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4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH:772-409-1010 %0 FX:772-409-1015 KU www.AlTruss.com . mug TRUSS ENGINEERING, I BUILDER: PROJECT: COUNTY: LOT/BLK/MODEL: JOB#: MASTERM OPTIONS: RENAR MORNINGSIDE ST LUCIE LOT:8 / MODEL:CA 79661 WRMSCM1560Bl L 1560 / ELEV.B1/ GAR R 16X9 PORCH. NO VALLEYS. A-1 ROOF TRUSSES A FLORIDA CORPORATION Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job 79661 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: 8 Model: CAYMAN 1560 Address: 9529 SEASPRAY DRIVE FORT PIERCE Subdivision: City' County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering CrReria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 44 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0286690 A01 2110/20 13 A0286702 A13 2110/20 25 A0286714 3J5 2110120 2 A0286691 A02 2110/20 14 A0286703 A14G 2110/20 26 A0286715 CJ5A 2110/20 3 A0286692 A03 2110120 15 A0286704 B01G 2110/20 27 A0286716 UK 2/10/20 4 A0286693 A04 2/10/20 16 A0286705 B02 2110/20 28 A0286717 CJ5L 2/10/20 5 A0286694 A05 2/10/20 17 A0286706 B03 2/10/20 29 A0286718 CJ6 2/10/20 6 A0286695 A06 2/10/20 7 B04G 2/10/20 30 A0286719 GE01 2/10/20 7 A0286696 A07 2/10/20 08 B05 2/10/20 31 A0286720 HJ7 2/10/20 8 A0286697 A08 2/10/20 09 B06 2/10/20 32 A0286721 HHA 2/10/20 9 A0286698 A09 2/10120 10 M CJ1 2/10/20 33 A0286722 HJ7L 2/10/20 10 A0286699 A10 2/10120 11 CJ3 2110/20 34 A0286723 J7 2/10/20 11 A0286700 All 2110/20 12 CJ3B 2110/20 35 A0286724 J7L 2110/20 12 A0286701 Al2 2110/20 13 CJ3L 2110/20 36 A0286725 J77 2/10/20 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my directsupervision based on the parameters provided byAA RootTrusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February 28,2021. NOTE:The seal on these drawings Indicate acceptance of professional engineering responsibility solelyforthe truss components shown. The suitability and use of componentsforany particular building Is the responsibility ofthe building designeripaANSYTPI.1 Seat. The Truss Design Drawing(s)(mD[s]) referenced have been prepared based on the construction documents (also referred to attbres as'Structund Engineering Documental provided by the Building Designer Indicating the nature and characterofthe work. The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspedric location]. TheIaTDDs (also relaned to attimes as'Structurai Delegated' Engineering Documental are specialtyshucturel component designs and may be part of the pm]eWs deferred orphased submittals. As aTruss Design Engineer(ie, Specialty Enalneed,the seal here and on theTDD represents an acceptance of prefessionalengincedng The Building Designeris compatlbiGtywith theirwd6en engineering mquimments. Please review allTDDs and all related notes. �tVidcv� : 3%3/Zo Page 1 of 2 �G G L G fjRr+o 11 �Ox Mane, Marti 5EMMM3 nnSCMIDW&<EACBf Manuel Martinez; P.E. 4620 PadEYiew Dr. SL Cloud, FL 34771 Aa#A-1 ROOF ==TRUSSE!§ AFLORIDACORPORATION RE: Job WRMSCM1560BlL No. Seal # Truss Name Date 37 A0286726 T06 2/10/20 38 A0286727 T06A 2/10/20 39 A0286728 T06SGE 2/10/20 40 A0286729 T07 2110/20 41 A0286730 VM08 2/10/20 42 1 A0286731 VM10 2110/20 43 A0286732 VM12 2110/20 44 A0286733 VM14 2/10120 45 STDL01 STD. DETAIL 2/10/20 46 STDL02 STD. DETAIL 2110/20 47 STDL03 STD. DETAIL 2/10/20 48 STDL04 STD. DETAIL 2110/20 49 STDL05 STD. DETAIL 2/10120 50 STDL06 STD. DETAIL 2/10/20 51 STDL07 STD. DETAIL 2/10/20 52 STDL08 STD. DETAIL 2110/20 53 STDL09 STD. DETAIL 2/10/20 54 STDL10 STD. DETAIL 2/10120 55 STDL11 STD. DETAIL 2/10/20 56 STDL12 STD. DETAIL 2/10120 57 STDL13 STD. DETAIL 2110/20 58 STDL14 STD. DETAIL 2/10120 59 STDL15 STD. DETAIL 2/10/20 60 STDL16 I STD. DETAIL 2/10120 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 Job f Truss Truss Type Qty Ply WRMSCM1560BlL A01 Roof Special 1 1 A0286690 Job Reference o tlonal 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. Mon 7x10 MT20Ha1, 2x4 It 6.00 12 3x6 = 5x6 C 7x10 MT20Hi 2x4 II 7 g 22 21 18 17 '- 15 3.6 = 4x6 = 2x4 II 2x4 II 48 = 3x6 _ 1.50 It 316 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.26 TC 0.91 Vert(LL) 0.53 18 >854 360 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.01 19-20 >452 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.58 13 We n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T3: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2 •Except• B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2, W6: 2x4 SP M 30 BRACING- TOPCHORD Structural wood sheathing directly applied or 24-14 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 10-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149010-7-10 (min.0-1-12) 13 = 149010-7-10 (min.0-1-12) Max Hom 2 = -138(LC 10) Max Uplift 2 = -377(LC 12) 13 - -430(LC 13) Max Grav 2 = 1490(LC 1) 13 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2664/1666, 3-4=4163/2474, 4-5=-4061/2489, 5-6=4033/2514, 7-8=-254/176, 6-8=-5646/3203, 8-9=-5890/3353, 9-10=-5842/3342, 10-11 =1 997/1402,11-12=-2105/1392, 12-13=-2688/1678, 6-7=-270/191 BOTCHORD 2-22=-1303/2308, 19-20=1752/3602, 9-19=-296/266, 16-17=-1338/2336, 15-16=-1338/2336, 13-16=1338/2336 WEBS 3-22=1339/845, 20-22=-1523/2709, WEBS 3-22=-1339/845, 20-22=-1523/2709, 6-19=-1278/2608, 17-19=-113412387. 10-17=-1262/578,12-17=-619/549, 6-20=335/499, 3-20=559/1368, 10-19=-2209/4464 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=4.2psf; h=15ft; 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 8 MWFRS for reactions shown; Lumber DOL='I.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt--lb) 2=377, 13=430. 8) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1615:46:19 2019 Dead Load Deal. =12 in PLATES GRIP MT20 2441190 MT20HS 187/143 Weight:2241b FT=10% i4w MwgNF�.EW N-Af PWV TFWS6E6(SEtI£{Y).GE,a£Ry,TEM18MCpi6Ripifi W5T,MkV �'SWER'}dGMlldNtEOcN£Nl-Imm Yvp.Niy, pva,laf,W rW wY.m Pb Trmbgn �rnv,�R��M Manual M�MN7162 P.E. oxznume,s��.:+.+.q....a�..ow+e,waoww»am.m�+Tumooenu,v.moaw.,w:Tnf.T�. a..me,vrosms E:•s.aiaaw:,r wrre...ma..Tvnaw�ra,mWw,rmen,abmw. tlOd)182 o.,.swo.�.r..m..cs5m+�a. rvo.v.c„a.,ow.am,.+.ae.wme.aaE.aiw�.•eTv.f.n.swv+aa.mv.amw...an. T.,...e�av^rt� ..m�oe.. �.�>fm,.awawoe.v...,�.,+a5y N.