3x4 3x4 zzo 4x8 4x8 9-10 4 19-M 28 1-12 _ 38-0-0 9-10� 9-1-12 9-1-12 9-10-4 Plate Offset '; X,Y - 2:0-1-14,Ed e , 4:0-3-0,0-3-0 , 6:0-3-0,0-3-0 , 8:0-1-14 Ed e LOADING(p�f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20'0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.57 12-14 >806 360 MT20 2441190 TCDL 7I��0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.10 12-14 >416 240 MT20HS 187/143 BCLL tl10 Rep Stress Incr YES WB 0.93 Horz(CT) 0.68 8 n/a n/a BCDL 10 0 Code FBC2017/TP12014 Matrix -MS Weight: 175 Ib FT = 10% I LUMBER - TOP CHOR 2x4 SP No.2 *Except* NOTES- T1: 2x4 SP M 30 1) Unbalanced roof live loads have been considered BOT CHORD 2x4 SP M 30 for this design. WEBS 2x4 SP No.3 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) BRACING- Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; TOP CHOR ', Structural w bd sheathing directly applied or 2-2-0 oc Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) puriins. BOT CHORI and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members Rigid ceilingJirectly applied or 4-7-7 oc bracing. and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 MiTek reco mends that Stabilizers and required 3) All plates are MT20 plates unless otherwise cross braci ' g be installed during truss erection, in indicated. accordant " with Stabilizer Installation guide. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS. (lb/size) loads. 2 = 1482/0-7-10 (min. 0-1-11) 5) ' This truss has been designed for a live load of 8 = 1482/0-7-10 (min. 0-1-11) 20.Opsf on the bottom chord in all areas where a Max Horz rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 =-166(LC 10) bottom chord and any other members. Max Uplift 6) Bearing atjoint(s) 2, 8 considers parallel to grain 2 =-369(LC 12) value using ANSI/TPI 1 angle to grain formula. 8 =-369(LC 13) Building designer should verify capacity of bearing Max Grav surface. 2 = j 1482(LC 1) 7) Provide mechanical connection (by others) of truss 8 = 1482(LC 1) to bearing plate capable of withstanding 369 lb uplift at joint 2 and 369 lb uplift at joint 8. FORCES. (I ) Max. Comp.(.Max. Ten. - All forces 250 (lb) or less except when showri� LOAD CASE(S) TOP CHORD Standard 2-3=-4676/2809, 3-4=4314/2536, 4-5=-3130/1�{86, 5-6=3130/1786, 6-7=-4314/ 51, 7-8=-4676/2830 BOT CHORR 2-14=-2401%,'233,13-14=-1832/3605, 12-13=-1823641, 11-12=-1832/3641, 10-11=-183 8-10=-2423/4233 I3605, WEBS 5-12=-1279 431, 6-12=-848/779, 6-10=-254/6t 5, 7-10=-318/464, 4-12=-8481§0, 4-14=-256/625, 3-14=-31 r Berdq -rinss dengbrrelle!etg'A T IDD'r aLKSrSt iTnEl'j 6EAi1!! TEtflS d (GATAIIDdS (DSTDfAt i4i9 j A(IADiiu;SNEDI Iss. 1.61 hupt p e adnsealrealthislres indes s Des pDrrr al11r; ali 1W Miller]. I!'lli R, 1.1.1da ext SIN! We!- Dal!ss dl-in, slod 14110D'%L 00unalirlxessill aaeihrtte ODule wall. Asa Tress Desipv hglrxu{I.e,S,u;idir EedH?r;.5?Ld is tglDD (ep!esttlt6fiR}r ;l sT he peal?t!Ittd lgJF!n1E RSpNHl1lnTli?ISl lss pa lh S2 ETfISS 1!p!n?i uske O nly.oaderTM1l. It holreasmp,m hdspal&nn!,smdDDp Anthony T. Tombo 111, P.E. d Ile ISfal Time fru?VC.5 Isla respnn211i0dVleGum ltaOwaeistdstriedtgd e!an,1.1hg D01.!,®Ilefut?d efhelr'!i?3;.16, heal blirg.1,.0Mt. Tle gpmddrb!DDall to fieli Ise eftie Trest,blada eafa+m!"t, hehVsfiu of Wag AllI2 ease iNvIl4r d «-80083 tteltlfxDDesigm eof Qan!et. All Was set val anthTDDed lie p!mns®epiclmsdu!kSNq(eapar Sdery hhmou"Wrjp liddeTTnmisul—d—ent,qumdslsera IN 4451 St. Lucie Blvd. fi[iYIUIF(IId iJ4Lp7'fABjfld etllh Mlig g(dlgMES IE1:eseS T0eTe03SC!S!'r Ellleelrh NDT ul EH l9reesiiAN,fIT:1!SS)P!AEaptBlefdprStD$ig. All [ef..1!dk'OSYe Qs dd"Jd h1IFI. Fort Pierce, FL 34946 (opyijbi02016A-IRoof husses-AnlhonyT.Tombolll,P.1.ReproduEfion offbis dowenent, in any fork is prohibited without tht wriflon Ferinission from A-] Roof Trusses-Anthonyl.Tombofll,P.1. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A01i18666 WRMSCMB2L15X10 A04 Roof Special 4 1 Job Reference (optional) 1-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:14 2018 Page ID:ld OOXyyT61Bi_TXoljwHHzefvK-8DyHcb6ld8N9VbQUH9EmBju5GSz19JxE59dGT7yiiFV 11-1-10 19-0-0 0-11-1 3-3-2 29 8 15 38-M 9-4 4 8 1-0 3-0-10 7-10 6 -11-1 2-3-8 6 5 13 8 3-1 4- 7x6 = 6.00 12 I 15 4x10 = -- 3x6 = 5x6 = 2x4 II 1.5x4 II 3.00 12 3x8 8x8 = 1.5x4 11 11-7-10 21-2-10 23-3-2 8-1-0 11-1-10 19-0-0 0.11-1 23-0-2 29-8-15 38-0-0 8-1-0 3�10 74-6 1-11-1 1-9$ 6-5.13 8-3-1 d Load Defl. = 3/8 in LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.44 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.82 10-11 >559 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.46 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 220 ID Fj '.= 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, B& 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: 14-16 WEBS 1 Row at midpt 4-13, 5-13, 5-11 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) 8 = 1485/0-7-10 (min. 0-1-11) Max Harz 2 = -166(LC 10) Max Uplift 2 = -365(LC 12) 8 = -367(LC 13) Max Grav 2 = 1491(LC 1) 8 = 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=-1822/1250,5-6=-3652/2302, 6-7=-3743/2165, 7-8=-4677/2738 BOT CHORD 2-17=-1233/2283, 4-14=-313/657, 13-14=1251/2421, 6-11=-276/340, 10-11=-2329/4220, 8-1 0=-2326/421 9 WEBS 3-17=-467/341, 14-17=-1125/2283, WEBS 3-17=467/341, 14-17=-1125/2283, 4-13=-1033/798, 5-13=413/69, 7-11=-850/751, 7-10=01293, 11-13=-665/1840, 5-11=-1595/2992 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 atjoint(s) 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 365 lb uplift at joint 2 and 367 lb uplift at joint 8. LOAD CASE(S) Standard 6'auq EleesetluegkEp!eriewth'E-I 1oofnasslsrsfunOEM TWA E4MTAlIDhiNSTDAC�fYjL([lAATFSsxEbi'6!aTerilpEe9ptpueatlenerlrz!de!t?sntailrmsOeng�?ta.iy{R�!tElEelelYupT.itc9!C[1.E.Idnexe9eel6s4rkeess.UdenetEwriustdelea147DD,cary , Anthony T. Tomb EBT?i[Hulfhl rRs55S41i!eteEllrtlt TdD la Ee rtliL A!CIrRf DgIEe E1pIQM{I.!,$^,F'.!nE Etptf?Q,3?Ld!I ppTDO nptetNlf eEL(Qj.as[illlEt0l3ft11¢I!qai:tll§ntpeNlllnrhltllEKlp(.}I!!f�eeiETrltf E?pifl!E Ie9eTDD 0!IE; FkIX1.ail.Rtf?tip33ltlupl!n,ll[tilalli1tlNl, tlnPslD;p o 111, P.E. c!!sedtit TRss4r!!p ltilfiq l!Ikrupx!ihlapdtkOner,IM graisaxbti:edeearlseldBieT onilttr,a@zmt?adtie llC,t4?tlE adtleteta kaYsl oh adlPFl. leylmsldla Noo�npfrztd rn ettleTnst ait6gR�fr;samge,i!sWleue adG!is1s4il11!tEa n!p;mes:`urJ —80083 ' Ihheep9ei:rat�fsa;tao!. LIc�'essflM41&IDDplrspr„Aiusofgriltlo!t!tti!6iIHq(!mSA!rylt!m6h!R(SljpeNisMDSJEAutdsr0m!dneanEfngRunlgetnceTP>Iet5nt!?nt si5ilitinn9k6?sdt?Ln!Desiptt.l!estDetps ,:erwlrms�iut!:a:?r,ans 4451 St. Lucie Blvd. rlemse leDedlpo0:a;m ege!L olu iexriaq 1p dlpm:nl!eal!eL TaeTnss Cen�Equeer It dDl k4 ra9ag det'gaer,uTn!sspeea 6pe!erdmp sril5y. lA mtkia!Ehros uemda'adhllll. Fort Pierce, FL 34946 Copysightm2016A-lfoalTtusses-AnthonyMembaIII, P.I. Reprodudiaeofthisdomment,inany hra4isprobibitedwithcutthe witlenpermissionhonsA-IRODMUSses-Aothony1.Torah 111,P.E. lob' Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118667 WRMSCMB�L15X10 �!I A05 HIP CAT 1 1 Job Reference (optional) A-1 K001 I Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:15 2018 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-cPWfpx7NOSV071grsl?kwQK1 slOumbNJpNp?ZyijFU 20-11-10 14- 6-1-11 11-1-10 18-0-12 19-11 23-3-2 30, 11 38-0-0 9�- 4- 6-1-11 411-15 6-11-2 1-10-8 238 7-1-9 7-7-5 1-M 6.00 f 12 5x10 % 5x8 II Dead Load Defl.= 3/8in 5 c 20 19 — " 3x6 = 6x6 = 3x4 II 3x4 4x10 — I*5x4 II 3.00 12 4x8 zz 8x8 = 1.5x4 II 20-11-103-0-2 6-1-11 11-1-10 116710 18-0-12 19-11 21 -10 2 2 30-0 1 38-0-0 6-1-11 4-11-15 0 6-5-2 1-10-8 0- 0- 0 7-1-9 7-7-5 Plate Offset X,Y 4:0-5-0,0-3-0 6:0-2-4,0-2-8 8:0-1-15,0-0-0 9:0-0-0,0-1-12 9:0-3-0 Ed a 10:0-1-14,Ed a 13:0-5-12,0-5-0 , 17:0-5-12,0-4-4 LOADING(p;f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2Cq �.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.48 12-13 >957 360 MT20 244/190 TGDL 7 10 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.90 12-13 >507 240 MT20HS 187/143 BOLL 4,�0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.48 10 n/a n/a BCDL 10 it 0 Code FBC2017/TP12014 Matrix -MS Weight: 246 Ib FT = 10% LUMBER - TOP CHOR 2x4 SP No.2 *Except* T4,T5: 2x4 SP M 30 BOT CHORD BOT CHORD, 2x4 SP No.2 *Except* 2-20=-1302/2377, 4-17=-225/587, B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 16-17=-1222/2400, 15-16=-619/1610, WEBS 2x4 SP No.3 *Except* 7-13=-518/621, 12-13=-1677/3641, W7: 2x4 SP No.2 10-12=-2333/4230 OTHERS 2x4 SP No.3 WEBS BRACING- 3-20=-266/250, 17-20=-1175/2215, TOP CHORQQ! Structural wdbd sheathing directly applied or 2-8-8 oc 4-16=-961/733, 5-16=-300/626, 5-15=-271/106, 6-15=-1340/496, pudins. 7-12=-839/889,8-12=-345/505, BOT CHOR 13-15=-814/2158, 6-13=-1832/3531 Rigid ceiling directly applied or 4-8-13 oc bracing. Except: NOTES- 10-0-0 oc br cing: 17-19 1) Unbalanced roof live loads have been considered WEBS for this design. 1 'IRow at mid t 1 � 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) 4'16, 5-15, 15, 7-12, 6-13 Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; MiTek recommends that Stabilizers and required Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) cross bracing be installed during truss erection, in and C-C Exterior(2) zone; cantilever left and right accordanc ' with Stabilizer Installation uide. exposed ;end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber REACTIONS. (lb/size) DOL=1.60 plate grip DOL=1.60 i = 1491/0-7-10 (min. 0-1-12) 3) Provide adequate drainage to prevent water 10 = 1485/0-7-10 (min.0-1-11) ponding. Max Horz 4) All plates are MT20 plates unless otherwise 2, =-159(LC 10) indicated. Max Uplift 5) This truss has been designed for a 10.0 psf bottom 2, _-359(LC 12) chord live load nonconcurrent with any other live 10 =-362(LC 13) loads. Max Grav 6) * This truss has been designed for a live load of 2 = 1491(LC 1) 20.Opsf on the bottom chord in all areas where a 10 = 1485(LC 1) rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and,any other members. FORCES. (b) 7) Bearing at joint(s) 10 considers parallel to grain Max. Comp Max- Ten. - All forces 250 (lb) or less except value using ANSI/TPI 1 angle to grain formula. When shown. Building designer should verify capacity of bearing T,OP CHORD surface. 2-3=-2721/1�49, 3-4=-2695/1686, 8) Provide mechanical connection (by others) of truss 4i-5=-1883/1280, 5-6=-1590/1234, to bearing plate capable of withstanding 359 lb uplift at 6,-7=-3886/2415, 7-8=-4665/2990, joint 2 and 362 lb uplift at joint 10. 8-9=4517/27/37,9-10=-4689/2737 BOT CHOR'Q 2-20=-1302 377, 4-17=-225/587, LOAD CASE(S) 1;6-17=-122 /2400, 15-16=-619/1610, Standard �I af'drp•rl¢:lN6(r�9.r!rl!�tk �II IDGr 9USS�S{A81YI,rS1:I1IRWSEIDA:drIGSS CBSIDNj Y18��{.CILMG"MIL'4'4YIAr111L�rLIII'(}ISIr!rfl!04!¢U{f¢{ON!S3!t?ISIIy3DH�Ft �'JI'h'Iy IIG�I[;!ItA lfiNrl,I!56l GC rE I[ty!A!SItlI NSRFe, U�tSSLBMvii!C!I!I!6IYl IDD,L4j WT!ks¢u!nrp!!'es s4il;rattdhrt&IGDIak.tlil.4seTrrss Dezip E!ppv{I.!. Spei!U{6e1u 0.•. ueln¢r7DD apuetlt¢a¢,"cx!Allerrshs9nd!ux!4rusrus!Iilif(`:!;tl!{esualttesaneTn.ti!p:ad¢aetoD¢¢,¢{aTw.ru{a gansrapne,.I!reegmemn!,s aotilry pmthony T. Toinba lll, P.E. e9 ese rttSs Trs:s4r!!r leil{ire is lhs¢rn!ikfrtrA+3eP.nclh 0.vise9m!¢d!x7e: D, 16161 Wite!,©Ikmirldlia li(,Se IndNel!m+tx'fxg nle¢M. Th gpof'i At TODmd¢etk8.1.d6,Tnx, d!3n lxalsvge,i!shGran ¢dkedsg t5�'ial��re!pmea;:nd :: 80083 MR {'.1Y2g D!Sig'St�IfJ':Idi:.AII¢Il1sllaalitkelGD ed l!!plaalflSmll.Rln!Srt!h4Id11IaR?f9!OS!i!I{tti'fl¢I!j{CS�p1N-flM Sr rII¢ISEC.iLI:fllNlm!{fFig¢!fpI"y)!EJIf!. rril k'IMi�: nlpCtS IT�nIS[kefeDii!So"E!II!S!D!tIp1H,1!MfO!!:p4G�a:!!Wr Tf6:S641M14'It!N�e!'!S! 445, S-0083 Blvd. ! !!3erluldirdlpoutradopedsp!uwritl!Iirdlred:¢Isa:!uiTieTnssC!s1�I��¢ulslCrWe6alapD¢Ip�x,¢/usSyY!miyutt!dmr5!8#xa.ILtq;!2. b4:mneasdd.d1011. t.Fort Pierce, FL 34946 (opyrighi 0 2016 A -I loaf Trusses- AmhanyLTomboIll, P.I. Peprodu0i000fthiskument,inanyform,ispiobibitedwitheulthewritlenpermissionfromA-IAoollrusses-AnthonyT.Iamb 111,P.I. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE 1 WRMSCMB2L15X10 A06 HIP CAT 1 1 A0118668 A I o,.•sr � . o: _ Job Reference (optional)I FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:16 2018 Page10 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-4b420H8?9ldskuZsPaGEH8zWmG64dCBXYT6NX?yijFT 23-3-2 1 1 6-1-1 11-1-10 16-0-12 20.1No 2 -11 3D-4-11 38-0.0 1 6-1-1 5-0-9 4-11-2 4-1014 0.11- 0 7-1-9 1-3-14 6.00 12 5x10 - 5x8 I 13x4 11 Iq is its 3x4 = -- 3x6 —_ 6x6 = 3x4 II 1.5x4 II 3.00 L12 4x8 8x8 = 7x8 =_ W?7-4' 2 6-1-1 11-1-10 11710 16�12 20-11-10 V -1 2 2 30-4-11 38.40 6-1-1 5-0-9 0-fr0 4-5.2 4-1, 4 0- -0 0- 0 7-1-9 7-7-5 0.8-10 I'Load Defl. = 7/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.53 11-12 >861 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.03 11-12 >443 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.63 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 234 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* W5,WT 2x4 SP No.2, W8: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-6 cc puriins. BOT CHORD Rigid ceiling directly applied or 4-8-13 cc bracing. Except: 10-0-0 cc bracing: 16-18 WEBS 1 Row at midpt 5-14 2 Rows at 1/3 pts 6-14 MiTek recommends that Stabilizers and require!in�] cross bracing be installed during truss erection, accordance with Stabilizer Installation quicle. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min.0-1-12) 9 = 148510-7-10 (min. 0-1-11) Max Horz 2 = -142(LC 10) Max Uplift 2 = -346(LC 12) 9 = -349(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=-2728/1635, 3-4=-2684/1656, 4-5=-2044/1363, 5-6=1783/1297, 6-7=-3589/2235, 7-8=-3752/2106, 8-9=-4708/2721 BOT CHORD 2-19=-1293/2385, 4-16=-256/571, 15-16= 1169/2366, 15-30=-733/1782, BOT CHORD 2-19=-1293/2385, 4-16=-256/571, 15-16=-1169/2366, 15-30=-733/1782, 14-30=-733/1782, 7-12=-231/391, 11 -1 2=-2324/4260, 9-11=-2320/4250 WEBS 3-19=-263/256, 16-19=-1200/2207, 4-15=-812/603, 5-15=-316/617, 6-14=3716/1603, 8-12=-879/776, 8-11=0/281, 6-12=-2586/5315, 12-14=-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 & 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) 9 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 9. LOAD CASE(S) Standard I6edry • naseriaeg9rmitw 9e'A1100E lIDSSo{'iEOEe'I g(ille(fFIxS 6(DFiiiIG4S fDS101e{HR7; dCC1Cp'sECSNEAi'I.. Etr4 Seep Esremdm ulst�ostss ustis Bess Dn pDrerin,if('wsul tt+LtlaTT. TznaC!, E.E. idt«atSint h nrent. Udns sflenise sfd:l mthelOD,nnj N1Ttkasenmr:e:'esshdiheseIfe,bT)DI.bt,sld.Is, Isms Desi}f 6Crxtt{Ia, Spsidtr bgl«!r;.tlsudne!rTDD«preteelt to a«}inae!!le Erslnnnd e«!«e;«g«t}seslil!6rh:IW eulgnatlte ss4ei«sshpdiI ittke asn; trio lrrE.?a en�pn!mpuns,irct.-eiatnnx!,smwr�ry Anthony T. Tom6o IlI, P.E. e�esed8!sI«ss5r n}rdllig is lie«gusikiDrydlh Cnseth OrniseA;;erasdvpNwlke ldltig Dai}u!,ol4 neaad7a lN,tSs"EvIH:6td lalbg ode nrl7Ll. llr gjrtetidlh iDD nadnrhdl ese erfSe Tnss udeffr;A�!in}stisge, iefilletiev etdWerag shdlhsy «!Wes3:!)rd 2 dQ083 ae M!«g Des�gm!ed 4*ace�!. Li aksselaoilertelDD ulfseps�rcesaignrdbesdsl: Anlfig(t�zem 7derytdtaeennR(1f pNnWE}TEIdSI(A uzrtla:ma!e pre«I pkua. 7Pa•I kSetstlerrpn�hJ:Aet¢dGf:!nd:kLrss Desipa,Las ksipEtgrnml TnssN�u(t^�e!ey u'ess .;<751 St. Lucie Blvd. e3!Mu lfi.,11yo(abrrd gtedeguu r ighr di ralesle.i«s. n0riss Crs!mEqu«r Is OCT N IrbgDttiEat,,trT,«ssSlfiea Faru:erefarSnlBq. r1l mg:daNkfai nemrermdh1161. Fort Pierce 34946 (optnrighl02016A-iioolTmsses-Amhonyl.TemhoIII,P.E. Reprodupionofshisdommem,inanyhrm,ispmhibRedwithculthe written permission honsA-I Rao}Trusses- Anthony LTombo111,P1 1' .lobe Truss Truss Type QPY li A0118669 WRMSCMB L15X10 A07 Hip Structural Gable 1 �PIY 1 �RENARMORNINGSIDE Job Reference (optional) A-b Roof I I-ort vierce, 134u4b, oesignLa ltruss.twm .14-0 6-9-11 , 11-7-10 2-5-2 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:16 2018 Page 1 6.00 F12 5x6 = 3x4 = 6 5x6 = u 22 21-" - 3x8 = -- 17 -- 15 13 3x6 — 4x4 = 2x4 II 1J6 14 1.5x4 II 5x8 11 3x6 3x6 = 3x4 = 1 23-11-4 Dead Load Defl. = I in Plate Offsets'(X Y)— [6:0-3-0 0-2-0] [8:0-3-0 0-2-0] [20:0-5-12 0-4-4] LOADING (p I SPACING- 2-0-0 CSI. DEFL. in I1/defl L/d PLATES GRIP TCLL 20' Plate Grip DOL 1.25 TC 0.61 Ver1I 0.13 13-28 >768 360 MT20 244/190 TCDL 7h0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.60 18-19 >467 240 BCLL 0 0 ' Rep Stress Incr YES WB 0.47 Horz(CT) 0.01 11 n/a n/a BCDL 101`0 Code FBC2017/TPI2014 Matrix -MS Weight: 220 Ib FT = 10% LUMBER- ; TOP CHORD 2x4 SP No.2 BOTCHORE 2x4 SP No.2 *Except* WEBS 82: 2x4 SP No.3 20-22=-707/1118, 3-20=-324/315, WEBS 2x4 SP No.3 5-19=-486/479, 7-19=-150/578, BRACING- 7-18=-919/501, 15-18=-1109/468, TOP CHORE, 8-18=-301/105, 10-13=-255/396 Structural wo d sheathing directly applied or 4-3-6 oc purlins. IP NOTES- BOT CHORp 1) Unbalanced roof live loads have been considered Rigid ceiling irectly applied or 2-2-0 oc bracing. for this design. WEBS 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) 1 Row at mic pt 7-18, 8-15 Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; MiTek reco' mends that Stabilizers and required Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) cross bracing be installed during truss erection, in and C-C Exterior(2) zone; cantilever left and right accordance with Stabilizer Installation uide. exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber REACTION§I All bearings 14-11-10 except Qt=length) DOL=1.60 plate grip DOL=1.60 2=0-7-10, l q 0-3-8. 3) Provide adequate drainage to prevent water (lb) -Max Hgjj�� 2=-126(L!C 10) ponding. 4) This truss has been designed for a 10.0 psf bottom Max Up, chord live load nonconcurrent with any other live All upliftY� 00 lb or less at joint(s) loads. . except 2 =-268(LC 12), 15=-205(LC 9), 5) This truss has been designed for a live load of 13=-20 1(LC 13), 11=-163(LC 13) 20.Opsf on the bottom chord in all areas where a Max Gratr rectangle 3-6-0 tall by 2-0-0 wide will fit between the All reactions 250 lb or less at joint(s) bottom chord and any other members, with BCDL = 16 except 2=920(LC 23), 15=1213(LC 1), 10.Opsf. 13=455 LC 24), 11=365(LC 24), 6) Provide mechanical connection (by others) of truss 11=355 LC 1) to bearing plate capable of withstanding 268 lb uplift at joint 2, 205 lb uplift at joint 15, 207 lb uplift at joint 13, FORCES. (1 ) 163 Ib uplift at joint 11 and 163 lb uplift at joint 11. Max. Comp. ax. Ten. -All forces 250 (lb) or less except when showr]' TOP CHORD LOAD CASE(S) 2-3=-1447/1 23, 3-4=-1135/916, Standard 4-5= 1065/92, 5-6=-845/799, 6-7=-73005 , 7-8=-43/372, 8-9=-52/358, 9-10=-60/33 BOT CHORE 2-22=-719/1 35, 5-20=296/374, 19-20= 462 �952, 19-29=-1491412, 29-30=-149/412, 18-30=-149/412 WEBS 20-22=-707 I,'[ 118, 3-20=-324/315, 5-19=-486/9, 7-19=-150/578, II 41na ism, Er neu Will14�)E10SSES; 51iEi';. SEhF4I7EW,StfC!!0;7rJNS3€S7CA;'IMI`S,Ti66tECSLLESI'Cra inC,rd?:.g+rxaeasrz3 ses!ratesnhisrmtD+Dty 6r*iry(C[Ieaira:k-dap I. Etalt R,[E.1�'ertee S1eetSetwe tst. 8cas s:en*ist srttNm9e iCO, n!p Nite3 Lanett pialea ske!i le eatdim�tlCChle staid Asa 1.—DeaaE,3ottr(1..Spet!iq Eqn I)Iset.-1rr�Cnynm 0 entpime62pretsIke. IS iipith!ralle Trasde'iQetea W±lCBtdr, esdzr III Anthony T. Tombo 111, P.E, W.tted lkit Trassitt er SaiSap idtnrws dGe Ccaa,ru 4po's ett:arnitpnln$tw'Ibwor,0Itfl LOeVodat lmelS e',f3;tle adrfld. Tpa sppoael iEtI'll aleffilfae ot!h Tnssjh6xp uailat, imreitWo. ad bmup skill itAtntpmsNilefa' ,", 80083 tf1iriilitr Mtiptet Ol(/dfT.Im. tlE We"IWON Mfeat rrt w'dpt:iY Jt4l1Et IH.iE:'tgSBLihtd StFdr!II1t6C+9L(T.SI)tpSiLl Si Trl lil Srit dti4tNtt(tlbp&t:dptilare. RIId!!A3t I3a i¢;p]1mi'Lrt m3lansd�t.ss Ctrpy,,nss Tenp�pueu mlir»s SlutEoctm,wltes ttknik k5mlSrdtehat a! tt it n* i r; et 11"K IStlme oni E n101 In 1161!' Otsi a.t: Ttns Sdsfeu[ xtsdn ktiiA to lali,deratausltdeel4Tp11. 4451 St. Lucie Blvd. n ry r r° f° `n" ry r ry w' Fa tt Pierce, FL 34946 lapyrill"I02016A-I Roof Itusses Anlbanyl.Tomballl,P.E. Repiedustionolihisdomment,inany lorm,isprobibiredWithout ihewritten ptinihsioefrom hdloci Insses-AntbonyLTomb III, P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE i WRMSCMB2L15X10 A08 Hip 1 1 A0118670 Job Reference (optional) _ _. _._ . _ _ ._ ._, ___.�..�................... .,.�,.. ,, ,.,ar w w,a rntrs. o.ctar o 1—Y ao cu to lwrn UA uNIIaSIne5, tnC. I nu Aug Ju u`J:1b:l r ZUltf ID:ld 0OXyyT61Bi_TXoljwHHzefvK-YoeQEd9dw3ljM283zHoTpLWhPgzgMj4gn6sm 11-4-0 6-6-10 1 12-6-12 , 19-0-0 25-54 31 _5-6 aR-n-n zo-A_n 5x6 = 3x4 = 6x6 3x6 = 1.5x4 11 3x8 = " — oxo = 3x4 = 1.5x4 11 3x6 = 3x6 = d Load Dell. = 114 in 6 6-10 12-6-12 23-4-3 25-51 31-5 6 38-0-0 6 6 10 6 0-2 10-9-7 2-1-1 6-0-2 6 6 10 Plate Offsets (X,Y)- (4:0-3-0,0-2-01 I6:0-1-12,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.31 13-15 >900 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.56 13-15 >502 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 202 Ib 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 4-11-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-1-0 oc bracing. WEBS 1 Row at midpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 770/0-7-10 (min. 0-1-8) 13 = 1845/0-7-10 (min.0-2-3) 8 = 348/0-8-0 (min. 0-1-8) Max Horz 2 = -114(LC 10) Max Uplift 2 = -217(LC 12) 13 = -547(LC 9) 8 = -254(LC 8) Max Grav 2 = 801(LC 23) 13 = 1845(LC 1) 8 = 407(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-1201/635, 3-4=-683/377, 4-5=-536/410, 5-6=316/619, 6-7=-109/492, 7-8=-346/567 BOT CHORD 2-16=-389/1020, 15-16=-389/1020, 14-15=-88/338, 14-23=-88/338, 23-24=-88/338, 13-24=-88/338, 12-13=-377/453, 11-12=-377/453, 10-11=-360/257, 8-10=-360/257 WEBS 3-15=-550/509, 5-15=-385/689, WEBS 3-15=-550/509, 5-15=-385/689, 5-13=-1072/780, 6-13=-771/1049, 6-11=-664/250, 7-11=-596/918, 7-10=-323/295 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; 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 toad 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2, 547 lb uplift at joint 13 and 254 lb uplift at joint 8. LOAD CASE(S) Standard EY,a�lry PletsetlutrldlrerMrtde'dd 130F 1111513r SE0Erl 6f19d(TEAS&(ONochiil(IADNj6-111*19"ClIP'HOWriser. red 1,911 lesuso d"desinplt bos Design NMilR4).4IM At4u11.TmIsD'r11reff"t Aed!a5're ns. West Utmost sidd eerieult,%a 111bhul" pbsshll 4 tselbrle TBDbhee41. As truss Dngs hytte(I.e.Spenofybli.nl,As sales ny TDO uprerts ti-pos.dit, polndted euiumeprytn11na1Sr0e 1.1veltte s'l.,Tre%dyna aflit MO adp,wln list. 7trL•sp>nsmpiep.btfxpmSaxs, nadili, Anthony T. Tembo III, P.E. ¢d tudtcs T;ass(e'esp lalrneitlkrespn!OiImdlSOrtaelkOsaitre wade dwlietutlieg 0esilaeSa Ca sxhldta RIM ls(ml alike lath Y.nnit tad Rel.➢egrrtrdllte lOD rdaalfiefl tsedhe Tnss. a'Itd41.14 seurye. With. W it "sDs�ank. ee resl�tiYJd1 d E 80083 athYarOtsgre'td Qa7ue§�. AO eetssetalnrb 100Nla pubinsml;nddnenitl: tnlrmp(e¢paetlSt(ery ltematln;tpilptlDttd:7lal ad Slumaudvaxadrn pexru!du[:.1Prl hless3aretpmihules Wdast3abrsa Dtldtw,liss ievgs bdn:nweinss tlrv(t^wv,esAss 4451 St. Lucie Blvd. dherwiu lditdlpabdrW eyedapta la+rtlliq hldlpalm lmdsed. Thebtss CalaEalltees i; ACi eb llMslOesiraer,rtTn!s S1r?as Eyiaerl®lhailOry. All ay�i6aW—.,,.do"loTlft. Fort Pierce; FL 34946 (oPYTI hl02016AdRooirusses-Anthoo I.Tomha111,P.E. Re serestionofthisdocument,inaa Ior ars rohihitedwitAaotthewritteo ermissionhornA-IRoolliusse-Anthon LTombo111,L r Job Truss Truss Type Qty Ply RENAR MORNINGSIDE I A0118671 WRMSGMB2L15X10 A09GE HIP SUPPORTED GABLE 1 1 Job Reference o tional A-1 KOOT Frusss, rorl rierce, rL �ta4o, uesrynr.wnu .wu ,uanI Ar-0 11-0-12 , r�ui,. u.