+Pm1ry o..quu.mceam.row.rw roo.nw,.cs..wawse.•>we,u+w�+wm+6wnaw.�nom msenwo-5�+�Nivf.e 6fcgn.. vv^�+6+ mTam..a.,mw•*w.w <6tO ParAY�ewU .ammo. w+b+.4-wm4Eroe,swirvnN.rwe.am.a wmma*eH�o.s..4P+evF.nvEro.,w,enm e.. e�msw a•v»•>vunanwn E.a�•m.^r'4.m. ^a SICIOW, FL M711 egvfA. pem. wovdpWmEnTAl:�py,15,Y0'N14 RA Pmi Trvriw-ReymC�u,Mvt pJa CetumonEMonYfp,p Rph,SOMwTeNP.p.rvlmm,.gR, Psfiwicx Job Thus Truss Type Oty Ply ` WRMSCM1560BIL AO2 Hip 1 1 A0286691 Job Reference o tlonal A-1 rloor i russes, ron Pierce, rL a4 %aesignLa Nun: 8.21D a May 18 2018 Print: 8.210 s May 18 2018 MITek Inaustnes, Inc. Mon Sep 16 15:46:20 2019 6.00 12 5x6 = 2x4 II 6.8 = 2x4 II a 7 n 20 19 16 15 " 13 3x6 = 4x6 = 2x4 II 2x4 11 5x8 = 3.6 = 3x6 — 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.41 17-18 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.81 17-18 >562 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.48 11 n/a n1a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* B2,134: 2x4 SP No.3 WEBS 2x4 SP No.3'Except* W3,W7,W6:2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or4-7-15 oc bracing. WEBS 1 RoVat midpt 8-15, 10-15 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 11 = 149010-7.10 (min. 0-1-12) Max Horz 2 - -139(LC 10) Max Uplift 2 = -378(LC 12) 11 = -378(LC 13) Max Grav 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2664/1664, 3-4=-4164/2474, 4-5=4062/2489, 5-6=4171/2629, 6-7=4081/2370, 7-8=4045/2360, 8-9=183611336, 9-1 0=-1 948/1312, 10-11=2612/1629 BOTCHORD 2-20=-1301/2307, 5-18=-224/270, 17-18=-1455/3218, 14-15=-1266/2250, 13-14=1266/2250, 11-13=1266/2250 WEBS 3-20=13361841, 18-20=-1516/2704, 6-18=-746/926, 6-17=-561/1302, 15-17=130912960, 8-15=2068/846, WEBS 3-20=1336/841, 18-20=-1516/2704, 6-18=-746/926,6-17=-561/1302, 15-17=1309/2960, 8-15=-2068/846, 10-15=718/630,10-13=0/300, 3-18=-564/1371. 8-17=-1604/3565 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=4.2psf; h=15ft; 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) 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=378, 11=378. LOAD CASE(S) Standard Dead Load Defl. = 7/16 in PLATES GRIP MT20 244/190 Weight: 221 lb FT = 10% Q.�cv..a..w-rrcoceTwsaEwCSEa�vj.cE+:Eaw,.rEcuswerodrwnswsTauExreurcmu`ivrow�ewea:»rmn,v«rrn.a•m�«e,..a.ww.,.,an T:.ve..w1*a n�n.a,n. SW3T1y.EMerr,Wmx..w�Manw.wbnamn.e.mo-a e�YPD. Marwel Pi. mryugemw,.m, cktia.Rmu. n„d a.rw TCL me.wn u.T.wo En�.,,:e Pn.s�WEr�w.,i�wwmayTotine�®gyp., .e�e�nnwawa+�m�we+=osewme.bw+am.+WT.+.aamama+mowa...n,m..Tmanwa.vxw.v aarycmam,•:w�urww.ansi.nm..ne�am�+.�c�+.�u+saw 71U tlN0411B2 Onr. u. wr..same.p.aa.e.. e,es,e o-.v..c:.v,. rne..ae. PS b BG.YglmdhaehN mH.n..awo.+a..mo.�e.n..awan.Tw..Y�YMMs9..ben..,+.arv, �b.mawe.e.,.�rwur Mrammale 4V.d.Rie177 aa.Feanmw^tw,a,.v+v.u..wrwawmn wfwace<n.+aa✓aenaw9Wi9cammsae✓.b Avm+�+eNTny�aexnwie4..�o.auv�+c4.s 1we,nav0'w �e �as.Trv.. e..k ,4:'.r�W��ranu.w.e.m..:wam ce..eras,wh+ema..ew++w?x..�vN,mr.�+M.�.n. eta�TVE.y'.!�v1:mv. e3+p o..,wai�mer.'.: Eti!,+Nar?+F�!x SIGwd.R 347r1 tayMR00m,amuMlR6nTPF,.LMryM02pI6R1 PmfT,nmes-cenreum,bwCY�im0.},vymry't y'-wA.t.ewlM..m� ta,rmw,a/-, p�IrvaCa. Job Truss Truss Type Oty Ply WRMSCM1560B1L A03 Hip 1 1 A0286692 �Job Gurnro (optional)re /nnrinnl A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.cem Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:212019 Page 1 ID:Id OOXyyT61Bi_TXoljwHHzefvK-_hGPz_o3oDEdOgCVZDbPyG4hk92fGog2ZaRVdlydOxm 1.2-10 6.00 12 Sx10 � 5 Dead Load Deb. = 5/161n ce la 15 14 _. .-12 3x6 4x6 = 2x4 11 3x4 II 3x6 = 3x6 — = 6.6 = 20d LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.33 15 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.60 17-18 >765 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.40 10 We n/a BCDL 7.0 Code FBC20171TPI2014 Matrix -MS Weight: 221 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP 2400F 2.0E *Except* T3: 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-2-6 oc bracing. Excepb 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 12-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149710-7-10 (min. 0-1-12) 10 = 149810-7-10 (min. 0-1-12) Max Horz 2 = -156(LC 10) Max Uplift 2 = -387(LC 12) 10 = -387(LC 13) Max Grav 2 = 1497(LC 1) 10 = 1498(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2674/1670, 3-4=4231/2526, 4-5=-4123/2541, 5-6=3329/1912, 6-7=-3331/1979, 7-8=-3683/2093, 8-9=-3815/2064, 9-10=-2617/1630 BOTCHORD 2-20=-1306/2317, 5-18=-206/367, 17-18=1998/3877, 16-17=122112990, 10-12=-1266/2256, 7-16=-642/1337 WEBS 3-20=-1354/854, 18-20=-152412714, WEBS 3-20=-1354/854,18-20=-152412714, 5-17=-891/794, 6-17=-363/566, 6-16=-341/795, 9-16=-10311041, 9-12=-10881759, 12-16=-145312556, 3-18= 613/1427 NOTES- 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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= 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 2=387, 10=387. _ LOAD CASE(S) Standard 0 Manuel Mahn P.E. 604718E 4 Par .[x 61 CWI, R. M"I Job Truss Truss Type Oty Ply WRMSCM1560BIL A04 ROOF SPECIAL 3 1 A0286693 ' 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 6.00 12 5.6 = Inc. Mon Sep 1615A6:22 2019 1.5x4 II 4x8 1.5x4 II 5x8 .5x4 II 5x8 // 3D9.15 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (loc) I/deb Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.55 12-14 >826 360 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.04 12-14 >437 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.65 8 n/a rue BCDL 7.0 Code FBC20177rP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP N0.2 `Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6,W5: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOTCHORD Rigid ceiling directly applied or4-6-12 oc bracing. Except: 4-7-0 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 = 1490/0-7-10 (min. 0-1-11) 8 = 149010-7-10 (min. 0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Gmv 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (Ile) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4697/2907, 3-4=4307/2635, 4-5=-3134/1852, 5-6=-313411852, 6-7=-4321/2660, 7-8=-4676/2926 BOTCHORD 2-14=-2490/4232, 13-14=-1906/3619, 12-13=-1902/3644, 11-12=-1905/3647, 10-11 =1 916/3622, 8-10=-2507/4245 WEBS 5-12=133812394, 6-12=-864/801, WEBS 5-12=-133812394, 6-12=-864/801, 6-10=-285/576, 7-10=352/445, 4-12=-8611796, 4-14=-280/568, 3-14=-356/464 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=399, 8=399. LOAD CASE(S) Standard Dead Lead Defl. = 9/16 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight:2001b FT=10% Arts n+w.064 nrLa N'RI NCCf'YAlIS5E6l'SfAIERi.GEHEPA4 Rn1ESONCCf:WfIpN6 WM.