�iva '—y ID:Id_00XyyT61Bi l 26-11-4 8 2018 MiTek Industries, Inc. Thu Aug 30 09:16:18 2018 Page 1 HHzefvK-0_CoRz4FhNta_CjFW?JiMZ2s53QT5C4q?mbTcuyijFR 32-2-8 3811 5-ET 1 4- 5x6 = Dead Load Dell. =118 in 5x6 — 7 8 9 10 11 12 13 14 6.00 12 6 5 7 SIT 15 m 3x4 ! i 5 6 6 6 6 j6 6 8 1 0 ,S i f to 3 ; S73 iT4 [ t 5TT1N2 �� i " 16 17I� 3x6 == 3x4 _ 6x6 — 0 18 3x6 = 31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 — 3x6 - 3x6 24-9-8 26 11 4 38-0-0 24-9-8 2-1-12 11-0-12 LOADING(p f) TCLL 200 TCDL 76 BCLL 0 0 ' BCDL lop LUMBER - TOP CHORD' 2x4 SP No.2 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TIC 0.59 Vert(LL) 0.47 16-18 >379 360 MT20 244/190 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.36 16-18 >492 240 Rep Stress Incr YES WB 0.54 Horz(CT) 0.01 19 n/a n/a Code FBC2017ITP12014 Matrix-SH Weight: 235 lb FT = 10% BOT CHORE 2x4 SP M 30 WEBS WEBS 2x4 SP No.3 14-19=594/823, 14-18=-677/471, OTHERS 2x4 SP No.3 15-18=-363/528, 3-30=-1161252 BRACING - TOP CHORD; NOTES - Structural wood sheathing directly applied or 6-0-0 oc 1) Unbalanced roof live loads have been considered purlins. for this design. BOT CHOR 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Rigid ceiling irectly applied or 6-0-0 oc bracing, Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Except: i Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 10-0-0 oc bracing: 18-19 and C-C Exterior(2) zone; cantilever left and right 8-3-13 oc b ing: 16-18. exposed ; end vertical left exposed; porch right MiTek recor Tmends that Stabilizers and required exposed;C-C for members and forces & MWFRS for cross bracin be installed during truss erection, in reactions shown; Lumber DOL=1.60 plate grip accordancelwith Stabilizer Installation guide. DOL=1.60 3) Truss designed for wind loads in the plane of the REACTION' All bearings 23-8-0 except at --length) truss only. For studs exposed to wind (normal to the 16=0-7-10. face), see Standard Industry Gable End Details as (lb) - Max H applicable, or consult qualified building designer as 2=-102(�LC 10) perANSI/TPI 1. Max Uplift 4) Provide adequate drainage to prevent water All uplift1h00 lb or less atjoint(s) 2, ponding. 21, 22, 3, 25, 26, 27, 28, 29 except 5) All plates are 1.5x4 MT20 unless otherwise 19=-300 PLC 9), 30=-116(LC 12), indicated. 16=-21Y LC 9) 6) Gable studs spaced at 2-0-0 oc. Max Gra 7) This truss has been designed for a 10.0 psf bottom All reactions 250 lb or less at joint(s) chord live load nonconcurrent with any other live 2, 21, 22, 23, 25, 26, 27, 28, 29, 30, loads. 31 exce t 19=681(LC 24), 16=593(LC 1) 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a FORCES. (I l) rectangle 3-6-0 tall by 2-M wide will fit between the Max. Comp. Ten. - All forces 250 (lb) or less except bottom chord and any other members. ,Max. when shown. 9) Provide mechanical connection (by others) of truss TOP CHOR to bearing plate capable of withstanding 100 lb uplift at 14-15=-335'1'�28, 15-16=-661/799 joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29 except Ot=lb) BOT CHORD 19=300, 30=116, 16=217. 29-30=-150/.382, 28-29=-150/382, 10) This truss is designed for a creep factor of 1.50, 27-28=-150/382, 26-27=-149/380, which is used to calculate the Vert(CT) deflection per 25-26=-149l380, 24-25=-149/3801 ANSI/TPI 1. The building designer shall verify that this 23-24=-149%J�60, 22-23=-149/380, parameter fits with the intended use of this 21-22=-149f380, 19-20=-149%380, 20-21=-149/380, 16-18=-597/551, component. WEBS 14-19=-594 �'l 823, 14-18=-677/471, LOAD CASE(S) Standard A'nay-A;zreGat:q'a4!rtl4. Ih'A' Not 1:0111. Pi 1M IM It f0e0;TiuNSEkffCY; tURt` tFCtJiRF06iIF51":ao. Pnd!.ks� ps�Nes ud r"i Wit n itit'ms fusel re:iq{;DO) V I f : tetat, T.Trah 11011ifetwe Sho kh,e it. C�sstc'sc•ist cEt6w1k TE0, nl! dlett ttatllT:stihAtertdhr!k143hie1Cii lsai.•nt t;imEaja:et{Fx.SM 'rE tn}Hetedp¢!r5rzgttestmrttphra�at'ch;tau:£�q tn;gre:per; : ,tn a:gta�vt; t:Ttosay{aetA T aedr.nex!nl. r�irvSsrttra as:a as,tt:^._:!a! AnthonyT. Tornbo If', , P.E. red ytt:!ti{lnsslnt e!bn'iagiifhnt!{ttiaiA!tfGv Onx£r, §e Grm't tnlu ntgalar „eWi;dsq Lk: .iaht a.'.tee'rat itLtlt 6(adRe lnil hi!baq:as miirld. Th rgrntl a';eT BnE¢ifitltr4tAdt Trsy hQz:ySmdiisy.tN,tit, ktaie.".tedYmaq d:Oa Pt!tttpsiiil'ld # 80083 ' nl lodfiG,q(;4lgnf maeleh};irl. All., .I W.!5' 9stint pttmmui 14£41Srs064a494(tupattti Win ldnsSSG((1(i!i pwhthihtTntriSFUatrti—tifS 1x0 pdwtf4451 St. Lucie Blvd. tlencat itTatt h, t kt5rt syrtttpx a n'yt! s; ptAiet G.d!rti. i!t Gns Gtiip hr w: is Abi nt ialfwq 0tuptt.£t Tmt S!tirn EGpieKdtn 4.AAeq. Ltgilrlitei h•a! st n dtfi e! uTN I. Fort Pierce, FL 34946 (o ildZi2016A-1RoofTrusses-Aatboa ITamhoIII,P.E. Reicdattiondthisdotumtns,inan form, is rdbibitedwithoutthewritten ermissionfromA-lRoofTrusses•Anihan TTombsfll,P.E. i P7t•9 - T• P� Y P P Y Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB2L15X10 B01GE COMMON SUPPORTED GAB 1 1 A0118672 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 May 18 2018 MiTek Industries, Inc. Thu Aug 30 ID:ld_OOXyyT61Bi TXoljwHHzefvK-UAmAflAuSg?RbMIR4igxumb8E -1 4-0 6-2-0 124-0 1 13-8-0 6-2-0 4x4 = sx4 = _ — 3x4 = 619 2018 Page 1'- lmxzEQL18KyijFQ 12-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 9 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 9 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.01 9 Ink 120 Weight: 56 lb FITI = 10% 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 12-4-0. (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. (Ib) 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. II; 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) 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 nonconcurrenf with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) 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. LOAD CASE(S) Standard i6aaai-flro:el"axoeiSS!mlty t&'AItGJfTICSSES{SEte7';. ksTUSIEkMSilONO?1tJMS:I.'i1CYt"W'fi"dlliOpSFOSa`.STlara.rmt!ftt��pzaaNUS aei se:i etlNnllit isrss W:lpke�iel(00)ed:�d !T.Isss4a lGl:.rduetaSa,011o,ae. OseW.e MiTetsxmnerrSdessh.Slettedla .SUhhsciL Aselnssofiglu(aeulfs Srefic`yEnw s. Mesedna!110,gtsmasmesraleuec@er.emsa3&4pderwill hotslyidu9. e7MJrd!,nlaf#It, it.deapn;sa s.'rcial;a."iws.!r 4h Anthony T. TorSlbo Ili, P.E. rdattil:is imilma! W� ;is",.a,WnWrld6t 0,swe,fu ulte's ssdewdrged sr eR" q:w;per,hfir wig. iflitX&KadVi mlf.lartdt milli -I. To npoolOtt IN alseifidaatsl N Tnss. ec�q nritui. story., s;s�Caa¢i�ui+i SWf:Asnsras&il70 ' 80083 5r11laj Pssii:u mlr�Monr. AOxtn idMn 7G altbernc<a alStt&lwdMiF .Cap Samirasd Sehq 4ferxa (rSpp7GsvllliN eNSEtA ¢esdsrattlk¢xsd isil xtr?FS!!!msl5esesymsdir;xrslfivadtie hea kuca, rwa Gene 6!ueer ae?nss NsedsGrer,saless 4451 St.11-mie Blvd. s6msisradod I" s redo aptul issnugl! v Wits uedd. isiTss omn f m:is 41i ae Wall oesirr'OF'rssssnlu.iniuedµ s. WW a!uplbcxl Net aem fdraa isl4l. for, Pierce, FL 34946 (apyiighl 0 2016 AT Roof Trusses - Anthony 1. lathe 111, F1 Replodartion CI this fitument, in any form, is prohibited without Ih willea ptimis5ims from A-1 Rool lifusses -Arahony 1. Tanta [I), P.E. Job Truss Truss Type Qb PIY RENAR MORNINGSIDE A0118673 WRMSCMB' L15X10 B02 COMMON 3 1 Job Reference (optional) LOADING (f TCLL 21 TCDL BCLL BCDL 11 LUMBER - TOP CHORI BOT CHORI WEBS BRACING - TOP CHORI Structural wl pudins. BOT CHORI Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:20 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-zNKYseBWC_81DWteePLAR_8FNt7BZCK6T44agmyijFP -1-4-0 6-2-0 12-4-0 13-8-0 1-4-0 6-2-0 6-2-0 1-4-0 4x4 = 3 3x4 = 1.5x4 11 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017(rP12014 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 sheathing directly applied or 6-0-0 oc Rigid ceiling qirectly applied or 10-0-0 oc bracing. MiTek reco mends that Stabilizers and required cross bracirig be installed during truss erection, in accordanc 1I with Stabilizer Installation quide. 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 2 =-144(LC 12) 4 =-144(LC 13) Max Grav 2 = 532(LC 1) 4 = 532(LC 1) FORCES. (Io Max. Comp.;1 Max. Ten. - All forces 250 (lb) or less except when show .1 TOP CHORD 2-3=-632/4gp, 34=-632/420 BOT CHOR., 2-6=-201/5C8, 4-6=-201/508 WEBS 3-6=-1 5/282 i NOTES- 1) Unbalan d roof live loads have been considered for this design. 2) Wind: AS�E 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Expp 3; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ex erior(2) zone; cantilever left and right exposed ; e ?d vertical left exposed;C-C for members and forces MWFRS for reactions shown; Lumber DOL=1.60 li ate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live to d nonconcurrent with any other live loads. IT o .0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.41 Vert(LL) 0.05 6-12 >999 360 MT20 244/190 BC 0.40 Vert(CT) -0.08 6-9 >999 240 WB 0.11 Horz(CT) 0.01 4 n/a n/a Matrix -MS Weight: 48 lb FT = 10% 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=lb) 2=144, 4=144. LOAD CASE(S) Standard Sf:dry-Ple.etYW.P"Jr.rittr s3e'd I iaof Iix5rsitsulasitit rfwwa{'iOOTS Midrreae St.!x,e.Ne. 11deuothnise dddeetk"TDD'al HJTe{uta!RiF!Cxh;!!:a ndfiette EDDn{e n1l.Asei!ns N43hd.e(E.e,Spnisnyho"Mp6!nd.. I TDonpesfdsre nnpattilto, polmstful'4aeosanspwiflay'o; th lNgsdl6esuoeTrin L•Pidd.ne;otlf,cdnTPH. Th imp ..2r.d.ledegr&ML"M[Say Anthony T. Tombo IlI, P.E. rdne d tbb TRss4e cgrwll 11, 5-11"S'NIq d..e 0Y "N 0+ sow"IldayedeferdllierDNir.e,Rldenehdd!uIrA?lit.18e WA Wlfiq mh.1 KI. le Reset d em 1110 W en tiellue dfi,T.,,, hd'd'! }rwrrst 101164..1Wrtj stltwu re!pa¢5d:gd 280083 ' th t'fq 001ns ve coatifnt. AIR hset.ss@e TDDnl lh prla, ad VWS,!sd!h hilliR( qm wSdetT le-OWKS11, Pdtistel 4 EA VA Stuvereleexd de rendadnm TPFI Eeh.itRensprsiS:Ifis.19lisdi?TIN!D19pe,T!NSDerp F.Ptr eel TRS]tl]sdtN!e[ Wess 4451 St. Lucie Blvd. fSFf11!l dfrllfd{f UCe3FTd e{Itd9NehYf161rer dlrN:F51Nr<IeL ThWs f!I Fq.u, 4 NOT CerA Tyr DF1 j]N, of Rns SiVaEoft ?u,e!.l 54. Fort Pierce, FL 34946 (opyrighiD2016A-I loot hosses- Anthony I.TomboIII, P.E. Reproduction of ibis document, in onyform, is pichibited without the written permission from A-1 Roollrosses -Anthony I. TOMhD III, F.E. Job Truss Truss Type QtY MORNINGSIDE i WRMSCMB2L15X10 B03GE GABLE 7YRENAR A0118674 A-1 Ronf TeeISSBA Fnrt Pi.— PI AAOAA b Reference (optional) @a russ.com Run. 8.210 s May 18 2018 Pnnt: 8.210 s May 18 2018 MiTek ID:ld_OOXyyT61Bi TXoljwHHzefvK-zNK 14-0 6-4-1 11-11-14 14-0 6-4-1 5-7-13 1.5x4 II 4 3x4 = 1.5x4 11 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 6-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.08 6-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 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 8-2-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 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=-599/184 BOT CHORD 2-6=-470/484, 5-6=-470/484 WEBS 3-6=0/274, 3-5=-551/535 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 Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) 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-M 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 (jt=1b) 5=191, 2=107. LOAD CASE(S) Standard Inc. Thu Aug 30 PLATES MT20 6:20 2018 Page Weight: 70 lb FT = 10% 6adq-neaeteargN.rnhelh'sI IOCi n�snF>¢In�s(enunulsa(nr:�lcu(anoxt s�r�';i([9Ci'4SNfXi twa. iaAp hvp laraders cd rsde>1:sulas7iess pesp9rniyln4; ui Re Lflserl. ie51s C1pE tdaeae 4xlNh;ees!. Odasdhnise stdN eotleND,w'( MJTeicucerorg:!'es sEdt4e nedhr be iaalakrdd. AsaLxs Deal@hCctap.e,lpe!Mtt 6peeer;,tels!d ee er/IDO r!pesens ra useg,�:edtN grnl!uhed eel!eee;hy rsyus!1!Ilyhr ae les gndae sleP!Tmsly!del eeaeIDD a7,oda1PFI.it2 dnlys nseanleas. hrt:cyueAnxs, seadllry Anthony T. TOrittlo III, P.E. adeud6tsfussS!uf ldlial is tit mise!iNlap dbe hilt, rleIt,1d16rg m be tuhd.11hK,>6!