{@4'pT`BVVEAIOU,YIOWtGWNENY,mn, Wf/Gmgn rveiuluxM,W vYa[n W T,m}'eaP PnN^64RlRImbM ftuel Madhm P.E. e.x Q fioati:ni r�6^�rnM1rnw tivaMww u�taaea..nr meama+roo.wgay®,.wnmdw dma rtw GmraearN, Teebb a irva eefgnrpiwvp OasprviyewmwR.pwYm.r/TPonn.•nNn asa ncenn�+r�•rr+a«�w+mm�ve.+wnlu M.armaev+MNT�mamwmvaiwo-n.aawTrvl.T,. a.w+mv.,rim•,e.�mm�emv.=urur«amawTmsmrnvwur.arw�mwnrao++roe. C04)1U1B2 oxm[woweM1 Vlerxeeepaenaw 9aFSmN)n.na.vamuamvwe.osme.b,a4+Mnewer.ama:ilsvom+YaeeioD.,amrua m.aaniiuw btiel+er+?rye..p?w�^ruwan.aba+�'4maa.nrA�SV d610P� er --vv.em.�n a.n+ce....w..row...awns.roo.ne:.vma++r..ram.=rrw+6mw.ro�..u.,Rsmneh.m.esxxr.r..e.ea6"eyam...e.'Tr.law..a.a+m�++®...ra 'armaea i,,...,omq.,. ecrmrre�nrr<.mr,wu..m�..r:�m�.F.ueneq.,mar.rums.;�.w.e.a/rnmsa`wrtw.MaemwrEv�:noT e,ra+sve.�ro�sumanen E�wnnm.ndatim.w sl tbW.iL%n1 y-yYwn»m4MCr THfhy,�ry�IGID16MPM Txwr-Rro-YYmdlYh,omrlHmplm,tJ PXaxrSF�+I Car6m pammveyFr Rcd irrra Job a Truss Truss Type Qty Ply WRMSCM1560BlL A05 SCISSORS q 1 A0286694 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 2 �G 48 1.5x4 c Run: 8.210 s May 18 2018 Print: 8.210 s May 18 6.00 F12 5x6 = Sx8 i 5x8 11 6 12 6z8 = 14 13 11 10 Us MT20HS% 3x4 � 3.00 12 Us MT20HS= 3x4 1.5x4 7 9-8-14 19-0-0 28-3-2 38-0-0 9-8-14 9-3-2 9-3-2 9-e-14 Mon 4x8 r Dead Load Dell. = 9116 in Plate Offsets (X,Y)— 12:0-1-14,Edgel, 14:0-3-12,0-3-01 16:0-3-12,0-3-01 18:0-1-14 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.58 12-14 >789 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -1.0812-14 >420 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.69 8 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 180 lb FT = 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 Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 4-5-14 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 = 1490/0-7-10 (min. 0-1-11) 8 = 1490/0-7-10 (min. 0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Grav 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (lb) Max. CompdMex. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-4730/2950, 3-4=-4291/2612, 4-5=-3137/1854, 5-6=-3137/1854, 6-7=-4291/2626, 7-8=-4730/2972 BOTCHORD 2-14=-2537/4265,13-14=-1916/3626, 12-13=-1912/3651,11-12=-1917/3651, 10-11=-1921/3626,8-10=-2560/4265 WEBS 5-12=-1350/2406, 6-12=-867/806, 6-10=-239/565, 7-10=-386/506, 4-12=-867/807, 4-14=-241/565, 3-14=-386/508 WEBS 5-12=-135012406, 6-12=-867/806, 6-10=-239/565, 7-10=-386/506, 4-12=-867/807, 4-14=-241/565, 3-14=-386/508 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposeci for members and forces 8 MWFRS for reactions shown; Lumber DOL ou 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 ANSUTPI 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 100 lb uplift at joint(s) except (t=1b) 2=399, 8=399. LOAD CASE(S) Standard Lu'AfAWfTiU88Eli('BFAL£R'f, GENEPA!..11R4R wGGl)1£6M6W6E4BiCWEP.IfrN'E?YI ACNIIOMEIK frIIi-fo-m.VvpT Mpn� reS,abq wG,wYn MT+m�e®�n➢rwm (ip mNAy Qhm6¢pgF,/x' r Soaaeq EpNwrneere.ce Wet Manuaa llNrnaMeaw vvm PmTW,m+f Ntanmmcmr Ne4]ehvlbuxG,a M',90pb e,4aTrom Unp,Eymwag0a5fe[upflgmah. B.f ualen YT➢J^o^e^^n e.- MdIN8N,P.E. c� measpwe,. �e�aer.e,u:a..ww�.aWbi+.�+b+ae„ra+wpTMn.arpcamwTw.aay.,=wiPon.Trv.awnr e.w,Wvv psrewarma.warsur.a,n.au.� ,W arvmea'rebu.,�a,epayao» g04T182T782 o.,..r. o»o..r,..+..m�aww ea-.Fwo..v..,w,wa.,wgneccw ec.pwauyn<m..mm.r.tt.e;rmamamo.�w.mrwoarageT.;...e rae..,ann..p.ue. xm.s:w.wa wn,.vsrr:,,�.+uw P+ a+..cw,mwer aereaeew was moemmemmee an,rw[xe>uesoam`nsn�^ smawA,.r..,..amn.,..,.,ym�e.a. 620 xa•me m+smmaa�sum tefia yw Nr»xm Tm,.,.. neamere4w.Hus...oro Mw4epewdM 8eyimnTertlnr.,E.rcgaWarxm:auNmTsrou,aenuM,vixWr, Mm'��Coc4nrsatlmN,`^wa,nW.n.Twwen4n�peq.Mfgtl.nNmvta.a.,m,mm4tlyaE,nry„.emioeeo. ilOTMBwYYN.G!9?e'wTwe#}M!m ET9TP+,rx.W.'epp✓'1PA s4lCloud, FL UR i.. apma:.W.$ow^.arM. He,ven.W—R.dq,wwmn.ea,mt.leal+mW„ aW�:1.Fmw8ninwacW, Job Truss Truss Type Oty ply A0286695 WRMSCM1560BlL A06 ROOF SPECIAL 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1tmss.com Run: 8.210 s May 18 2018 Print: 8.210 a May 18.2018 MITek 6.00 F12 5x6 = 6 3x6 i 5x6 5.6 5 7 4 W4 3x4 4 8 1.5x4 i 3 8 13 6x8 = 8 12 11 3.00 12 3x8 MT20HS-- 3x4 Inc. Mon Sao 16 15:46:24 2019 16 15 3x6 = 6x6 = 2x4 11 4x8 7-6-4 11-10-12 19-0-0 28-i-9 38--0 7-6-4 4-4-8 7-1-4 9-1-9 9-10-7 Dead Load Defl. = 7/161n r a ato ^ f Plate Offsets (X Y)-- 17:0-3-0 0-3-01 19:0-1-14 Edeel 114:0-5-8 0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.71 Vert(LL) 0.49 11-13 >924 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.9611-13 >474 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.57 9 n/a We BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH Weight: 1931b FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 9 = 149010-7-10 (min.0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2649/1686, 3-4=-4340/2667, 4-5=-3153/1816, 5-6=-3052/1841, 6-7=-3136/1856, 7-8=-4315/2672, 8-9=-4678/2898 BOT CHORD 2-16=-1316/2291, 4-14=-2331447, 13-14=-2135/3999, 12-13=-1897/3634, 11-12=-1901/3609, 9-11=-2479/4215 WEBS 3-16=-1451/920, 4-13=-117511004, WEBS 3-16=-1451/920,4-13=-1175/1004, 6-13=-1286/2346,7-13=-853/776, 7-11=-315/579, 8-11=-337/439, 14-16=-1566/2749, 3-14=-720/1562 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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 20.0psf 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) Bearing at joint(s) 9 considers parallel to grain value using ANSVI-PI 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 100 lb uplift at joint(s)except at -lb) 2=400, 9=400. LOAD CASE(S) Standard ©a..eaa,<„w+eAw.w•a+xiocw+wraeEnt'u�n-/,: aeufwn..raw,eswcwwnm+scusTamaxl:e+»wwuec>¢xrwm,v..banwe•�+'...mm.e.m....,m.tb. u.4. e..+*sttern.w se.mvF+sn.,,w=«. w.*ewr<w v<i,.<<m...s.mw wmo, ah.AW«o.mcavmfomnay..anrm. raC% asn Tro.oHty,.e<mr.<.ipna saw.roemm=d u...�a,,.romo m..a°„==, ManuelMaliP.E. xfywammer<u.ww«am*'rca.<mw+a+�ixnwaugrta «a+T<roa<o�<xaauunmo<m,�s mnr.+m a+v. rom.mr<m3<mvewws,r«=aaawas xw,.w..rena+aaenra�a,.s€bmm.- N04r+e202 o.�.R+aw,,.r..w,ir',aaa«a«m. �mr �o-ro=<.nww�x<,fae.uce.aee.mwmuff n<m.wm�a�.n<wmo.xmmame a.,,rsmi oe„nmaa�amr+q nnamo-.m<w<.mwwm,...mdavwxAseam.�.am✓+nr 4610 Pai*Mew Dr NMBKWq OmbumweLano-san wtMWtC�6MQNF!ie�.mtlPW.Ye,]IPe=uW,G�°'W< 8p<bMmmoem l8K9 Wd.u�s1YY 3CAPrtlsawbbvMPN�^a- TRxGelrwa l,wne0.<xlbf9T,N. pp PutlS sl clwa. FL 34771 m[ibxflmmaaronbffiiMW TPYtWw2Nt]616Ar Pn3trvmd=Wt�[{;rt9ndwoWam<,nMam+a�p.tiV-t�W+9nlFan aw wsripp,nhwn<f Ll put[mWx. Job Y Truss Truss Type Oty Ply WRMSCM1560B1L AO7 ROOF SPECIAL 1 1 AO286696 Job Reference (optional) A-1 Root I msses, Yon Pierce, FL 349415, ceslgnioutitruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46!25 2019 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-lSVwpMsarSk3vH WGo3fL66FOCnPTCeveUCPimoydOxi 19-9-7 114-0 7$4 f1-10-12 182-9 1-9 1 -010. 25-0A 30-5-12 38-0-0 394T 14- 7-64 44-9 6.3-13 0-90-7q� 5-2-10 5-5-17 I 7-64 I4- 5X8 6.0012 Dead Load Defl.=71161n 3x6 4 5x6 i 5x6 5 7 Z4!5W4 3x4 G 7.i 6 8 3 8 13 W2 5,8= 8 '- 11 3.00 12 3x8 MT20HS-- 3x4 16 15 3x6 = 6.6 = 2x4 II 48 7-fi-0 ii-10-12 19-0-0 28-1-9 38-0-0 1 7-6-4 1 44$ 7-1 1 9-1-9 1 9-1n-7 Plate Offsets (X,Y)- I7:0-3-0 0-3-01 I9:0-1-14 Edeel fl3:0-2-8 0-3-81 I14:0-5-8 0-4-81 LOADING(psf) SPACING- 2-M CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.49 11-13 >924 ` 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >474 240 MT20HS 187/143 BCLL 0.0 Rep Stress lncr YES WB 0.89 Horz(CT) 0.57 9 n/a n/a BCDL 7.0 Code FBC20171TP12014 Matrix-MSH Weight: 193lb FT= 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except` B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Stmctural wood sheathing directly applied or 244 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-12) 9 = 149010-7-10 (min.0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = 400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2649/1686, 3-4=-4340/2667, 4-5=-3153/1816, 5-6=-3052/1841, 6-7=-3136/1856, 7-8=-4315/2672, 8-9=-4678/2898 BOTCHORD 2-16=-131612291, 4-14=-233/447, 13-14=-2135/3999, 12-13=-1897/3634, 11-12=-1901/3609, 9-11=-2479/4215 WEBS 3-16=-1451/920,4-13=-1175/1004, WEBS 3-16=-1451/920,4-13=-1175/1004, 7-13=-853/776, 7-11=-315/579, 8-11=-337/439,14-16=-1566/2749, 3-14=-720/1562, 6-13=-1286/2346 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=4.2psf; h=15ft; 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 nonconcument 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) 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 100 lb uplift at joint(s) except Qt=lb) 2=400, 9=400. LOAD CASE(S) Standard A Fluw.Pwa+➢Yn'.,m�M'A11iW}1PIM%[b IBJ.tS1YF GfREPP!1FR46 aMG6hDRIYAi6W5IOMCRY�6NEW13GIGl61ttE6^nMEiP Imm V^NYM!U^4o�a�M�M»b MmwGn Twn 6qn Pcn^O RPPIwKM .\3 6o.eay e,y:..r,.e,.,w.p,.nymw. n»u,M„mu�..a„m.anwToo grad ry»w Nm..,wa�.wfa,MTcoma ru aai�»a.5„E.wn..,.gpa.sanq E,yvmn.Mrama�yTm..,...,,,b.n Manvel7182 P.E. �m4 MM[vaNn4xYupd,xMpimrywW.rybfrsGvpuYMwg4lNn MpCN WOgH.wMr11Rt,Thd�eW»wnpMiMsfiMc?�a'+n4 Wm�MNwa NU+'p iru»Mvry6MmpbMrup�nrAZ!yWM Omx:MOmen aD4Nr1az AVAN b'wR MbM^aM ruMNMfn4'PU BG.Aatl WJ$ipaWaW11+NMppmYMMIDOMani6Yl i (nay.n'hSnYns+d�N..nbuN.nMaLbn�iv¢N>awwmWMY �&dM*n cNme,w.4miww Um YPC nPawcWNvwMdMaa^i�^W^M.�MYmrm.ronnfa9drµW[: MiM�t4%Annreb+eir+ekrM'^awY»® nmmYYwa9�na NM OerkM.6.»mYYEn40yn`d.W.T�MmWunruWnefwYdntlMnOhSPnlatNnMUAM1b WWM6Y.Y!M1nr�mbd-i46F�VEq„nrdN9TXn9ulLW.Ml4!1^vAwbPr/m E'Po�M Nd^t r"b}N:'� aszova,R 34N $I ('iOYfL d, 3�rrf �»4�AWrmn e40nae0rWNifl.1 Lq�NG�i6At WKKLaawa F@N1uGlmc!MOdmMt.5Y31mrrtbhbn2lmeManmPwdn pa'mbnlo!�W alawTJwrn' Job Truss Truss Type 1 Qty Ply WRMSCM1560BIL A08 ROOF SPECIAL 1 1 A0286697 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1tnlss.com 3x4 G Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Ir ID:ld_OOXyyT61Bi_TXo ljwHHzefvK-L. -12 16-4-0 L1-0 21-8-0 25-0-1 30-5-12 8 4-SS 2-8-02-7-15 3-0-2 55-11 5x10 MT20HS= 6.00 12 6 3x6 i 5x6 6 6x6 C 5 7 4 W4 6 Sx4 G 8 13 1g71 2 // Rt 4f-/ s IJ1N6 d 16 15 3x6 = 6x6 = 2x4 11 12 11 3x8 MT20HS-- 3.00 12 3x4 c Inc. Mon Sep 16 15:46:26 2019 3x8 Dead Load Defl. = 3/8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ve 1(LL) 0.46 11-13 >994 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 Be 0.77 Vert(CT) -0.88 11-13 >516 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.51 9 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 191 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP 240OF 2.0E *Except* B1: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3'ExcepY W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-13 oc purlins. BOTCHORD Rigid ceiling directly applied or4-9-14 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 9 = 1490/0-7-10 (min.0-1-8) Max Horz 2 = -165(LC 10) Max Uplift 2 = -400(LC 12) 9 = -400(LC 13) Max Gmv 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2650/1686, 3 4=-4338/2666, 4-5=-3190/1839, 5-6=-3086/1861, 6-7=-3169/1875, 7-8=-4314/2671, 8-9=-4679/2899 BOTCHORD 2-16=-131712292, 4-14=-235/447, 13-14=2130/3992, 12-13=-189613634, 11-12=-1899/3609, 9-11=-2480/4214 WEBS 3-16=-14511921, 4-13=-1132/971, 7-13=-817/745, 7-11=-315/578, 8-11=-340/441, 14-16=-156712749, WEBS 3-16=-1451/921, 4-13=-1132/971, 7-13=-817/745, 7-11=-315/578, 8-11=-340/441, 14-16=-1567/2749, 3-14=-718/1558, 6-13=-1270/2322 NOTES- 1) Unbalanced roof live loans have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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 8 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) 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=400, 9=400. LOAD CASE(S) Standard ©wwa�,mw,..r.m.•rlrmaaiwsstucsauceenr 2xus.mvt'wrrpxs w�r��:wRPvaatarw,om.ewe+ex,•a<mvwaio. r�d�Ww,.m.mo.wz,... u*a w++w auu)«ee. S�e+y.EnPw,r�em,eer e.eseuse unmaae+.x+a'waama. zbo. ongax.uo7„xm,q vmasuaeen.ex ic4/>b.vda. nesz„n om�P*e^A°"°x"P M:?r!a o'enax=ad. tn+eam=rrzmnems>3,. a.e�.a vnmoy,we.rw.vi�aa.we.w,n cos tmeru..r awswmam+,.w�mnnreea,.: Mamrel MCN�z, P.E. d0471B2 .,ma.+nu.rw.w�b.a..wme.I+ere+waPaxrwa»a«4na Bw,wa;++v.ww+are 'a„W.WacoM.rvhn. SeElgntttM6'^w^GQ*B��M,Mw,N4adA.C.P,.16C.4W WHmPmEeWIPN TtsWW+�Wtl¢TtrowKm, GM W Trvu:vGM^PM1'm0..