+,"IHeAdWt'norleee9 MI. Ile epmafd Ise Mul n!fidiese die Tnsch9rdejls/iwy stele.IsshVtliu ndknrsg sidl!a la.!g.ti!:gd t80083 Zt be HYxg9es'gx ai feaaMi!. I rehs RICE AINM edbegiAliesmlg+ddasda:ld ell(sagsed Seery h-ha{lol,,,.gelaseedn IN .1 AU oardwivftye-1 plv-TFrl h5nsh!re:pnliities!ev'Lxi!sd@:7tns Desi3sn,lrzssla!ga:ngcamdinss 6!ruh;a!!,w:ess 4451 St. 0083Lucie Blvd. ela�u Idieeilpo(atedeyrtdeyee hwnap Ipolgrnas hadsei IleTnss Coda Eyhar I; IOi bs6a'de, Uengea, a1n!s spd!a Eagir!a d®y hulLag. lP egi�u!JYos seas letaelblgll. Copyright ©2016A-1RaalTrusses-AnlhonyMomhaIll, P.T. Reprodurtions of1his document, in any Imm, is prohibited without the written permission fillor A-1 Roof Trusses-AathorlTomfiolll,P.L Fort PlercdI FL 34946 t A-1 Roof T LOADING (F TCLL 21 TCDL BCLL BCDL 11 LUMBER - TOP CHORI BOT CHORI WEBS BRACING - TOP CHORI Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118675 WRMSCMBI� L15X10 B04 MONOPITCH 2 1 Job Reference (optional) Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:20 2018 Page 1 ID:ld—OOXyyT61Bi TXoljwHHzefvK-zNKYseBWC-81DWteePLAR_8Ect8aZ7N6T44agmyijFP 14-0, 6-4-1 11-11-1 14- -0 6-4-1 5-7-13 1.5x4 II 4 3x4 = 1.5x4 11 4x4 = 6-4-1 6-4-1 5-7-13 X Y)— [5:0-2-0 0-2-81 SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Plate Grip DOL 1.25 TIC 0.46 Vert(LL) 0.06 6-9 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.08 6-9 >999 240 I Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 5 n/a n/a I Code FBC2017fTP12014 Matrix -MS Weight: 62 lb FT = 10% 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 Structural wood sheathing directly applied or 6-0-0 oc purtins, excti 'tend verticals. BOT CHOR Rigid ceilingrectly applied or 8-2-7 oc bracing. MiTek reco[�'mends that Stabilizers and required cross bracif'g be installed during truss erection, in accordance with Stabilizer Installation uide. I REACTION (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 = 434(LC 1) FORCES. (1 ) Max. Comp. ex. Ten. - All forces 250 (lb) or less except when showr�� TOP CHORD 2-3=-599/181, BOT CHOR 2-6=-470/48�, 5-6=-470/484 WEBS 3-6=0/274, 5=-551 /535 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124m1ph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp ; Encl., GCpi=0.18; MWFRS (envelope) and C-C E erior(2) zone; cantilever left and right exposed; e ' d vertical left exposed;C-C for members and forces MWFRS for reactions shown; Lumber DOL=1.60 R ate 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. LOAD CASE(S) Standard 15adq-7hne6rtsrysJrrelle;rlh'xd IDDp115'SiES ri(LLFii Efp�AtfE1NS8(DFC111DSS(7s77M�p(it7j3.(IiN[SLSUIFp'Iasa faAp btlpspowdennl!e9edn ntlisinss Despa DsniyE(f4,:uE!NlrtluPl. reafoiil,r.E lderzmSlnt;4ceess. 0den dkarisr t7ddntlelDP,w'p K1TeitsocrTrjfes sllllNuellarth iDDlaSe!diL lselrns Deap hpner{ie,Spe:idir 6pa:!`ptla sednoplDO npruedsnsrur.,�ndt9s prdsdnd egrouaq uspuGlilarb:Ile(n:we;IErstyeTnsstpf9slntlt iDD adT,n(uiP}l. ih lrapa nunpnstl.6drpmlmn:.s!as1iD'p Anthony T. Tombo Ill, P.E. CJBStIPC'1tTfSD'iglfllillElSitt!npB1!INIMdr6OY1!!.!itOWNIfGR'RfIFptAAntIdIII1pDt51p[!',BNdMhddlffiIR('S3u(�1LMlINdi'A:{ST[ole¢iIF1.Tle[�pnn!dlSeiDDo�lmfielinedhtTnss.iodrfialx.7"�q.s9�ope,inhltlinudknr3s4ii:?b�re<.pAL3I:hd a80083 ' D.eri:la3De4panlfs ray.t!!raksselcslhMeTDOnpI'nps�iasn4}+ip:fessdtlernllig(eRp.?tlSdsrylxSmpla{ttSfpsHlstlEpT71MSlUmreLseaui'npenni�:dn!�IP�Ih9usMarepees!h,I:nesxdbasN.3alnsDmpex,isessUes: (spxneo=rresstlawLnrsyw:ess 4451St.LucieBlvd. du.iu ldie It,carad gtdcns Is d.j kydipw:ninr'n1 ThTnnCash"Ji., is ICT lrera`lap Dn4Sx,nTnssSK.hri...e..jWSq. FJl sq waelbros ue es letadn1141. Fort Pierce, FL 34946 (opyrighlV2016A-IRoof husses-AnihanyLTemhoIII, P.E. Reproduaiano(ihisdommenyinany form,isprohihitedwitheutt6ewtiveopesmissianhemA-1RadTrusses-Anthonyl.TomhoIII, P.E. Job Truss Truss Type QtY WRMSCMB2L15X10 C01G GABLE 1 IPIY 1 �RENARMORNINGSIDE � A01186�6 Job Reference (optional) r- r Ruur r rustics, run Pierce, FL 34946, eessgn@ailruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 1-4-0 co 0 4x4 = 14-0 16:21 2018 Page )BITgGikg8DDyijF1 d Load Defl. =1/8 in 2314 i 15-141A5, 9-8-0 46 = 1732 3X4 = 1514 0370-3-97-7-2 7-7-2 2-0-14 i 09 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.16 12-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.32 12-15 >701 240 I BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(CT) 0.03 12 n/a n/a j BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 108 Ib FiT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 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 7) 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=-1 150/257, 3-4=-813/133, 4-5=-773/130, 5-6=-750/150, 6-7=-741/176, 7-8=-741/177, 8-9=-750/151, 9-10=-773/131, 10-11=-813/134,11-12=-1150/255 BOT CHORD 2-23=-202/1003, 23-24=-202/1003, 24-25=-202/1003,25-26=-202/1003, 15-26=-202/1003,14-15=-202/1003, 14-27=-202/1003, 27-28=-202/1003, 28-29=-202/1003, 29-30=-202/1003, 12-30= 202/1003 WEBS 7-16=-33/467, 3-19=-336/165, WEBS 7-16=-33/467, 3-19=-336/165, 18-19=-336/165, 17-18=-336/165, 16-17=-330/161,16-20=-329/158, 20-21=-336/165, 21-22=-336/165, 11-22=-334/163, 15-16=0/425 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 Qt=1b) 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-M, 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-M, 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. 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): Lumb r Increase , 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(8) 26=1(B) 27=1(B) 28=1(B) 29=1(B) 30=3(B) 1 I 6utiq tlncetEartgHr rtrtrrlk'AI roof RASBCSEIIHj Mail TEN&COMM drTekummrEkkssA�:NanelrttgT9D(akretit 4seLess Des�p Ftgeee{i.e,SeeNnE 6detM 6e s:rl rr erylDUreFresmste rm#m;edlbe Erdessmele�3er�g rzyusillltts3;rlren!gn9lh sageTnss lepnlH rctleTOD adr,ra(ertiFl. lkfes!pntmrnm.�tdspmdnxs, s•atlimr Anthony T. Tombo lll, P.E. rdne d>rs lzssStnf e�IfgisteeresextillfCrdGe(Mer,tleRraitte§avde n,le tdlfuE Uesiper,ntkngetldtit (t(,S>JE n18e 6n3 kaYsg Mt�s9 rrl. lle /mt!dtk 100 ualmtlellntAHa Toss, �lrfinla�La.n�e,nsN(rAnadkntlsgr{ilikPa n!t�s iS�,rd 280083 ' ma ldfeg Aes!ga!rrd(cahM!. Aga4r rtlNlrclttNDMlie rrrAuef mepildatsdtit Wiig(tai;rttl SAtRtha6lu;t(SfjpHlsEei 6}RI ta15E(Antrdtrect!!xer.s as Mlnl@8nt3tm��St1ies n8d!i�MfeLnsPrtlpre,Uesi7trp EagveralfnsrtlaxtltCwn; sass 4451 St. Lucie Blvd. s!lrMse l�irrd{lo[t4rm eptdepamwnny lydlpmss ¢+ri,ei neinss GtsPz Esglten is rcl4k Ezrias otsi}+ey trTmssys!:aiapmter d: or stBArg. u�w,�wmChros was ad'nd ta116�. Fort Pierce, FL 34946 CopTrigM(fl7(lI6A-1Roof lmsses-Anlhony1.Tombs lll,p.r. Reprodo0i000ffbndocument inonrform,isprobibbcdwithcutthewritleopermission from A-IRoofTmsses-AnthonrT.Tombolll,1`1 ! I .25 r 1•_ Job Truss Truss Type aty Ply RENAR MORNINGSIDE I A0118677 WRMSCMB2L15X10 CO2 COMMON 2 1 Job Reference (optional) A-1 ROOT I Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:22 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-vIRJHKDmkbOOSp101gNeWPDbNhhYl4BPwOZhlfyijFN 1 4-0 , 5-2-9 9-8-0 14-1-7 19-4-0 20-8 _0 1_-0 5-2-9 4-5-7 4-5-7 5-2-9 1 -0 ' 4x4 = 4 Dead Load Defl. = 1/8 in 4x4 = 5x8 = 4x4 = 9-8-0 19.4-0 9-8-0 9-8-0 Plate Offsetsl (X Y)— [8.0-4-0 0-3-0) LOADING (p SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi 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) -0.30 8-14 >782 240 BCLL 0[p ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a n/a BCDL 10 0 Code FBC2017fT PI2014 Matrix -MS Weight: 87 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORE 2x4 SP No.2 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; WEBS 2x4 SP No.3 Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) BRACING- and C-C Exterior(2) zone; cantilever )eft and right TOP CHORD Structural wo d sheathing directly applied or 5-0-8 oc exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber purlins. DOL=1.60 plate grip DOL=1.60 BOT CHOR 3) This truss has been designed for a 10.0 psf bottom Rigid ceiling 1 irectly applied or 7-9-1 oc bracing. chord live load nonconcurrent with any other live MiTek reco mends that Stabilizersand required loads. cross braci; be installed during truss erection, in 4) ` This truss has been designed for a live load of accordance with Stabilizer Installation guide. 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 REACTIONS(lb/size) bottom chord and any other members. 2 = 791/0-7-10 (min. 0-1-8) 5) Provide mechanical connection (by others) of truss 6 = 791/0-7-10 (min. 0-1-8) to bearing plate capable of withstanding 100 lb uplift at Max Horz joint(s) except (jt=1b) 2=205, 6=205. 2 = -90(LC 10) Max Uplift 2 =-205(LC 12) LOAD CASE(S) 6 =-205(LC 13) Standard Max Grav 2 = 791(LC 1) 6 = 791(LC 1) FORCES. (Ib') Max. Comp. ax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1182/782, 3-4=-897/583, 4-5=-897/58 , 5-6=-1182/782 BOT CHORD 2-8=-555/10:5, 6-8=-566/1035 WEBS 4-8=-275/557, 5-8=-342/383, NOTES- 1) Unbalam this design. roof live loads have been considered for Seurp rImse 6—INTmeirc th%-I VU II ISCARErt OEM Tim A(ok5l0ck5 aw.11r dried r111 D,01 I HITFA(eRY.7ee p�Cte ik>Ili! rDdfer&T)DbkDI,l. Is rMs Destio R C{3y3.tAlSe p(N:tilledlRAl'-'lle(eSr1151E11GI:i'Al IssVcI INv1,eTnsskr:l!(mtfeTonmtr,vdffI?Fl.Anthony T. Tornbo III, P.E. dnedstis I'D"I eq rdlflrg is th m,p'ibldy dN a.". ae 0-r" Ai4m1.,DIrlie 6,16.1 DWI.!, . N WIAd lke Inc, as It' Wtit bud WirgDIE .1 Mi. ilea s!r':dsk iOD ailmlidiese Fffi!Tnst. mdF3a k�".rysa:ere. iuhlldin ndt(rt 3s1d1!: r:•�mspe4i!9,rd «80083 ' Iht :eegDes' !rrlfta:rae�. All MIissatiff,�lDDNlnp,�m,,sou1;.!In!sifthWhq(r¢pu[dSdetllx4ileenn{t(A;rrNitld4pIIIWSKAnenftandh+gnerelp1rutIPkld!5as3!mpa5dmsaerSf:sdisIDDftsips,lmss).!gr6pa:nvslTossd sslrme(,xxss 4451 St. Lucie Blvd. F'keriAll (q:da>dtros rreas defaed 13M1. Fort Pierce, FL 34946 (opyrighf02016A-I Roof Trusses -Anlhony1.TomboIII, P.I. Reprodurtion of This document, in any form, is prohibited without the writers permission from AA Roof Trusses -Anthony 1. Tombo 111, P.L RENAR MUMNuvk�01LJ`- RMSCMB2L15X10 CO3 1 Roof Trusses, Fort Pierce, FL H co 0 4x4 = COMMON truss.com SPACING- CSI. LOADING (psf) 2 25 TC 0.45 TCLL 20.0 Plate Grip DOL 1; 25 BC 0.82 TCDL 7.0 Lumber DOL Wg 0.20 BCLL 0.0 Rep Stress Incr YES Matrix -MS o_L_f nr Inn Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD or 5 0-13 oc Structural wood sheathing directly applied purlins. BOT CHORD Rigid ceiling directly applied or 7-5-8 oc bracing. MiTek recommends that Stabilizers and requ�fn cross bracing be installed during truss erectio accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 6 = 700/0-3-8 (min.0-1-8) 2 = 781/0-7-10 (min. 0-1-8) Max Horz 99(LC 12) 2 = Max Uplift-165(LC 13) 2 6 =-204(LC 12) Max Grav 700(LC 1) 6 - 781(LC 1) 2 = FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1157/777, 3-4=-872/578, 4-5=-868/576, 5-6=-11401763 BOT CHORD 2-7=-61211013, 6-7=-592/975 WEBS 4-7=-268/530, 5-7=-307/362, 3-7=-343/383 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' IEr N:[arUes:, rUu, fuaas suwrw�' pits ia?set TOMS ah +Pm6iaa9rs:sttrr,m,�t,::•�•...-._,--- . . A-1goof Tmsses-AetM1ony fikmelad if0(I mWll-.roflhisdommenl,innnytotm,ispsh58edwitAcNthewstlenpts ail 0 (uphig61m2fI6A-Iloot Tfusses -AmYnnyp.Tomhall6p.E. Beprodutlioo I1 I 1 IJob 0s May182018Print: 8.210sMay 18 ID:Id_0OXyyT61Bi TXoljwt 8-0 14-1-7 5-7 4 5 7 4x4 = 4 DEFL. in (Ioc) I/deft L/d Vert(ILL) -0.14 7-13 >999 360 Vert(CT) -0.30 7-13 >749 240 Horz(CT) 0.03 6 n/a nla 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 & MWFR for reactions shown; Lumber DOL=1.60 plate grip 3) This truss has been designed for a I 0.o psf chord live load nonconcurr nt with any other I veottom loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 6=165, 2=204. LOAD CASE(S) Standard A0118678 i 22 201 S Pe9e wr I Dead Load Defl. = 3116 in to PLATES GRIP MT20 244/190 Weight: 84 lb FT = 10% r,sa•.eess. UrinscHrnisr>idd rotlrTUU,w!r I[edxysnnnpun.Ird:cgtudnx:. srndiury Anthony T. Tombo III, P.E. r.