�9�i..A„WSm.WE++aPq'Nv6avbs,+fNn.ANY 400PaAYewa ,x+swa, ,aow�am,aamc�w wzmwm.wlue+sa+a§ Ww+.vw we��nsmrbar antescpomi+w•ehzn. 9cAw,.,..z.aaa+^+um�P�s rn.,mamaa.gwm.mmnsa .yn.,mwz„n. o.�r:�mre.^.vmwTarw,m«u.:wP+..*+'x+,•wr,,.eo-r.a„n.e.�.c>•.P�uwP.wei.ne.a..•..e T.eP..'.Ir 4rvor 0«4eM^c, ?a :.. St Cloud, FL 34771 �areaaem®...mah':aaear CwOHe'rva�rexrawr'W,...=nww�mmameaeMiwnma+iwm.naenmma.mwwua.nm,�a�mvm,mo-lawz,u:.oa Job Truss Truss Type Oty Ply WRMSCM1560BlL A09 ROOF SPECIAL 1 1 A0286698 Job Reference (optional) n-i n i t cusses, ron riumv, rL J4040, pesign(o}a Itruss.com nun:e.zius may lazuiurnnr.,o.Llusmay lc Lulcmuex ID:Id_OOXyyT61Bi_TXo1jwHHzefvK-H7 B: 6.00 FI2 Us = 1.5x4 II BSx6 6 2x4 11 3x6 1.5x4 11 49 3x8 MT20HS- 46 V 5 3x4O 4 10 3x4� 3 11 17 W2 5x8= W9 0 N 1615 5 2 3 av6x8 — 3x8 MT20HS-- 14 of 1 b 3.00 12 3x6 1.5x4 II 20 19 3x6 = 6x6 = 2x4 11 19-i-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.45 15-17 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.82 17-18 >555 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.92 Horz(CT) 0.51 12 n/a n/a BCDL 7.0 Code FBC201717PI2014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 `Except` T5: 2x4 SP M 30 BOTCHORD 2x4 SP 2400F 2.0E 'Except* Bt: 2x4 SP No.2, 32: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except* W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 4-10-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 12 = 149010-7-10 (min..0-1-8) Max Hom 2 = -147(LC 10) Max Uplift 2 = -385(LC 12) 12 = -385(LC 13) Max Grav 2 = 1490(LC 1) 12 = 1490(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2654/1667, 3-4=-4164/2502, 4-5=-4068/2516, 5-6=-4195/2687, 8-9=-4018/2571, 9-10=-3952/2402, 10-11=-402312384, 11-12=-4652/2817, 6-7=-3504/2089, 7-8=-3504/2089 BOTCHORD 2-20=130012296, 5-18=-253/307, 17-18=-1364/3106, 16-17=-134413097, 15-16=-135113078, 14-15=-2410/4200, 12-14=-2404/4184 WEBS 3-20=-1391/874, 6-17=-369/956, 8-17=-393/974, 8-15=-789/936, WEBS 3-20=-1391 /874, 6-17=-369/956, 8-17=-393/974, 8-15=-789/936, 18-20=-1531/2723, 3-18=-591/1396, 6-18=-876/1043, 9-15=-306/346, 11-15=-575/572 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-secondgust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with. any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=1b) 2=385, 12=385. LOAD CASE(S) Standard Inc. mon aep to ln:4n:zo Lulu Dead Load Deg. = 71161n 3x8 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 2041b FT = 10n/ QaA•araaovpny,t+w of auMiNlsxex Eettatul,ceuEw_.rscusa.a wvnmm,scw'ruiEp;rawevzju.,ttmwtEp6�etur rannv+.tr avy.6Namkmma,uendw n:,w nt+a. n.Ma noorwM s>•m+re.l �M,.m.n.Mmm.ur unx.,aaw.n.mwa>,a.rvo.enenAw»vn,nw d.�man aea,,.eaaa.rnn roe. d. a.. r,,,n p. n.F+.s�•++w t,a svedahero6�«S. ew xaron.m m?m+ x., Mamiel N71U P.E. +a. xwanurmawwwsx«emwmwreamwd,am.wa.>�*wm..ne•,nvnaedaacn••»lnomw.a+ne.m-, rm�ne�wroro. a.emx.meaum. w.wm«a en o,ak* m.+ye,arman rerewon s:ronris #O4r1B2 wp..wa.,mr. e,uwwa wNaren. nisan:.%eM< wwmwwa.wc,u.rec, �aw�=n.m..amf.cn.c�m+dawr,owu.mua�mmer...w a+rx.vna�a.•a�.. woxomw,da.,renww+,am+�W. H.eu S�WvaMm� F rvwv. m„w<Mve ipo Nuuo ve,aanN besWmv eudyny Cm„gmM?vuy mmmmNm(esp}pNv Ni% 59u.nrekrercroki R^WA tr,.laM+o.mwv+'+�mn. v,e g64a slclweFL 34Of emsaw^xuon4�.Aa�mre^v,^�,.:ala.w.rtum+.,w.ee cv®w�•.ew,•earacw..xw+.a+m.m:.+�'.Wh.ao-rt..�+a;a.tae➢^a�rere.+��:u xm e.eware w.Mgrrrewerimm. E�ro�aTm..vwum¢.N . rl 34n1 t�K. Iv,maanva<vBo9FYP4.,GWprt-�.,9AI6 A -A IXOYTvne[a-kertLebm dAn.M1imre%Nay Wm-.ttpM.LC•aYv➢wul EK.'Mm,pmpm tl0., Patlin,mx Jab Truss Truss Type Qty Ply A0286699 WRMSCM156081L A10 Hip 1 1 Jab Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.mrn Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:29 2019 Page 1 ID:Id_0OXyyT61Bi_TXoljwH HzefvK-IDIRejv4vgFUOup11 vkHHyQ4GOqu8TgDPgNwvaydOxe 14-8.1 14 7-&9 11-10-12 124-0 19-04 213 5 259-0 28J-8 31-7-1 38-00 IA9-0-0 4-0-0 7-3-9 47-2 0-SA 2-0-0 4-3.15 4-3-05 240-H-9 6-415 5z6 I1 6.00 12 1.5x4 II 5x6 // Dead Load Deg. = 711 Sin zo 1a 3x6 = 46 = 2z4 II 3x8 a 7-3-9 11-10-12 . 14-8-1 . 19-0-0 23-3-15 . 25-8-0 . 31-7-1 38-0-0 7-3-9 4-7-2 12-9-5 4-3-15 4-3-15 24-0 5-11-2 6-4-15 Plate Offsets (X Y)-- ]4:0-3-0,Edge] r9:0-3-0 0-3-0] r11:0-0-10 Edge] T18:0-54Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.49 16 >940 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.88 16 >516 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.71 Horz(CT) 0.56 11 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matdx-MS Weight: 202lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30'Except' T2,T1: 2x4 SP No.2 BOT CHORD 2x4 SP 2400F 2.OE'Except' B1: 2x4 SP No.2, 32: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-4-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149010-7-10 (min. 0-1-12) 11 = 1490/0-7-10 (min.0-1-8) Max Horz 2 =-131(LC 10) Max Uplift 2 =-371(LC 12) 11 =-371(LC 13) Max Grav 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2665/1655, 3-4=-4180/2468, 4-5=-4099/2483, 5-6=-3712/2217, 6-7=-4761/2730, 7-8=-4761/2730, 8-9=-3782/2189, 9-10=-4541/2886, 10-11=-4651/2765 BOTCHORD 2-20=-1294/2309, 5-18=-252/353, 17-18=-1907/3788, 16-17=-154413375, 1 SA 6=-1 547/3396, 14-1 5=-1 555/3382, 13-14=-2203/4032, 11-13=-2365/4179 WEBS 3-20=-1336/842, 18-20=-151212693, 7-16=-269/219, 3-18=-565/1382, WEBS 3-20=-13361842, 18-20=-1512/2693, 7-16=-269/219, 3-18=-565/1382, 6-17=-343/474, 8-14=-261/455, 6-16=-858/1772, 8-16=-846/1745, 9-14=-614/629, 9-13=-253/304, 5-17=-520/466 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=4.2psf; h=15ft; 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. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beadng surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=371, 11=371. LOAD CASE(S) Standard Q tiryieiw W-RIAtMiIPUa%EB ccEs(fR'f.GErvERR.TG1:Nsert3Cbtd)m�rv64u61¢AEA.C�1vEA.', ACNt�a+AEABUErvrawm vrbf+sM6+a��^w.va,mp.mmnY,wG]�we+M Irani anaM w r taeo.,va,4,,.:.,eee,.,w.n..enea,.r u,umaan.,me. »mamwmo,a apm•>A+ weaax..rtaraexaemambe resd.usY„v onw*enyn«mafm sPmW Eram.t. e�evaana,rfiw ntnmdem Manual AM rm. P.E. e�m.uaa,..w�a,�w+.aM« .ea.wmo-Mimt..,�y,ame MR aaceaau.mover.w.lrFl.rr,.a.wn..r„w:... �miema�me.swemo-reww+aa»tm.. a.anvwvmaomnmw�vmuvamr. M71' DIX =w.n..om,..rv.,u...neam«awenma✓aaua�«nm,me.earrcu.