(utillAirrsalsnr3rshrsrrereslesilagA E 80083 Le s6r p er re asT"Ss rnru,w'e s 4451 St. Lucie Blvd. Fort Pit de, FL 34946 1 r A-1 Roof T i Job Truss Truss Type QtY WRMSCMB2L15X10 II C04GE GABLE 1 �PIY 1 �RENARMORNINGSIDE A0118679 Job Reference (optional) ron t'lerce, rL a4e14o, ue5i9rgwa I Lr llbb.Wl I ID:ld 00XvvT61Bi 6.00 12 5x6 = 6 7 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:23 2018 Page 1 jwH HzefvK-Ny?h Ug D OV v W t4zcCJYut3clj u41 ImSPZ92J EH5yij FM 5-8-0 25,11-8 12 3x4 = 3x6 11 3x4 3x8 = 19.4-0 e 9A-13 18-9-12 1&11r2 25-11-8 I 9-5-13 9-0-15 0- - 6-7-8 Dead Load Defl. =1/8 in PlateOffsetsl(XY)— [2:0-2-100-1-8] [5:0-2-00-0-12► 16:0-1-120-0-14J If:0-0-00-1-1bJ ls:tageu-1-1ZJ ln:u-z-�zu-3-ul ho:u-i=lu,uu-t��,t�u:u-I-,u,u-u-tc� LOADING(p 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TIC0.58 Vert(LL) 0.08 9-10 >940 360 MT20 244/190 1 TCDL 7 0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.32 12-14 >715 240 BCLL 0 0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.02 12 n/a n/a BCDL 100 - Code FBC2017/TPI2014 Matrix -MS Weight: 188 lb FT = 10% LUMBER - TOP CHORD2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woI d sheathing directly applied or 5-0-8 oc pur ins, exc3t end verticals. BOT CHORD Rigid ceiling irectly applied or 6-0-0 oc bracing. WEBS 1 Row at mi t 11-14 MiTek recoomends that Stabilizers and required cross braciftig be installed during truss erection, in REACTIONS All bearings 0-3-8 except Qt=length) 2=0-7-10, 12=0-2-12. (lb) - Max Ho c 2= 322(1 C 12) Max UPI It All uplift�100lb or less at joint(s) except 2=-167(LC 12), 12=-390(LC 12), 9=-149( C 8), 10=-279(LC 9) Max Grp All reactions 250 lb or less at joint(s) except,y 740(LC 1), 12=749(LC 19), 9=258(L,. 24), 10=686(LC 3) FORCES. (Ip) Max. Comp. ax. Ten. - All forces 250 (lb) or less except when shoe 1 TOP CHORD 2-3=-1103,16.68, 3-4=-765/332, 4-5=-598/34� , 5-6=-87/317,7-8=-145/290 BOT CHOR� 2-14=-857/9 3, 11-12=-614/427, 6-11=-457/31 1 WEBS 3-14=430/ 14, 5-14=0/383, 11-14=-506877, 5-11=-711/617, 8-11=-288/364 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; porch right exposed;C-C for members and forces 23 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 ANSIfTPI 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, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 2, 390 lb uplift at joint 12, 149 lb uplift at joint 9 and 279 lb uplift at joint 10. LOAD CASE(S) Standard R'etdq eleruleraldrreeira tied 1100F11ASS8{SIMIJUA91l5itNSslpbt411C5S LOfiCkj &i]';SA1eCii CiiENP lxa;. Tedyiaip laraden erdmladasmlaisLess Oesp)nrin9ji[�,�mi INAelrtrI. 1mrh O!,t.E Meexe Slmlie`ere ns. Udessalenue ddd e0011 %!y NJTeioecelrl.['es sb9;hnelhrlh lDOfa4eediL As elms Ddl,I.Vaer(Le, Speoeay bdreer;.le smite mylDDreptsedsee tmeammdflepd:s:6¢Irgee:tiep respiLtlNySt lh turdt4 c#sTlsss L•tedetle TDDady, easel?FI..Th imp esnup,ses.IsK:N ordmrs, L miiiq Anthony T. Tom6o III, P.E. rJ as, d(ds Tnsslerq Whi I, Ike lesposibilmd U Owr.tleO+mitofmn±d api r; The le hil Oesipt-, mf .W dlie lt(,41C:adtle lerof Wiry ah.1Mi. ThtlDme(aIle TOD A.,Minedlit Tnn.isJ'arl �:.4mirep.bsl!I1Ouudbntip ISM! 1:,re!ImuS:!.1rd E80083 ' @e M:eep Oas!rR!ard ira:rCe, AN Is ILIWit 1hTOD rA l'aeyramnsaaipdithres if lit tdl4ly coapmrd Will le-dinito¢Id1hw by ITT 1,1SKA rireletaedts p.ol piann_ TPIA Waslempmi llis utW.-esof, 3eT:ns Duipee,tlns Deep Eaptsmi grass Umdoonit,Wms 4451 St. Lucie Blvd. eleeire td!ed If beerdipedep.I. KMty ItITT ILL. isithd ThT.. Cup refit. is ICTA.14lap OeVpe, x Ni 510m bpueer dmyWliq LII 01-aedfe eeas td9di,ITT 1. Fort Pierce, FL 34946 I (applipir02016AdLoaf Losses- Anthonyl.TomboIII, P.I. Reproduction of ibis document, in Gnyform, is probibited without The written permission from A-1 Rooffrusses -Anthony T. TomEo III, P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB21-15X10 C05 ROOF SPECIAL 1 1 A011868y0 ! Job Reference (optional) n-s RWr r ruses, run Pierce, FL 34946, aesign@alwss.com Run: 8.2w s May 18 Zo18 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09 16:23 2018 ID:ld_OOXyyT61 Bi_TXo1jwHHzefvK-Ny?hUgDOVvWt4zcCJYut3clkK41!XmLjZ92JE 6.00 F12 5x6 = 56 I4 G Load Defl. = 3116 in 4x4 = 5x8 = 2x4 11 19-4-0 10-0-0 18-9-12 18- 1 2 25-11-8 10-0-0 8-9-12 0-4-8 6-7-8 0-4-14 Plate Offsets (X,Y)-- [4:0-2-8,0-3-01, [6:0-2-12,Edge], [6:0-0-0,0-1-151 [10:0-1-8 0-5-81 [12:0-4-0 0-3-01 1 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 0.55 Vert(LL) 0.09 8-9 >909 360 MT20 2441,190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.35 12-15 >653 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 152 Ib FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except` B3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-3-8 except Qt=length) 2=0-7-10, 11=0-2-12. (lb) - Max Horz 2= 322(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-168(LC 12), 11=-354(LC 12), 8=-139(LC 8), 9=-296(LC 9) Max Grav All reactions 250 lb or less at joint(s) 8 except 2=728(LC 1), 11=674(LC 19), 9=727(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1042/580, 3-4=-715/342, 4-5=-63/304, 5-6=-174/388,6-7=-236/347, 7-8=-255/337 BOT CHORD 2-12=822/914, 10-11=-601/390, 5-10=-560/457, 9-10=-365/361 WEBS 3-12=-419/506, 4-12=0/368, 10-12=-496/540, 4-10=-703/612, 5-8=-436/355 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; porch right 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 at joint(s) 11. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 2, 354 lb uplift at joint 11, 139 lb uplift at joint 8 and 296 lb uplift at joint 9. LOAD CASE(S) Standard Ledq-tleeset{seegNTet!!tvtle'41{8Cf 8iR58[•SESSEP16EA3ttIE{FlSEEOA.TIICYSC9STDNj dil9'){.E{tlLA'�CillEAi'tnc.Te?jdesigr{ueaesen r!d rr7n�esnr§sLsss Bei!y�irs+iglR4 srl tts AfflprT.leafa C;{.Lttlenaekxt§soaese. Udess sfte{rise sisld sntlrIDD,ra!p ! {uiekwemr{,nsss: esdh!msleo kfo!eA!olrn!oelp6per p.e,s<Hen{rnp: n!usntgtoon{nswstem{�ncdsap�snpdtq m{nypuuMro!medn,{ewa,s*Te;ssde{mreneemHall, ofar{E.Tee dn!i,nsm{me.lttaimdnn nncnry omhs pnthonyT.ToIlI,P.E. Rdmtdxf lsms5!urlalfnplt RRtitSpri!IEI Aldtd 611?I. EFe Deai{id3'Ifde, ¢Ih{dldi116mipa!,a&fuetddru IRE,33!r. adtle 4td{a!fipndeadfEN. De gpeNdlSe l00Mnr Adimedfiv inss,udediplafa}n!qs. ieshOdueMpeugf4ilita b�re!p;atiS:4het 1. Tomb IEl{;!rt2Des!pp!MEEaYeRal. 1iRpRf a7wl!t rte NDMla{rmtsesmd peldn!f title G!Ifig(ecpmm SdegKor!ed!a;ttY pelnsMl6p IMMS{0 ne rde—dln Vmso .I.L lief M.&I rrsP-110IsmbnefEil!efSDeslpK,l!ms �lf{are tf aEimf63dutlen!er, p!tSS 151 St. Lucie Blvd. s3xrlse defiedlye u4ras epesdgel4Wfiq{rdlPass loons. Belnss Caslpt Eglear is{CTb10.10ss!pamTn!s Sye:ema{nntday*IAq ill sq.Wa!Veress¢rem doted laiM. Fort Plerei, FL 34946 (opyeight02016A-ItooSTrusses-Anlhony1.Tomho111,P.I. Bep iluoienolthisdomment,inndydorm,ispieshihBedwith in the weineopeemissionhomA-]loo(Trusses-AothonyT.TomhoIll, P.I. 1 1 11 7 Job Truss Truss Type Qty Ply RENAR MORNINGSIDE I A0118681 WRMSCMB2L15X10 CA Corner Jack 8 1 Job Reference o tional A-1 Kool I i Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:24 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-r8Z3iOEOGDeki7BPtFQ6bgI_uUaoV1?iOi2opXyijFL -1-4-0 0-11-11 1-4-0 0-11-11 Plate Offsets IX Y)— j2:0-4-4 0-0-41 LOADING (p I0 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) 0.00 7 >999 360 MT20 244/190 TCDL �II 0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL Q 0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 1}0 Code FBC2017/TPI2014 Matrix -MP Weight: 6 lb FT = 10% LUMBER - TOP CHOR 2x4 SP No.2 I SP No.2 4) Refer to girder(s) for truss to truss connections. BOT CHOR , 2x4 BRACING- I1I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at TOP CHORD Structural wdod sheathing directly applied or 0-11-11 oc joint 3, 70 lb uplift at joint 2 and 16 lb uplift at joint 4. pudins. I!I BOT CHORD Rigid ceiling l irectly applied or 10-0-0 oc bracing. LOAD(S ) oSEandard MiTek reco mends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 3 = -3/Mechanical 2 = 166/0-7-10 (min. 0-1-8) 4 = -1 6/Mechanical Max Horz 2 = j 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. (b) Max. Comp Max. Ten. - All forces 250 (lb) or less except when shown I NOTES- 1) Wind: AE 7-10; Vult=160mph (3-second gust) Vasd=124rrjph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp �,�,; Encl., GCpi=0.18; MWFRS (envelope) and C-C ET6dor(2) zone; cantilever left and right exposed; e,id vertical left exposed; porch left exposed;C- I r members and forces & MWFRS for reactions st own; Lumber DOL=1.60 plate grip DOL=1.60 2) This trus ' 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 fie bottom chord in all areas where a rectangle 3- -0 tall by 2-0-0 wide will fit between the bottom cho,9 and any other members. Serdaq-Plere riursgHrmke Ne'1�1100'r I1JSSrS rSTLLFPs fTHi12S1EINS8[OM:d71CiS [JSTONrdn]jA(iftlOBtiDuNEMi'!nc Tc-ilr de4prye4elm aed rt;desfesaslisless)es�Sa Laviy if[�; erl lle AtllupT. rssMCSrL reteeae Slr!Ak-e ne. Odes otter+ise st4d setlelDD,cay klirku¢emrjSessa�l t_audb!IGI)DUkrdiL As aims Dail. leprtetl.e,Spa,ftj bpaer'phe ad to esrTOO up a is.,era,aa dIs, plastlndeeruerisgrsgiesildit`er Its IRVdth s4i,Tnss t!gaed eedeTDD a¢, emit TPTI. Tt:0.•spnsmpuu.leHxgmanxs.ssOddry Anthony T. Tombo 111, P.E. erlasednis I T;ass4r a111"Hal is 0eresgmililay 9N 0-04 Oraiseduaradeged erase lallisq Oesipr, a Ne ssehd d M lK,rielK alike I'd Wvl sets ecd MI.ikegpoaldlhiD0eal ndBdinedhe iast.Sdefir;R^A`:iay na!gE, iuhlldusad i+rtaq s4d'ehe to reyasa:hd v80083 !h E:iSsq 7espx: eri Bsnsr7:. Al: sates setol A thTOO set In pr lus®d pilda-s Mh dildig('etvsm Seery l—08.19(sr, pNlsied4 t4 cd SKA nerelmeti fer Post PAace.TPH 6"m1risrn1ail4:1es exdaa!iesdnee bss Dnlper,Ims Oeeya repseer.1 Tress MAIMerWm 4451 St. Lucie Blvd. efreria leBsdlyefmhW egsrEdegesuraaer lTdl ge4:rs ladled. IheTress EeslaEeTisartr TOT:xrz'Ss76rsyw,etTmsS!x:=s iariaeeetaySnl9q. lll[aiNJaN4ras sremddselF.lPl1. Fort Pierce, FL 34946 (opyrigb102DIGA-IRoalTmsses- Anthony 1.Tomlin lit, H. Reptedudionofthisdntumenyinany faint, isptahibiledwithautthe trilienFirmissionhomA-IReeffrasses-AnthanyT.Tomho111,P.E. Job Truss Truss Type city Ply RENAR MORNINGSIDE WRMSCMB2L1 5X1 0 CJ3 Comer Jack 4 1 A011862 Job Reference (optional) 0 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[rPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 60/Mechanical 2 = 201/0-8-0 (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. (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 20.0psf 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. ID:ld 0OXyyT61 2-11-11 2-11-11 59 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:24 2018 Page 11 :oljwHHzefvK-r8Z3i0EOGDeki7BPtFQ6bgl_I U,ZW1?iOi2opXyijFL CSI. DEFL. in (loc) I/deft Ud PLATES GRIP, TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/.190 BC 0.12 Vert(CT) -0.01 4-7 >999 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP Weight: 12 lb FT = 10% 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 Its uplift at joint 2 and 27 lb uplift at joint 4. LOAD CASE(S) Standard Gedri-Na9rngts(rs!itatk'dd IDCIfIDSstsrSEUQ'I iED`JAt IfWSB[OptdllCtis (DSTOMj 6lT.l jl(IftCWlEEi!uMENi I!ra ie,-dr detlp rueaNen W rH3A!1K1o1T:ess Desln h7tiill(W. Id IN ArWil.Tab D;Rlduws4nl!�aare mt. Ddess Nhnis!sldN entlelDD,sa?7 lllr!ioinirililssldis:sedfu rh IDD is brute.AscLns Desily hp!eu(I.!,S)edrn(Nmuu;,tl!urinnrlDD npese6s!erm,4m.e!dl!!rrsl!ssl!celegke!Ugr!q!!AIIII((islle en:mattles'epeTruslyu!1!e6!IDDeilr; varetlPFl.lhd!upsnnnpi!es.l!daDc!!dmu, shs!1m!r ed eudSslr!sifireq rulfirlis Oereslrrsidmrd@aO-ot,O_r`$'Aawdey2dFIN Id16er Dmilxr,msernhtl Ilia lt(,be8: also Wdwin ult.1 fll.➢eq^orddDe tDD rd rntield esedG!Tnst.ud!EqladSq.Cr;rle. ushDeeu od Encee; sld;l!M_re!pssd:gd I Anthony T. Tpsnbo a 80083 11I, P.E. Re rti't3gdu:Dx:rd(sa:rna:.NulsselousRelDDrdsupctues.1pl!Inarftl!k1bie¢rmmsd!ryFhmm.'WrpilddlrInodst(Aeord—Als,leemladnte.