�c.wrec.bada6n,uaam mam�f tn.aM•o�e�armsraowk.nwu w+awrau: wuanca�o-etm*a. ,ewe�wac+re weaa.w.rw4s+r. d6fOPaM.M Y,awM .4aw W'Mae44r'IXmdfenwuu.umweNmmMNG Ia W4+t�"ase'dTH+Fa9MM8Wm^9aaK�a Web Mounmon WSW yRwMna N.tttWb9CRF rtmnraMOmm>yweana. twtMnaTem+eMvdWrycW .atirearwr,w..vr,,,R.i+.�rr:�gnwvw T,mww.e�..w..,:aim..u.•.maho-co-n.na+.ewF�e:+„cNna�.s.;wwa lasvea+av'-v+Pa�rca ews,ua�'va.mnu.sramt^cc�mv'1�hM St CIouE. FL 34]!1 ++vy:.awm.em«aanrnr worreyaazu+an3 rmavas»c-*rosrocmo..araoaoo-�mrn..vro,r.audnxwa,a,ewuw.wendamm+w.aa,aw*w.ios Job > Truss Truss Type Qty Ply WRMSCM1560BlL A11 Hip 1 1 A0286700 Job Reference o tional A-1 Koot I msses, Fort Fierce, I-L 34 b, Oeslgniolaltruss.com 6.6 = yt 1 Nnn:m.2lus May lid 2ulid trnn B.2lu a May lid 2ula MlleK lnausmes,Inc. 4x4 = 5 5.8 = 2x4 11 414 = 6x6 = 8 7 8 9 Dead Load Deff. = 318 In 22 20 "" 19 18 - 3x6 = 1.5x4 II Us — 3x8 = 6x8 = 2x4 II 4X8 -4 12-8 9 -20I 25 5 38 -0-50 60-02 47-9 1146.4 1223-3 VA 612 Plate Offsets (X Y)-- 14:0-3-0 0-2-71 I6:0-2-4 0-2-01 f9:0-3-00-2-71 [12:0-2-15 0-0-10] 117:0-2-4 0A-121, (19:0-1-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.41 18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.76 18 >598 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) OA5 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 246 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP 240OF 2.0E *Except* T2: 2x6 SP 240OF 2.0E BOT CHORD 2x4 SP 240OF 2.0E *Except* B4,B5: 2x6 SP 240OF 2.0E WEBS 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 1 Row at midpt 6-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149010-7-10 (min. 0-1-8) 12 = 1490/0-7-10 (min. 0-1-8) Max Horz 2 = -114(LC 10) Max Uplift 2 = -354(LC 12) 12 = -354(LC 13) Max Grav 2 = 1490(LC 1) 12 = 1490(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2704/1665, 3.4=-2179/1418, 4-5=-1888/1354, 5-6=-2071/1463, 6-7=-5615/3204, 7-8=-5649/3220, 8-9=-3715/2225, 9-10=-4103/2393, 10-11=-4749/2981, 11-12=-479012830 BOTCHORD 2-22=1318/2354, 21-22=1318/2354, 20-21=131812354, 20-29=1025/2077, 29-30=-102512077, 19-30=1025/2077, 16-17=2319/4733, 15-16=2146/4089, 14-15=-2151/4070,12-14=-2428/4338 WEBS 3-20=-555/495, 4-20=415/734, WEBS 3-20=-555/495, 4-20=-4151734, 9-16=-955/1705,11-14=-2361311, 6-19=-3795/1935, 5-20=-531/268, 8-16=-17131913, 8-17=-788/1576, 17-19=-2124/4332, 6-17=2531/5150, 10-14=-407/418,10-16=-364/38B NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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 lost 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-&0 tall by 240-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Bearing at joint(s) 12 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 100 lb uplift at joint(s) except (jt=1b) 2=354, 12=354. LOAD CASE(S) Standard aDmTawsea treautxl,.cExEUD. TErsus.mca+vnorvscvarom aCauvE.»ss,D�omEtxaaxra». v.W a..b re»�+ .a»,aree...on mo T,uz. D.w4w.w,w nDNsaw Qr+>.».ma.+wuv»w»wn, &amgErpemrr.!e»nn Pxl Mao we Unka.olanana mMC sn hmroD.aM/R{i,n vw,v laky W'+b uad ta4m TD4m bvtl0. .4.Trvotln{Y FxDr-gfa.Eptluy.Erip ,}, D»wlmmYTOD »S�ee®.bM Manual ,P.E. o>tl»wMeeMYe^pwen^i-a+ro-a44+YhI,�b,�TdMYroMTux GeVUYwYn TDDa,,M.wzrTPt�.t1»Mw sW4ni bM`?miS,tr>. NWuvtlgex,unlmmv BWpvBbmemDa9MHdAr o.,..,ww,»r. ��l,»wawyMo.� w.v<«�ww,.wue..cqw,ae...awus,e�m..amN,Tn.•y,.o..,we.mDwwww.wv»rw..emnn i..�mw.•iaw u,.,.+.m�..ways.avua..m�>a+nw gN0411 71UBi aaw++cmw....:eoo- a mo.aww�.»..+aevws..mv»e�,exro�w�.•,e.mve,mmw+»�mam�aw".»ah Tm.as5v9..,w...i».oea v�,es+aa��sT>"�.mn..w mar.ua....w4620 Pu,ew 'rrfw. Mel Try+.D..yn.r.en®arErv�».�.ar».,n..n,n�..,:�aFsd.u.wah�vwrn..6.amm rdY�vN.on.w.inm.a. m.6r+���+r Era:..-.o flOT v»a '�'0.�•rPTm.. b,»bm Em�enaY.nydAY.N�. /l $I j:Oad, fL 3Q%rf -[ipSifd,mn»xv4MeC6,TPFI CNynaN43n6P1PNTxa,n-Paoelvm,GPe6mmTXmyMRbp'f.Wtl,y�artPgwvf�prmudngL,PW Shwa 1 Job Truss Truss Type Qty Ply ! WRMSCM1560BIL �Al2 Hip 1 1 A0286701 Job Reference o llonal A-, muui cusses, con Fierce, FL aawao, eesignCoaitruss.can Sx8 = Kun: mzlua May is zula-nnl: a.zlu s May 162u16 MI 4x4 = 5x12 = 5x6 = Sx6 = 5x8 11 Mon Sep 1615:46:31 2019 Dead Load Dan. = 7/161n u Ye Yo 11 3x6 = 3x4 = 3.6 = 5x8 = 3x4 11 48 3x4 = 11-0-0 14-83 18ff 21-5-3 24-0-13 27-0-0 32-3-1 38-0-0 11209 3-8-2 .3 _- 3-2-10 2-7-11 2-113 5-3-2 5-8-15 Plate Offsets (X Y)— r4:0-2-0 03-01 r6:0-3-8 0-2-121 r11:0-2-11 0-0-101 114:0-2-8 0- -121 rl6.0-3-15 Edgel r18:0-1-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in floc)/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.54 Vert(LL) 0.53 16 >853 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.98 16 >466 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.51 11 n/a We BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 249lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x6 SP 240OF 2.0E T3: 2x4 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.OE *Except* B1,82: 2x4 SP 240OF 2.0E WEBS 2x4 SP 240OF 2.0E BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc puriins. BOTCHORD Rigid ceiling directly applied or 5-10-9 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 = 1489/0-7-10 (min.0-1-8) 11 = 148910-7-10 (min.0-1-8) Max Horz 2 = -101(LC 10) Max Uplift 2 = -340(LC 12) 11 = -340(LC 13) Max Grav 2 = 1489(LC 1) 11 = 1489(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=-2679/1701, 3-4=-2317/1457, 4-5=-2313/1576, 5-6=-2441/1644, 6-7=-8194/4589, 7-8=-8739/4865, 8-9=-5950/3417, 9-10=-4394/2519, 10-11=-4821/2858 BOT CHORD 2-21=-1364/2361, 20-21=-978/2009, 19-20=-978/2009, 18.19=-1181/2310, 7-16=-112/324, 15-16=-3099/6097, 14-15=-1994/3989, 13-14=-2490/4410, 11-13=-2470/4374 WEBS 3-21=408/447, 4-21=-127/439, WEBS 3-21=-408/447, 4-21=-127/439, 6-16=-3226/6301, 6-18=-3066/1648, 16-18=-1859/3630, 8-15=-185611014, 9-15=-1346/2562, 9-14=-154/304, 10-14=-433/470, 8-16=-1630/3138, 5-19=-519/301, 5-18=-132/308, 4-19=-368/637 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=4.2psf; h=15ft; 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift. at . joint(s) except Qt=lb) 2=340, 11=340. LOAD CASE(S) Standard /� RtvnM.vwpR4 n.wM•M IiMGTW&9ERj'414HYJ:UEAERM.TCRM6vdGdi6Yfldi@W6TOM[T.Y4INEA�OGWMALf-MiL4N,-Imm YubLey ppxgtraHmandnmMp Tunps9rPravp QeR�.y.NM /e\ S.ao+MEWrwr+Hmwdwl mbnwt Unkatatlw.hewFtlm Nio@.maj ta:«mnmavximnmuwirxswTW pybwu?aaTwaemy4EnprgmyMEr+�M erebwS,nw.imerrme nmwurtam Marvel Madinat, P.E. emren�nr,.watwaru+y+mraannmea+unmra. a.d@na@ea.wmmaamaane:a.Tm Tee.Y.Troenm +ry.sN.rnewnaaw.wtrurcxe>•aw.T....�.�nswNmana.,r«wn*msdm #04T782 Xttty; MQanM1Nmmi2M w+tea.ewru+o Ott®a.hwwwradm�.c.hw0ie.dmewlff=ewa.a Trni�iM..ryvxae.rroomuwrw,a.®we. Tnt..Narw m�mre.tEryntn.uswd,ww..srmaaamtduM Maw Naa»aovNFumdcoweaw. nanweemmatnarmomAnemas:eaewwMtbnAmsaawa MawmN emr.es Ipr@ rTwwsxF�.N+nu,.�eM6a tn'NnNmt+Te,.t eemayommpmu>xnw 461Dr tl'Naadtlw i,wt.Mtip�n68ye�r' £.yNwLbT o b hww.rtaew.ws-ou..n.a.uweMScaax.n.ame+wm Nwa+v K.awa. ta:Pw avn+�+ra�+trp Parawevn?:+a,wer�.e.? srN�n.FRw✓mnnaw�Y H' St GwaudFL A. FL 34Tr1 tielnw2nOt Ce6teGgTf4Y FppIWtIORCI6 YRMTxmS-FecmCu6urtlMf ReumM Nwrylmm.ppMSM4v¢»wl Uq ytmYPswrNx-Y 3}E}tltytgy Job Truss Truss Type Ory Ply A0286702 WRMSCM1560BlL A13 Hip 1 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:32 2019 Page 1 ID:Id_OOXyyT61Bl_TXoljwHHzefvK-AoRZHII Cbd3FMYci1H—ualhgbyJL2g5omWvydOxb soo i 4415 ]+] 9+7 13+7 1p-2.4 17-SB 18+8 24-24 35�-3-p_�29-0_-0� _ 33-0-0 3a80 39+0 r 4-0-15 3.38 1�-91-11-0 4-9-1211-0 3-&12 4U0 SPA+i o 0.7-9 3x8 = 6z6 i 1.5x4 11 3x6 = 1.5x4 I fix6 C 6.00 12 3x4 i 5 6T2 7 8 9 7a 3x4=10 11 IM �1ON � "r FRI 1+i1i1 �1I� � i� — . E_d 2826 2b 24 !_J 16 32 31 29 4x8= 2x4 II 23 20 21 19 18 1715 3x8 = 4x4 = 1.5x4 11 2x4 3x6 4x8 = 3x6 = 7 5x4 11 3x6 = 5x8 =4x4 = 7xii = 3x4 = 2x4 II 2x4 II 3x4 11 9-0-0 84-7 19-8-021$3 dA75 ]-07 8-2- 134-7 11-58 19+820-0,8 25-3-0 294F0 33-0-0 38-0-0 d.5 3 � 4+7 4-1-0 1.1�0.T 3$12 4.0.0 0.1.8 04P 1-b12 e-7-9 Plate Offsets (X,Y)—f5:0-1-12,0-1-121.f11:0-1-12,0-1-121.f21:0-2-4,0-4-41.f30:0-5-12,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(-L) 0.06 15-38 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.07 28 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 13 n/a We BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 2481b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x6 SP No.2, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc pudins. 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) 2 = 73410-7-10 (min. 0-1-8) 19 = 1771/0-7-10 (min.0-2-1) 13 = 482/0-7-10 (min.0-1-8) Max Horz 2 = -85(LC 10) Max Uplift 2 = -202(LC 12) 19 = -710(LC 9) 13 = -307(LC 8) Max Grav 2 = 750(LC 23) 19 = 1771(LC 1) 13 = 512(11C 24) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-11801643, 3-4=-1059/566, 4-5=-889/511, 5-6=-610/338, 6-7=-610/338, 7-8=-526/809, 8-9=-526/809, 9-10=-518/800, 10-11=0/251, 11-12=-261/541, 12-13=-625/957 BOT CHORD 2-32=-425/1015, 27-30=-1761714, 26-27=-265/913, 25-26=-147/790, 24-25=-40/378, 22-24=-401378, 21-22=0/283, 18-19=-423/370, 16-17=-732/512,15-16=-732/512, BOTCHORD 2-32=-425I1015, 27-30=-1761714, 26-27=-265/913, 25-26=-147/790, 24-25=-401378, 22-24=-40/378, 21-22=01283, 18-19=-4231370, 16-17=-732/512,15-16=-732/512, 13-15=-732/512 WEBS 19-21 =-I 709/1450, 11-17=-483/278, 5-25-2101369, 30-32=-330/800, 12-17=-394/630, 6-25=-2721233, 5-25=-261/202, 7-25=-4847733, 7-21=-11301680, 10-18=-535/392, 18-21=-232/267,10-21=-858/1012, 11-18=-512/546 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=4.2psf; h=15ft; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except at --lb) 2=202, 19=710, 13=307. LOAD CASE(S) Standard Qr..ve, Nu�p q,.+>.waua, aonxia9aeasParuKa7•Rw rtaasa,auaortnwsumca.,-u;rs,n'sx7 xramm7Eac+eern-,o.., v«yaa•r..�.w�u...w,..aerono-�m. u.,»wxy. arwi tro[n.«aw s>sorv.E.q... Manual,P.E. ®aF»�a.M.mw,rnanuA.,ap. ewewwmo.any w,,o,a.u,mdw Nmn.nwtwux4rxwroD�eb sa w.1m.,Onv*ery �•aa M.cxd.*rer ..,K ax-mtlm+rry.ND,•m.mna m. .aw o.eo-,..w.+..,,:.w«w�..•w++omen+nw+mu:w.wau.wwmr�anaao„serxao�ev.w�m,.r rn. e.,w w=. a.>mi a �r w,,,.wman,,,. m..mo�aaaa ��+•roeram.. ':.3,w k0471U047182 o wu. o.,.t wevisaa.a«n a+enawa,4�+•a mmamwmC..w�ec.wuaowa�ewo.varrHl rn.aw+a mwi aw,awo., vw.,,,si.mnwa.avwe n�a..m:,nr va,.Rw4w s cm, e»,®,.a. wma.ea«..<wa�.a..aw+mao+w s:^.P+avw 4620PAVi.Or nwm�s.rimrm w? w .•a .�..w.a:.e wrw-.•aa�. m.,a�,.. au..orro.r w,a,ros aa...uv E^wm�4Yrva u.w.e w.nen.-.+.e.e.,.e ey sCo.u.a.�..na.�a�.wyo-X.ao-q.rws�av u,,..,:>fw*m. ewem¢,o.,e..s•,o�r..wsne,�,�cvae.vamyma�.. +n Stdoud. FL 347/i cii�to4wm.aauumutanm.l.%>voW�ctiaw,ar..ranxiomsi-#Kwm�cfn.Nnamcutintnmr a+ma poradm+aanmawwN,�ms� ndalaeerrrvs.et Job Truss Truss Type Oty Ply WRMSCM156OBlL A14G Hip Girder 1 1 A0286703 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Mon Sep 1615:46:34 2019 1.5x4 II Dead Load Dell. =118 in 6x6 G 1.5x4 4x1 = 3 = 4x10 Sx6 = 6.00 12 5 17 9 3x4 i Sx4 i 3 w 11 1 qq d 1 2 4 2 12 � A 1317 23 45 48 47 48 22 49 29 28 26 25 2x4 11 21 18 1e 1 52 53 15 14 16 54 55 3x6 = 4x10= 44 = 3x6 11 3x4 11 3x6 11 5x6 = 3x8 = 3x8 = 5x8 = 2x4 11 8x12 = 2x4 11 3x4 11 84-6 195 15 21- 3 4-0A )-00 $-2-14 11-11-15 13-10-7 16-10-1 18J-] 241 12 26,1-2 31-0l 3641.0 49 1. 61 1-22-14�1 1.10-8 1 2-11-10 24i-6 0-9 8 1S1 4d-84-]-14 nn-a o-1n6 Plate Offsets (X,Y)- (4:0-1-12,0-1-121.f10:0-3-0,0-2-01.(16:0-M,0-1-121.f16:0-2-0,0-3-01.f19:0-4-4,0-4-41 t27:0-5-12 0-2-121 f29:0-2-0 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.98 Vert(LL) 0.13 23-24 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.2223-24 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.07 12 n/a n/a BCDL 7.0 Code FBC2017frPI2014 Matrix -MS Weight: 229 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` B2: 2x6 SP No.2, 133: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` W8: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOTCHORD Rigid ceiling directly applied or 5-2-13 oc bracing. WEBS 1 Row at midpt 6-19, 9-19 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS. (lb/size) 2 = 1304/0-7-10 (min. 0-1-9) 17 = 3893/0-7-10 (min. 0-4-9) 12 = 745/0-7-10 (min. 0-1-8) Max Horz 2 = -69(LC 6) Max Uplift 2 = -452(LC 8) 17 = -2047(LC 5) 12 = -582(LC 4) Max Grav 2 = 1310(LC 19) 17 = 3893(LC 1) 12 = 756(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2379/815, 3-4=-2603/924, 4-36=-2318/846, 36-37=-2318/846, 5-37=-2318/846, 5-38=-2318/846, 38-39=-2318/846, 6-39=-2318/846, 6-40=-925/2049, 40-41=-925/2049, 7-41=-925/2049, 