� tWastarnl!asiiA:Aeserdbt�e'leTr!ssD!Upu,Lns7espirj�xnmirressMml!:amyw'.vs 4451 4ert. 1Fort jrueieBIVd. r3eMte ldiediyoGd;td egedrNruxriliyll Ill rrd:rs l!sdni TheTmsCestptgirorls NOT as Win; Cestper,.Ws Srstea Egluer of.aya q, All squidter©s uem dolentolril. S (opyright02016A-1loelirusses-Anthony LTomhoIll. P.l. Bepmduoi000fthisdommetd,inanylum,ispiobihiiedwithoutthewrittenpermissionfromAAHoollrosses-Anthonyl.TomboIll,P.f. F tC2, FL 34946 I'll 1Q: I A-1 Roof l i I I I 11 Job it Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118683 WRMSCMBL15X10 D01 HIP GIRDER 1 1 Job Reference (optional) Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:25 2018 Page 1 ID:Id_0OXyyT61Bi_TXoIiwHHzefvK-JK7RvMFelWmbJHlbRzxL81r09uoPESkscMoLM_ ijFK .n 5-0-0 10-0-0 15-0-0 , 161-0 , 5x6 = x4 = 1 1 411 6.00 12 I T a 1Ni A 5 2 s�sq� 6 ,o ag 8 17 18 7 - & r c 1.5x4 II 3x4 = 3x4 = 3x4 = ' I 5-0-0 10-0-0 15-0-0 5-0-0 5-0-0 5-0-0 Plate Onsets, '(X Y)— [3:0-4-12 Edge] LOADING (p SPACING- 2-0-6 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.11 7-8 >999 360 MT20 244/190 TCDL 7[0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.10 7-8 >999 240 BCLL 00 Rep Stress Incr NO WB 0.16 Horz(CT) 0.03 5 n/a n/a BCDL 10f0 Code FBC2017fTP12014 Matrix -MS Weight: 65 lb FT = 10% LUMBER - TOP CHOR 2x4 SP No.2 5) This truss has been designed for a live load of BOT CHORL7. 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS � 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- TOP H TOP CHOR bottom chord and any other members. puri ns (3-8-11 max.) 6) Provide mechanical connection (by others) of truss 592 lb 1 (Switched fro' sheeted: sheeted: Spacing > 2-0-0). to bearing plate capable of withstanding uplift at BOT CHORD joint 2 and 592 lb uplift at joint 5. Rigid ceiling irectly applied or 5-10-9 oc bracing. 7) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or REACTIONS; (lb/size) bottom chord. 8) Hangers) or other connection device(s) shall be 2 = 985/0-8-0 (min. 0-1-8) provided sufficient to support concentrated load(s) 108 5 = 985/0-8-0 (min. 0-1-8) lb down and 144 lb up at 5-0-0, 58 lb down and 86 lb Max Horz 2 = 53(LC 26) up at 7-0-0, and 58 lb down and 86 lb up at 8-0-0, Max Uplift and 108 lb down and 144 lb up at 10-0-0 on top chord 2 = -592(LC 5) and 188 lb down and 202 lb up at 5-0-0, 47 lb down 5 = -592(LC 4) and 68 lb up at 7-0-0, and 47 lb down and 68 lb up at Max Grav 8-0-0, and 188 lb down and 202 lb up at 9-11-4 on 2 a 985(LC 1) bottom chord. The design/selection of such 5 = 985(LC 1) connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the FORCES. (16) face of the truss are noted as front (F) or back (B). Max. Comp.% ax. Ten. - All forces 250 (lb) or less except when shown I TOP CHORD LOAD CASE(S) 2-3=-1667/1 189, ,1016, 3-15=-1464/1016, Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 15-16=-146 190 4-16=-1464/1016, Plate Increase=1.25 4-5=-1668/1 , Uniform Loads (pif) BOT CHOR 2-8=-947/14 8-17=-961/1463, Vert: 1-3=-55, 3-4=-55, 4-6=-55, 9-12=-20 17-18=-961/ 463, 7-18=-961/1463, Concentrated Loads (lb) Vert: 3=-60(F) 4=-60(F) 8=-188(F) 7=-188(F) 5-7=-914/14 WEBS 15=-58(F) 16=-58(F) 17=-39(F) 18=-39(F) 3-8=-241 /42 .4-7=-240/420 NOTES- 1) Unbalanc d roof live loads have been considered for this design. 2) Wind: ASE 7-10; Vult=160mph (3-second gust) Vasd=12414h; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp 0; Encl., GCpi=0.18; MWFRS (envelope); cantilever le 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 trus has been designed for a 10.0 psf bottom chord live to d nonconcurrent with any other live loads. lit trumn"Hesse tlueepHpsnU�sk'd I IONT95SSCM11P)6rKRS€TEIp1S6rC46H11A6S raS10M;'¢4'PS';!(IfMAli�u;�NENi Esc 1'c-Ai detlppaeaders eadrtsd ednad§slrps leis firnsyllrs'}us L14sp1.It.$oll"rirdes+seSimi Went. udossatu mddoinlitlLDA, ILieeuaeuos nss4d;F!neibeth lODSteedLL As cans Dedpo roll. (0,Spdf Erins eaedo, yTDO igreseds n upp to d to, pdesdouleybesAoorsindladp5;b, desbad th sa,ebir del!aed wit Mufp dul.M. Tte dpfpa nsswplap.hrWapcndnxs. soasllDsp Anthony T. Tombo III, P.E. Most d Ass Tr Srpprdlfip is rh nspn!itilny d rxOn¢ke Onls aS`m<irsde du lee rdlriq Ill m Ee rphd dw III, tot ldt Wth bd Wnah eat r6l. At th IDDdegrallpe dSa Trps.WoOm hull# mq,, I.Mme W In6rg AfIf0 Z 80083 dx Fs etd Oes55e,u1[[Crnot.Aftvts setoe. S bIDD oil lot p mesmdpeiddupd5Illd Wgsont SAJ h­lin{rSr,: poNidedSp In nd SKA wdotmtdh+psmalr:da!:44515t. Lucie Blvd. ' ! e3e�se l,fiod 1poudeal epre!d epnbrriaep lydl itrtas lmdoe3 TAeiress re;I�Eyiven is dCi L:edaJal Ptsipsu,uTn!s Spdsn Eyis:erdn7•heilZq. Altyivatitt.speodetadeoTl Fort Pierce, FL 34946 (ol 02016A-1RoofLusses-Anthonrlhmho116R.I. Reprollocildthisdorumenyinall prohNnedwithaNtheerineaptssnissionfwm foofTil-AothanyLTomboIII, R.I. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB2L15X10 HJ2 DIAGONAL HIP GIRDER 2 1 ; A01186E� Job Reference (optional)I sses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:26 2018 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-nXhg7iGHoquSxRKn_gSahFNJf4I EezxU?rOXuuQyijFJ -1-10-10 2-9-3 1-10-10 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 GRII?' TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 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 FBC2017lfP12014 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. (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 (Ib) 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); 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/TPI 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 20.0psf 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. 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 loads) 75 Ib 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 hWesdy•riene5snsrHfreshn tb'AIIDCf fIL'SSBj SEOFYd 6ER;1et 1E1RISS(i!RTAII[RS (Of10Mj 17j r(ILMGRLuSGIEXi hm it* htip pive rs nd mde%n wlies lims oes:p11.iniJI;rzl Ox Lt(tafl. Taxi 114 LE Ideal SIMIie`:revse. Odess dFenise sldel in Hel00,te!y YJAWender F'i SWIM csedhrdx IM, he edict. As olrms 0esip houtrov,SpdsDr Es(Iute;.5e sedneyTDC represets esestpare dyu.1 e Infisdudey!1,gayuukilel!or is drs-fadtte sitelrms 0p14 ulk,MD.11: uhral+ileksremnopirs!, lerlarmrdoms. seiteHly Anthony T. Tom6o III, P.E. clvie dds ixsskey rdlydl Is th sulemiII101 ofth0 m fle 10-is ct!aial yea rIke rdldiyDesir e!,ANsuttdd III W,SeIS(aft, hrd ka'A:ig abed MI. Ike i1pul. d lb 100 edsyfidi ned(st Tress, j droy".I. m:ye,iuMldua.6Wig iWh la req.se:!fi d ;r 80083 ttae+l!e2,Cm:gx and hdedal. Al ssxs sal ed5rce1D6 esiliep�lmsolpddaetdSe ptlGghrzpwsm Sdery Femdin',ttlf,:td!isbl6f RINSEfA merdyessdhi peml p;dne lYlee:ius4esesres!l;;diesulb§m Eytlims 0e9per,lmsOedp Eesmtai lens WaAmrrm; utss e7mNu lditdlra{M:ad egerl ape SxdRy lr dlim:m iwdui lheTnss gaup Fyieurls ROi t4 RedarOmisu,minss S(dea Fyiexrdarknlbsr IO sa^wJsedkros mtmddudblrN. 4451 St. Lucie Blvd. fdpyrigb10 2016 A-1 Roof Times-AnlbonyL Tombo III, P.I. Reprodurtion of Ibis dommeld, in any form, is probibited wilhoutthe writien permission from A-1 Roof Trusset-AotiDayL Tombo 111, P.l. Fort Pierce, FL 34946 rt Job — Truss Truss Type Qty Ply A0118685 WRMSCM 2L15X10 HJ5 Diagonal Hip Girder 2 1 �RENARMORNINGSIDE Job Reference (optional) A-1 Koot I Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:26 2018 Page 1 ID:ld_OOXyyT6IBi TXoliwHHzefvK-nXhg7iGHoquSxRKn_gSahFNJNIDXzwx?rOXuuQyijFJ -1-10-10 3-9-9 7-0-2 1-10-10 3-9-9 3-2-9 IV LOADING (pS SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.10 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.02 7-10 >999 360 TCDL 0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.02 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10110 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORI BOT CHORI WEBS BRACING - TOP CHORI Structural wi puriins. BOT CHORI Rigid ceiling MiTek recc cross braci 4 = 2 = 5 = Max Horz 2 = Max Uplift 4 = 2 = 5 = Max Grav 4 = 2 = 5 = FORCES. Max. Corr when shoe TOP CHC 2-11=-392 BOT CHC 2-13=-16E 7-14=-16f WEBS 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 sheathing directly applied or 6-0-0 oc ectly applied or 10-0-0 oc bracing. (lends that Stabilizers and required be installed during truss erection, in (lb/size) 70/Mechanical 379/0-10-15 (min. 0-1-8) 178/Mechanical 141(LC 4) -57(LC 4) -152(LC 4) -100(LC 5) 77(LC 19) 379(LC 1) 178(LC 1) Ten. - All forces 250 (lb) or less except 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); cantilever left and right exposed ; end vertical left exposed; porch left exposed; 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 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 Ib down and 41 lb up at 4-2-8 on top chord, and 63 Ib down and 35 lb up at 1-4-9, 63 lb down and 35 lb up at 14-9, and 14 Its down and 40 lb up at 4-2-8, and 14 lb down and 40 Its 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). 3-11=-366/131 LOAD CASE(S) Standard 7-13=-165/346, 1) Dead + Roof Live (balanced): Lumber Increase=1.25 6-14=-1651346 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 14=-9(F=-4, B=-4) 3x4 = PLATES GRIP MT20 2441190 Weight: 31 lb FT = 10% gedry plersenm!gHg,erieelie'd-((DOE TIASSISSnk'}rdDErkITEIAISd[GFD(IIOhS(OSIONj 6r17'jA(I(DO&L05dIEXP I."Te4dnig!F—sim salreednt?so!ri,I On PDram,1,'T j in!Marl.ltdsO;ftId—Sltellhr, ese. Od!s W**1eYded!cn!ID1 1 w:p i WTskan",irtssbtts uedIs, bTDD is herdiL AseTins DeslP Gplrxrs(l,Speddlr&der!n!ednopTOO mpnests¢gmpxaedlle pd!sdnd euse;no¢spusnilrtp3; nr ln:perltte s:epTruskpa!I¢neTDDsdT,Nul?Id. 3iz d!tiP ns!npt!c.i!rde3cssunxs,s.anilry Anthony T. Tombo III, P.E. ad ue d!dsT,zss4r agidifngis!k uspu!tili�dCsrhem.ne0.afss!'ar'vslsge>lulke ldlG gOnip¢4mNs mt!adlhe lt(,n!J(ulneb,dla:isgn/r¢lT7l. lle r},.ssdd1k l00 miss!fietlueAfir inss.mdr6q lads.;ss:epr,i!shlletin ¢dkKsg sk>lih!}y re!p�tiid:treE t80Q83 I,E!MkzdOefira!rdCsmarno!.III rs3ssdwlkneTOD!ailit pvdas 1pd.-rmsdshWhI(Darts¢eSderylrsmpin{t(51}peNisG3:pi71ndS1fAnsnL•raAMpeendpSmceTFtlfrDas2!nsprmh01in¢1d6!sNn!I,¢sOetlgerr,l:rssDes'nFapr!rrmilnssVmtrh:a,w:er. 4451St.Lucie Blvd. j slt!elu dsfsrdkpo Gdsd egsesdaisvbsr,itiep lTdllM;rs l�Artd. Tkeirtss DeslP Fryi¢erisaOTe la`dag Dufgaa,uTnssSyr!!m ryisrerd¢pbrilZng. AllsgaWaNhrms neadrtsN lallVl. Fort Pierce, FL 34946 (ophight02016A-IRooETrusses-AnlhanylJomhoIII, P.E. ReprodussiondthisdorumenLinanybrm,ispiohihitedwithmdthe written permissinhamA-1ReotTmsses-AnthonyLTemba111,P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB2L15X10 J2 JACK -OPEN STRUCTURAL 9 1 =A0118680 Job Reference (optional) �sses, 0 r... r_ reavu, ucaiyn�wd l u rr null- o.c ru n rvedy so zu to rnnc o.z i u s May -its zuiu MI I eK Incius[nes, Inc. I nU Aug 30 09:16:27 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-FjFCK1HvZ80JZbv_YNzpDSwV8icPiOk84gHSQsyijFl V-0 2-M -4 1_0 2-0.0 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 0.18 Vert(LL) -0.00 7 >999 360 MT20 2441190 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 FBC2017rFP12014 Matrix -MP Weight: 9 ID FIT = 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 purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (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 (Ib) 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;C-C for members and forces 8 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/fPI 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. LOAD CASE(S) Standard indq-llertik"Indf rnirwrA'Al 1301 WMES(s(88'I MMI. TIN 9(orloc5s( lakt Mal RST10F'SOdili WE Tetli flop pamen malted DAIS a Wilms 5m,*V0mrig(9,Q, d&Adasyl.imb D(r.Lldercne Reel is'rene. Ddus ft-ise sidd aSeUkiap Diffdm", eOi sIDAnhmedfur. DD is Se,did. As aims DdgD hgtrnv p.D. spill(( eglatr;.tst sett.."y no g!etedt rawnpmnd it, grdntard egke;ug usgnAlllaffar Dr dtsliaet o,heiressfegiad ianeW otle MUIPI-1.iG Inip ssmgtimt, 6ifgmrdlams. sdldln'7 Anthony T. somoo 111, P.E. adasedtos TressIr ifitokii is 0-es rdea:irtd qd vttehifaliq Duiga!,nNatiodraKin, It, ahke twdlnlxgWt Dad RN.Req^rrteidlse lDD Ddanheld medtse inst. Ndetiq A2Cag.ta!ge, luhlldnamdNw gs4diM1;l resg�s;sdtret- ' 580083 1G trlagDes'ga�WRaarm:.Inals sdwl le%TDD W Ia 119.5eadpiidms dttetnleq(mravo Sdq KeaunuR6t plkW4 In nd StumMntmdSs Prmiplrae llN GDat3tasPmi4iiaief Weray dxthets Penpe,hess De4piegi-serart inss tlanirh�v,aiss 44$1 St. Lucie Blvd. rftMalrrnd lgDfaARa apetd agreuvaagig all rtrtts hrdted. raeTless CedarajwerislOi CalA'Oag Ce;sPer,vTassSTAta Eaghterdadarl8q. RO mytdadatbsmaddadh1r41. Fort Pierce, FL 34946 (appighl02016A•Iloaf husses-Aathonyl.Tomho111,P.I.Reprodeoiaaofibis domment,inanyfmm,isproliMedwithoulthe written permissionhomA-IRaofT.asses-AnthoayL Tomb III, P.E. I Job Truss Truss Type Qty Ply RENAR MORNINGSIDE ( A0118687 WRMSCMB2L15X10 J5 Jack -Open 4 1 i, Job Reference (optional) A-1 Koot I Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:27 2018 Page 1 ID:ld_0OXyyT61Bi TXoljwHHzefvK-FjFCK1HvZ80JZbv_YNzpDSwQGW6iOk84gHSQsyijFl 1-4 0-0 5-0- 1 ((1 5-0-0 3x4 = z 5-0-0 5-0-0 LOADING(pf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.11 4-7 >554 360 MT20 244/190 TCDL 7�0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.09 4-7 >650 240 BCLL (� 0 k Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1g 0 Code FBC2017/TP12014 Matrix -MP Weight: 18 lb FT = 10% LUMBER- � TOP CHORD 2x4 SP No.2 I 5) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 81 lb uplift at BRACING- joint 3, 98 lb uplift at joint 2 and 48 lb uplift at joint 4. TOP CHOR Structural wall bd sheathing directly applied or 5-0-0 oc puriins. LOAD CASE(S) BOT CHORD Rigid ceiling t irectly applied or 10-0-0 oc bracing. that Stabilizers and required Standard MiTek recoomends cross braci. q be installed during truss erection, in REACTION' (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. (Ill ) Max. Comp. ax. Ten. - All forces 250 (lb) or less except when shown NOTES- 11 1) Wind: AS I E 7-10; Vult=160mph (3-second gust) Vasd=124m h; TCDL=4.2psf; BCDL=S.Opsf; h=13ft; Cat. 11; Ex p 9; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; e68 vertical left exposed; porch left exposed;C-Clfor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss as been designed for a 10.0 psf bottom chord live Io d 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 340 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to gi,'der(s) for truss to truss connections. kndq-nlaLetlowpNptPmA+v'aa koDp nD;sst uuu1, sED:u[ r[ews a [arsmors nslont a[rt,•;:[rDCItL[u/a[ill !tlSt 1KIff tlLlpl rOl9tltr3 iirfM[ Bd3i 9G!ilS llllS Dl3!pI�IfY11r ET[�'It<I!9.1diElrl.IMi1 DI, E.F, rtltll8t SFM. !t2L19f4. D6ItSS 4(!trYISP lidt� t6 ((l TDD,S&y It[aTek..mlblittssldn:utldIs, GT7D 1,It,rt Is,Trns Dulp DO— (tl,5snldf(E•putrrTs! s!d!e®rTD11upends.ouns;e dIs. ImssindezuvittresInsiltint'trIII fivpeIN sx,N. Hpesdte As Too odp,odes FR. Tkdnpa ss-pl- l¢tt?wfinx!. sddm Anthony T. Tombo ltI, P.E. rAnedrkis L'assTer np tsildiu isue respus@il,ha[lye(Mlnnt Dyuist>wadgeslrtOe ldldilp Onip+ir,nPs nmd dh' Kns K.11h ULdkain fi¢M.5 80083 ' as Ek'lrtr Besigal ulflr.". dliuusselul:eft IDDrltap,W.,salp I!Uasdtkl G,IGy(,.rAo d,11,%mt6nR(SFpN,sW6p TMrIS1[.Inl:dytat!!uptlna!pit., IN elfin;3lu:pns 4a:Aes mld+:ilsd@ll,ns Ptuplx,l:nsDes!ps rlgtte+ai llns Hsa+6ea!tyuxss 4451 St. Lucie Blvd. 'd"'i"Iff.Ayo(eil,N aped 1pa®+r,rq kpolpaees imLp,el Tketnss sjpFgi—I, lOi Ca Ddila70tsipan,nin<.s Sps'lm Eainur a'mpSailli>i. All lq!':d3K'e:Lu nemdtfaNlslrAl. Fort Pierce, FL 34946 (opiniphl02016A-I loaf Dussts- Anthony 1.Tombo111,P.E. P.eproductionofibisdommenyinanyform,isprobibitedwithoutthevrittempermission from A-I90ofTrnSSCa-AnihonyT.Iamb 111,P.E. Job Truss Truss Type Qty Ply RENAi R MORNINGSIDE WRMSCMB2L15X10 T01GE Common Structural Gable 1 1 I A011868a A-1 Rrsnf Trz—ae Fnrt Pi —a PI 1AUAR A—;....i,.,4..., — .. Job Reference (optional)� 6.00 12 1.5x4 11 LOADING (psf) SPACING- 2-M 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 FBC2017lf13I2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W5: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 212/0-3-8 (min. 0-1-8) 7 = 451/0-3-8 (min. 0-1-8) Max Horz 9 = -93(LC 10) Max Uplift 9 = -94(LC 8) 7 = -141(LC 8) Max Grav ' 9 = 212(LC 1) 7 = 451(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-155/311, 2-3=-170/324, 1-9=-185/340 BOT CHORD 7-8=-119/279 WEBS 3-8=-378/243, 3-7=-327/494, 4-7=-134/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. �uf f. o- f u 5 ividy 1 cs zu78 rnni: tS.zj u s - - ID:ld_OOXyyT618i_T 4x4 = 6-9-4 is zula Mi f eK Industries, Inc. Thu Aug 30 09:16:28 2018 Pagel HHzefvK-kvoaYNHXKR89BkUA65U2mgTeT5vpRgXIJKO?yJyijFH O%O = LJII4 11 CSI. DEFL. in (loc) I/defl )Jd TC 0.27 Vert(LL) 0.01 8-9 >999 360 BC 0.16 Vert(CT) -0.01 8-9 >999 240 WB 0.09 Horz(CT) 0.00 7 n/a n/a Matrix -MP " 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; 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) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between.the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 9 and 141 lb uplift at joint 7. LOAD CASE(S) Standard to 6 PLATES GRIP MT20 244/190 Weight: 50 lb FT = 10% Vviiiq eneHtnegdg realt!tt§'6d rJDF1I9SiSrSII1nGI1aI[IENiid[2l;AlICfiS (DSIDx{x7lJ'}S.(1I7DA'.iv,dFAi Ifla lolly desip gafodm udte:dsanutbtln!lreliya 0nviylRv7 frl IN AIHce7l.IezSaGI,1.Llddeal Uxl k:inus. Udessttkeniu ddelutle7➢D,tay i ltlTfAfeitEfhlg!CAlltdli195tltet lltTiDntt idll.il LTIYSI DCSII1IIp[SH�I.etSu:nflr hraalrrl'a udnug7DD regresulleceln7tx;edlSa polnlned ea et:;lee lesguuN nt'atlle lEs!gntdlFa s!¢�eT.nss kg nerunelUD ofq, eadnlgFl. Rt to ga l3lenNun,llrl:ainetineu,smelltr.} Anthony L lombo I1I, P.E. e>ti rsedtib lnss5rfvg rdlliep ltlh rtspelililegdHa Drfer,tk Oruis rAtm�ttdege9 ease ldleifg Designr,nhetfenddtu lK,de lSl ultle 6mJ id%a3ndvulrRl. ile ry,ttlfoidtie T00 ulfee M1elduedtle lots. Adeticg kty"u.}!x!gE,(utellefin ud6ltig t4illMtsnytati9:.thd ' its Wi @s rrJ Comor. LL.As ni aliahTDD M tie iNimm7 tdie!t Rite Wfi (tir ut Sd la':rmninr16r; atlisled In WSW frertimmes''.P.W.Anse IN Ee.A— ktils Wdean ddtims Deli lms M.T bVirtral lnssela .."mr,Wma ;t 80083 g i w i l �' I"' 4451 St. Lucie Blvd. f�lrtlu Idi1H Ipo 6d:ce eyed apt 4vmiy tgdi gulfs iuehei TieTnss [e;la Irguetl B MGi Isrdlagdeslgter,rtlalsSps:±a Eagnett dmy heiluvg. dl eged:eMMros nets ddmd lane. (oppilb!02016A-IFoafTrasses-Amhonyl.Iembolll,P.I.6epiodu0ionofthis dorumem,inoDyfmm,isprohibited wilhcutthewritten petmissionfors A-IIcidliesses-AnthonyLTomhoIII, P.L Fort Pierce, FL 34946 k JANI1ARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTLO1 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. ROOF TRUSSES ST. LUCIE BLVD. PIERCE, FL 34946 Attach King Jack w/ (3) 16d Toe 772-409-1010 Nails @ TC & 24" Strap w/ (6) 1 Od x 1.5" ea. end @ BC Attach End Jack's I Attach Corner Jack's w/ (4) 16d Toe Nails @ TC � w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC 2 BC (Typ) 0 ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) "Plajsii '€R±ite*s ATp)t tf�iSETzIEEE,Et;'J6[€i16SR:�StIC�t��S.'u"4t7dly"�E#`�iid a�iiE>;i�Ea"Pr�>9a.'it�'+a i±r��±�i�#ar�e�sw'�. te,:stte M.r.g 7U;u#e�A ;i�jvRi+ tE,A e.3�ithiec est, �.e{10 I**s?>HafAre.1G?eaq €tiuue iyl esi�izeei^stAt 1p3hletc#.;{itlwc"s aEAyeEry^ite±rEe sP'±±!As rtp±s!dnai7.t a±tee¢aec pHataE3 prfas}etid mgtm=si,±.±mcs iT�ffif�:±gWiA±'riyk €cnz FEStidca raFmitr i¢[:3e #ew,eusarG �mgrsaia ,sik n.lrte �Art2hAEEy TI"J'briba 111 pkE � dc>xCk'znazt±rrarfal5glss±e rravuS Rgtl.*±.�e-rts±.Omrisdr�1i3.1ttWlta}IIec�ps:�lmts�md1�B SslfieElhelaxtOxiiimy;±rmdKe.Rts;}rords?rtstt�aat#mr�aEau�6aTrssz���aySas.r+p:stsrs7±.asacwCi�xrc�+c�lkca±ecFtil�i6ya}: '1Y :8D483� . ...:. -'. .sksdt�Eas�nwA;atiaA"f&iz z6s?tm,SaiCs�±iffaA'McuuApr.�E±tc€2�?�Srci4sE�et�fzr�;M�;DES4�P!6asEef.rtN �dc.6.AceeduwMExt{�c��?3era tPdLr.�Zes�etp�ar,��ziE3�isar�ak+tsDmYEr,;rsuse:gz:'apra+ad#rKzxm#o-�rit,a�tss .. ..$4515E.,#.tir.�eB�Vt�:. .. rtih leaslhr�mira€egesya rFe47 r..}Fr4tc±cs'nd. The T;sttSat=EalRaribEAet k��Oxiw±.r,�[±crsr"G$ra ba7Elr;r.v.3warsarteif#nn za3EF{, ... ., . , . .. _ EarY P±2rce,: EL 34946 sp,ripht�i0lbAlRraTlttssts Arttkoajl:TocwrrpEF.f:.Arptxdn�anafthis€aasaenbia.¢nylata,isp�ohl�itnits�it?a�7tkeauianpetmssuphcmkliaefiisssas�Aafhtnyiac?aho131.Y,f FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I STDTLd 10 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 7724109-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1'-3'MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES @ F- 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WiITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO TRUSSES WITH (2) - 16d N EACH. FASTEN PURLIN TO 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 WI1 (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE STRUCTURAL FOLLOWING NAIL SCHEDULE. GABLE TRUSS METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCAB ALONG NAILING SCHEDULE: VERTICAL - FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d • (131'X3') NAILS SPACED G' O.C. (2X4 STUDS MINIMUM). • MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL • BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS / OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD 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 PLANELOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS JULY 17, 2017 A-1 OOF TRUSSES 4451 [ T. LUCIE BLVD. FORT PIERCE, FL 34946 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS PIGGYBACK TRUSS - REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. I I i SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. :si aa{ rh€r�ail �am:mrar idirt�str�rt ia!sp�nror + iamttRnpr,etr,ma:ra!u :rn�p ed nmm! Krr�saaertsdrq.prfl +smsr sti raro �a ,ksrrgT.raara�elsegr�i; u4�e;:ti<M�+;:€ AnthtnyT:,Tombo111,P.E. oBxse d2tisTrg±slKal tr"dgis ae !ftcns3'�j el c!�raY ra Pimi! asr!! qdt&}lEal�! r.i+^ttsC'dal e!IG,rts IS:.edffis.ax11•+il&cl!r m67i�lA!gse!dtlHltt;rN mj lea:exC!inn. uclNiyDa g:.iffy:7+sal± xmlLercasA�li!6lreyraN3nd 3'40083; hbi €!ss sgtaAsaw: t#!sus s8aetat5!3Ch rMf:ei uks:a�gikJias �i t«'4y (.' n!&.ksp asnre l.CiNSie¢±tt tPmd.filae;e'etn.3dar !o- feu 31i1taaslieaspwsKcinai 5>"r sf�s�rajs€! p>:r,Asssbe €a "aen Smf kseArasv,ar;!ss 4451 St, Ludo Blvd. ii I �,�ur.�raryrt .reed rm c r, tm,r�!�c: a �'� nnrl�sl,.po-�v�!aat�sss�!�t� a!�sAtr.,.w� cr t ..,�rrir +tc>rii FOOPik"llI=L34046 �(cPys=yEi�:741§AlRosiliecses;Anttaayi.funCeIII,P.E.:Rt,rcdeA:oa¢tfkttdauares4imarsy:erm,!spwE�6rieititirttcat�ewpUtnpumastoa4aaA�lReatTmues;palhtntl,lomSmlil,P.E: ' JULY 11, 2U1 I I I BUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 t a_r A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. GABLE END, COMMON FORT PIERCE. FL 34946 Tor — — SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4" X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A 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. GABLE END, CO TRUSS, OR GIR TRUSS CRITERIA: i I I I MMON DER TRUSS I i 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 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. �eueq Pres,TuilTstik na'Lj t991 iP)S,�i{'3iiii j°SfXTif;T[ti4i 4TQt11iS ligSi�W r6["£#'?> H6dd;fi9i4t' kvn hrdl;rs:pjmsnrat s+PiJrint"ia �s rf s 6esi}i @+ark ;@@j ai kt lei>ia�ir[I,II, Idz�JarTrteitixt ru 6�tas caarite pC�l ad.T@O,�i�lt NP,e'tcaaraasf�iss?yielvtF.ntir@6kt�rt5itir-eesiEis+tsfgstxl'i.;k?rsii/f�aip;�itptFar�,TOAn¢stagy*i�xPptsse�fthrNw'rauwuS+g�triDgi+Luisfii?idt,riidisgaat$asEsff#irislt�'edmrtaT•k`�o,�'Ti1.ti�:tGjErtsr��;iMlhgadrgy'yix�str �detsJtes Tasi{lsa dri Is rie its axSiLtrrfMa O.+trrr�OsnxrmflnuMe�vtlr 6r F+rtssn;6lSi ncr:dei�a R(lq�ittrtriz¢IFulii ro(i �i1R1t`�e �i!dtI@srimrtfil3aslifAr irnss�lickdi tlept pt..)I�a61r¢ sRs166et6l tsia=sd.al ( �9 !. q- •taS -�. �. �lkm 9intd.�sr. ?.,.` �i f , _ 6fl}l}t,'$3. Gt {c;c'¢i4fsameal [i9itdw lercatitilntutk+is a r4ntGtn dgxlzlaes tunr ;uq a¢psa idatEdp¢aaaSkiQpiiGsMl4T ili mf'Y<4 atle'xrutl,ts�-xrel7uiao'fPl 3r`T^nth resEroy itsaai 4aiesuQa truss Gt yrr::Tras 9ss'gs.Ea »:.sw.Trrstlir.�a�so:at3au ::451,SC. LUCie Blvd. shr iiesarudlJr.iviedaprieisscn=ryirAicAitteished: fbt isnssErp'ii,^eeera►TTrit ziOr q+sr alms?yssr [ T�erds*gbxrEay t(ltaj�sl4^,l�a ceesE:SefinTPF3, Fort 1,it,PiercL lEl:.34y . Cop/iigts]101b8-1&uelTrFtses•iatp¢sy7.Taa6olll;P.f. Pcpledauiaeoiindscoai,iawylcm;ispea6.3iedwaiasitdewtiileapemiiu.ntromklPodlrmnes•lnsSosgi.Tomkdlll,P.E. I i I i� FEBRUIf4RY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 A-1 FjOOF TRUSSES 4451 SIT. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 VALLEY TRUSS (TYPICAL) SECURE V [EY TRUSS W/ ONE tOW OF 10d (AILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A (NO SHEATHING) N.T.S. P �2 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. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS (TYPICAL) I y/ SBELOW (TYP.) J IL� WIND DESIGNNPER 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 LISP 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. e °.:Plraxibrrgl niM'1-1fS,9tFl�a1;"ii'Q'clif�.�if�irlfftif e(9x 03i�18SfJNf,'f!'TEisSlfuC6'r'P,�.,'rfikrs(a'7erz7ePasn�swte�axxswMeTr+siErpA sg'fG3j and le fvflmaT n�5:id,1.3,9�sarrkrkiiae ine tkien nftaitie siv iae4rP0.trig . fS:xasea )!as tia3laxxinar�tfuFf tsar lietrcat9ts,Eq urr{i:1 Trr�r'-7�7'xai;uayr yeg:�Qrgs�ro:,imai'sor pnncr>ndcp;±!ugta psncyMawgr�tb sgl,z.`:;;asg�,fc de.rd+x o-rwiNl:�rir ts`c}etf,wgisat+g rda sss.rri�.i?i: An3tGn' Tr`Tontbaltl P.E. nt>..d§^s(srs+sr¢sgf�id:sis 6,t seyanxaiingtduQrar,gOmsia+6r�:elnpma9stt:ico; uscgxs,ss*ietlagrsii.,fxlK erlP,!irui ktligteEr pf P}lot Wp=ai@cptlt7 mlzs(kaid'iu 47 bt i'rsk)isiaixka€.ag suyr,As33r'ae nt3trxici szri6eA5r tnryaar"�laat / r %,rdtragk;,�iarva(wfrrAd: AEzts srlf6�(i[7ranel�t?i; tolq�i6l�nsdwidua tsagamafdagifsaarm'&S�;a`usarE4t piadikiafN,rtritsabr}saroi,s3xi. R416r`r�sd#r:5nds..aesEmiS�e'i lws5k;yui;its;f 5ap,bfaxi ac: Lrss Nao-:§etrir nisi 80083 I 4451 St Lucie -Blvd. rr neli+pia(rCazailraui�ywr��ragh fetirs e2rr9iMle+ssOtr+gi?ynseisaaYretcC/tgk•p�,p sus" EF+�ssojwf4y7ds5.l.fc lleYwnierrmetaeiuiiil, Fbrui ice, L 34946 �[�)ti,6t8?1016d•tEoilTeussffAai�arsYi,icm5oilPp;f:F!pi6dUtii06C{IbifCOCUHPLi;IlE�Y(4l�I;P4pb�d�l;tedw:ditulthexrNlenpetmiftta�';omAlioe,Trefser,�otEazvTTassEatll,S.:. II JULY 'I /, 1Ul / HIGH WIND VELOCITY) STDT W A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772 409-1010 ATTAC WIND DESIGN PER ASCE 7-96, ASCE 74 WIND DESIGN PER ASCE 7-10: 170 MPF MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY LIND DESIGNED WITH A MAXIMUM UNBRACE TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALI 2 THIS nFTAII IS NOT APPI IT.ARI F FOI FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NON -BEVELED BOTTOM CHORD xEo,RsTett+iwc�iraj kj t-31e3n �ejre! IMYmsi@ifi�%an nY�ill:.taa3�Gt pr<a l I,i Ps.iLvaw,lehrui Ta.aM IOP {O.u,:lanie. d4ic/ tea.ruai I""avL..,. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH FB CLIP MUST BE APPLIE THIS FACE WHEN 1 EXCEEDS 6/12 (MAX 12/12 P ivel..rT T.,As�41 0'f.' Antf ony f Jomba EEI, PE 50Q83 4451 t lucle'Bivd. Fart Place; R 34946 E 17, 2017 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. VERT STUD SECTION B-B F ROOF TRUSSES ST. LUCIE BLVD. PIERCE, FL 34946 /72409-1010 TRUSS GEOMETRY AND CONDITIONS [SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - D' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. STDTL08 VERTICAL 2X6 SP OR SPF STUDPIBRACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED G' O.C. (2) lOd NAILSINTO 2X62X6'SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS 12 PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. �I Q VARIES TO COMMON TRUSS TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH.(5) - 10d NAILS ** (4) 8d NAILS MINIMUM, ROOF 3X4= PLYWOOD SHEATHING TO SHEATHING B i17127 2X4 STD SPF BLOCK I * DIAGONAL BRACING iC7F L - BRACING REFER / REFE ITO SECTION A -A TO SECTION B-B 24- MAX. / / NOTE 1.TMINIM M GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2) - lOd 2. CONN CTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. NAILS BE P OVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRAC NG SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. -- ARCH ECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYST M. 4. 'L' ACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR / BETT R WITH ONE ROW OF 10d NAILS SPACED 6' O.C. TRUSSES 0 24' O.C. 5. DIAG NAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4 - 0' O.C. 6. CONS RUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH:jl6d NAILS SPACED G' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED THE I IDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE __ TO VERTICAL WITH (4) - STUD WITH (3) lOd NAILS THROUGH 2X4 (REFER TO SECTION A -A) 16d NAILS, AND ATTACHED 7. GABL STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - 8. THIS'', DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE lOd NAILS. 9. DO N T USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10.10d A 10 16d NAILS ARE 0131'X311' AND 0131'X35' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A -A) 11. SOUT ERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SIB/ALSC. END WALL MINIMUM SIZE SP.CIES AND G :STUD DE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31`TUD 12'D.C. 3.8-10 5-6-11 6-6-11 11-1-13 2X4 SP #3l TUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP #31 TUD 24" O.C. 2-8-6 3-11-3 5-4-12 B-1-2 2X4 SP 2 12" O.C. 3-10-15 5-6-11 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, 24" O.C. 1 3-1-4 1 3-11-3 1 6-2-9 1 9-3-13 DIAGO AL BRACES OVER 6' - 3' REOUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH DGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH Od NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90X 0 DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN RO F HEIGHT = 30 FEET EXPOSURE B C ASCE 7-10 190 APH DURATION OF ',DAD INCREASE :1.60 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. IFEBRUARY 17, 2017 I T WRITH 2XI RACEEON Y IL I STDTL09 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 PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE. NAIL ALONG ENURE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING k \k � BRACE SIZE FOR ONE -PLY TRUSS I SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE II 2X6 2X6 T-BRACE 2X6 1414ACE II 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2X3 OR 2X4 ' 2X4 T-BRACE 2X4 I- RACE I.I 2X6 2X6 T-BRACE 2X6 I -BRACE II 2X8 2X8 T-BRACE 2X8 I -BRACE I T-BRACE /'I -BRACE MUST BE SAME SPECIES' AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE I, SECTION DETAILS '' II � II FEBRU6RY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 ROOF TRUSSES ST. LUCIE BLVD. PIERCE, FL 34946 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 TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0131' X 3') NAILS (0131' X 3'). ATTACH TO VERTICAL N IB3 LS (0 1WITH (3) XX 3') BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING -' ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - lOd TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (OD NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 I LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 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. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o J .135 93.5 85.6 74.2 72.6 63.4 .162 108.8 99.6 86.4 84.5 73.8 in ri .128 74.2 67.9 58.9 57.6 50.3 Z 0 J .131 75.9 69.5 60.3 59.0 51.1 in N .148 81.4 74.5 64.6 63.2 52.5 M VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 84-9 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00° THIS DETAIL IS ONLY APPLICABLE TO: THE THREE END DETAILS SHOWN BELOW. I VIEWS SHOWN ARE FOR ILLUSTRATION 'PURPOSES ONLY.11 i I SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS ANGLE MAY VARY FROM 30' TO 60' NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ' 45.000 17, 2017 1 UPLIFT TOE -NAIL DETAIL Z1�ZOOFTRUSS ES T.LUCIE BLVD. FORTIERCE. FL 34946 i THIS DETAIL SHALL BE USED FOR A CONNECTION RESIS TING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NONS: 1. NON E -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE STDTL12 TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 Ul ('7 162 t 72 58 39 37 25 1 J 2 CD .128 54 42 28 27 19 F- z Z O J .131 55 43 29 28 19 W .148 62 48 34 31 21 J Lo J_ N Q M Z 120 51 39 27 26 17 Z 128 49 38 26 25 17 O .131 51 39 27 26 17 J .148 57 44 31 28 20 AS SHOWN. 2. T,1� E8 ER D END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. A110WABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALU SHOWN ARE CAPACITY PER TOE -NAIL. APPLI-ABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMP E: (3) -IIGd NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WXNO OOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 IDOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND I FOR NO OOL OF 1.60: 3 (NAt S) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND 11 IF TH UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING OESIGNE ER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. •�+ (3) TOE -NAILS ON 2X4 BEARING WALL E (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR S. )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 1 TYP 2x2 NAILER ATTACHMENT I STDTL13 I { A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.5x4 I 2x2 NAILER ATTACHMENT GENERAL SPFC;IFIC:ATIC)NS MAX LOAD: 55 psf Roof Load, 170 mph, ASC 7-10, 29'-0" Mean Height, Exp. B, C or D. 2x2 SP No. 3 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 FO EXTERIOR FLAT GIRDER TRUSS I' t� t� A-1 I�ROOF TRUSSES 4451 ST..LUCIE :BLVD. 12 FORT PIERCE, FL 34946 772 409-1010 � VARIES (4) 12d TRUSS 24" O.C. -. �/� / i- (4) 12d UPLIFT CONNECTION (SEG ROOF TRUSS) EXTERIOR FLAT GIRDER MAX 30" (2'-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 r. n ,w • if.n t. se , � r Rt r,•, r^ ,s rx ��rausx,yaa,fnr ore.x,ts,xe,k,x. im.s:,m,. � dTn,,,� m n,r to xrt+M.F. G 9:,fT; 4nlf y.Grili; titY. i4x4t[7 2^A ({N' i C .aaNf . a rt lu pjmF.,esmenN xkt tM -n's rxuy .q. E g s j w7'II.xaee,,r s,`kx,ar«e a ak.ra,c,et o �pE, ,e,.t sf �i,n rot ,trroo«M af, x:,gtxt to ew?x,<,aaEamy Ens,.e.mrt.t rw, r.sre.�,w.,eras,dr.xcxEni,tbQsspnsmf,wts.f a ? s•,,+*`Fea,;p AnthonyT. Tornbo lII, P.E. ,d sYtlf'; ra, ht wj izi'aq iit4,.errmt5_ln,i At7 r^.et dss+ 3,pCx°ktskxs+0agw. Mnail it t.Fs ts; ga 4, ►x�MlfvEsa35 aisnt T gxe,vd De 7QAmd sr, frYA.s.dke Fnx:txWa,bs3t»,,,sege. ashnENe ntinruf b9Mfu nrx,ias;,a ? 90093 w�ar��Mnmm,w,zramaetr,sr�xahfrvam.Tsir.smahm,rxne,,,?m�amrasR+*.iraaasmmwaaa,,.raaMamr,sub,rxt,apE.«a+T ,rtr..r nd h d s ,dtxrnn n. ' ;pm.xt s;s �aapxa ,sway. saaond mx, a.,,aGadasnt. 4451 St. Lttcfe Bind. h yea., , s w +r+ t'•nFSraet pri Fort Pierce, FL 34946 fo �fpM �l 2utb'AiFsol Lssxs AnaAcnyT. To bo ilt, p.6 Ftp,odutl:on el his dem-o,in myform 4 pmhibild without the w0w.parc;us%eho^r Al FaelTri:n's- kfh"gT. Tca40 fit, F.I. STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND FEBRUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES STDTL15 �' A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 157 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 1738 12608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 '3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 # DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 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' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C •10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL; TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE 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. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBR'1�ARY 17, 2017 1 SCAB APPLIED OVERHANGS 1001' TRUSSES ST. LUCIE BLVD. DIERCE. FL 34946 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 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X 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 STDTL16