7-8=-932/2058, 8-42=-932/2058, 9-42=-932/2058, 9-43=-832/917,43-44=-832/917, 10-44=-832/917, 10-11=-972/996, Continued on page 2 TOPCHORD 2-3=-2379/815, 34=-2603/924, 4-36=-2318/846, 36-37=-2318/846, 5-37=-2318/846, 5-38=-2318/846, 38-39=-2318/846, 6-39=-2318/846, 6-40=-925/2049, 40-41=-925/2049, 7-41=-925/2049, 7-8=-932/2058, 8-42=-932/2058, 9-42=-932/2058, 9-43=-832/917,43-44=-832/917, 1044=-832/917, 10-11=-972/996, 11-12=-1182/1050 BOTCHORD 2-29=-716/2082, 28-29=-120/292, 24-27=-706/2154, 24-45= 791/2353, 4546=-791/2353, 23-46=-791/2353, 23-47=-100/691, 4748=-100/691, 22-48=-100/691, 2249=-100/691, 20-49=-100/691, 20-50=-156/901, 19-50=-1561901, 17-52=-1109/496, 52-53=-1109/496, 16-53=-1109/496, 15-16=-11091496, 15-54=-371/40, 54-55=-371/40, 14-55=-371/40, 12-14=-894/1022 WEBS 17-19=-3653/1872, 7-19=-497/314, 27-28=-33/415, 4-27=-135/692, 5-23=-594/362, 6-22=01295, 6-23=-786/1893, 6-19=-3163/1277, 9-15=-220/319, 15-19=-853/1137, 9-19=-2382/1577, 3-29=-374/165, 27.29=-610/1832, 3-27=-263/355, 9-14=-567/1025 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=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch tight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=452, 17=2047, 12=582. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 249 lb up at 7-0-0, 106 lb down and 116 lb up at 9-0-12, 106 lb down and 116 lb up at 11-0-12 , 1061b down and 1161b up at 13-0-12, 1061b down and 116 lb up at 15-0-12, 106 lb down and 116 lb up at 17-0-12, 106 lb down and 116 lb up at 19-0-12, 118 lb down and 129 lb up at 21-0-12, 44 lb down and 71 lb up at 22-11-4, 44 lb down and 71 lb up at 24-11-4, 44 lb down and 71 lb up at 26-11-0, and 44 lb down and 71 lb up at 28-11-4, and 152 lb down and 194 lb up at 31-0-0 on top chord, and 311 Ib down and 69 lb up at 7-1-12, 84 lb down and 21 lb up at 9-0-12, 84 lb down and 21 lb up at 11-0-12, 84 It, down and 21 lb up at 13-0-12, 84 lb down and 21 lb up at 15-0-12, 84 lb down and 21 lb up at 17-0-12, 84 lb down and 21 lb up at 19-0-12, 77 lb down at 21-0-12, 145 lb down and 139 lb up at 22-11-4, 145 lb down and 139 lb up at 24-114, 145 lb down and 139 lb up at 26-114, and 145 lb down and 139 lb up at 28-11-4, and 399 lb down and 393 lb up at 30-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60,4-10=-60, 10-13=-60, 26-30=-14, 25-26=-14, 20-24=-14, 18-21=-14,18-33=-14 Concentrated Loads (lb) Q,Ni� 'A1PWf T1UlS5ES('E!(ER'/GENERM. iEFYBmG40.`91r OMF SUSiIXAEky9(IYERry.WxMp'NtfpGME tam l✓ajgg9l +'mac N 2Nnv CsuTOt�'M 47DDi�4=a sr.cwy E,gm ecrer.m, enx,a.ima.uwunca. er..asm,m e.roo. c,afay. umawmusen,xwio4wes con. sai oacsnE,p....,xq(.e;.asyprpw.R oa.wm m>aJmmsemen Manve4Nrex P.E. .a�x,w.amw..v�aam>omr+e. a. m.gnab, +qa4*.� xxa m.rn°aorov. w,a.m l,rma.w«µ,earm.uan Eaa rawu m,.nmma= ,.wa„wzbaw rn,m.a. o.,.r. �,um„�w m.ewxw o.ea•xa,.a+ae..wc.e»mc.artioa.,erw1 T,..�m�+a m.mso,a., rw a T w�murv..+�.v..ba.E.w. weu.aa....nW.. k047162 arwgvanw oemaxv..atm+aw wmusm,m4 ma.am.ma..-e;..aysxiw.xeugewapm„pmw swgsacmmnmiaswpun:mggtts,era saca.n,.w.wwrce v.m.,ufl„e.n ..wo,.,e,,,m...w � 46201d,Wd, `.d4ciMW nnwvm',.anawNEnd�+c^mJTRwumrNe,e.r,+mM+. m'� aa,.e h�mnesSro+Mwc^n�4re EiegN^+P^M�-Thc epomi EOMx'�iwrew w8uV6N,<v,[0v! TvbbMmfegEulgta,^Y4�'°4 r� $I (:1 r�3477FL An cW'�-<1<llmmmvb,6rrmLLghll tdpmq,l4R,Yf6PAAOS4YY%4-'G¢NMaMe!Plv9of�mlAVMYcsm.Ppy�mMMaNNvsMan Onm%amgklpxlTrva4ta Job Truss Truss Type Oty Ply WRMSCM1560BlL A14G Hip Girder 1 1 A0286703 Job Reference o Clonal Ruw i mbbeb, run Fierce, ru 34546, design d@a iwss.com nun: c.ziu s may 7a zwo Ynnt: u.zlu s May 1u 2ula MiTek Ind ustnes, Inc. Mon Sep 1615:46:34 2019 Page 2 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-6BYKhRZDkCtnU57pSKS_?7shPYgpkgzY65hanydOxZ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-192(B) 8=-31(B) 10=105(B) 28=-311(8) 14=-399(3) 22=-73(B)6=-106(B) 36=106(B) 37=-106(B) 38=-106(B) 39=-106(B) 40=-106(B) 41=-118(B)42=31(13)43=-31(B)44=-31(B)45=-73(B) 46=-73(B)47=-73(B)48=-73(B)49=-73(B)50=-56(B) 52=-145(B) 53=-145(B) 54=-145(B) 55=-145(B) Manuel&bMT,P.E. #W71U d Pa '"Dr St CIwd,PL URI Job Truss Truss Type Oty Ply + WRMSCM156OBlL B01G Hip Girder 1 1 A0286704 Job Reference o tlonal A-1 Roof Trusses, Fort Pierce, FL 34946. design@altruss.com 3 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 4A= Inc. Mon Sao 16 15:46:36 2019 3x4 = 1.5x4 11 4x4 = 3x4 = 4x6 = LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.11 6-8 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.20 6-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(CT) 0.07 5 nla n/a BCDL 7.0 Code FBC2017frPI2014 Mahix-MS LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-1 oc puriins. BOTCHORD Rigid ceiling directly applied or 6-7-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS. (lb/size) 5 = 1389/0-3-6 (min. 0-1.10) 2 = 145410-7.10 (min. 0.1.11) Max Hoe 2 = 80(LC 8) Max Uplift 5 = -075(LC 9) 2 = -502(LC 8) Max Gmv 5 = 1389(LC 1) 2 = 1454(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2594/887, 3-15=2196/826, 15-16=-2196/826, 4-16=-2196/826, 4-5=-2535/868 BOTCHORD 2-8=-763/2244, 8-17=-763/2264, 17-18=-763/2264, 7-18=-763/2264, 6-7=-76312264, 5-6=-70212177 WEBS 3-8=-7/601, 4-6=7/578 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 Qt=lb) 5=475, 2=502. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 249lb up at 7-0-0, 118 lb down and 129 lb up at 9-0-12, and 118 lb down and 129 lb up at 10-3-4, and 239 lb down and 249 lb up at 12-4-0 on top chord, and 311 lb down and 69 lb up at 7-M, 77 lb down at 9-0-12, and 77 lb down at 10-3-0, and 311 lb down and 69lb up at 12-3-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-4=-60, 4-5=-60, 9-12=-14 Concentrated Loads (lb) Vert: 3=192(B) 4=-192(B) 8=311(121) 6=-311(B) 15=118(B) 16=118(B) 17=-56(B) 18=-56(B) -oad Dee.=11161n 5 R PLATES GRIP MT20 2441190 Weight: 81 lb FT=10°/ © wwawmm^Y,.•�wm. con aocsmu Ea lro2xc Tp.c,Eeren+t rep.usmeccemmoxswnra>En,CmnExnecvamewe�xrmm *s.he,.y. m�+"+mwa.w.m. wi�m c.w+���Ysm�.ma Ew.wsy eapw.ern4 dwatwanwwwmeexr.++..wa emlUO. orvy MjYam:mkbG o-�e.u>,exxem itxf,aaeM4 io.em®o.,4*e.d».Y.a n+. rereY.mx w.arton.nYros namnmsn Manuel U7102, P.E. nm,.a...Y� ...m...•ma.+om.a+m�mwd..4.m vgY*.w4sYN9 Y.mo'm r.mis,mnr m.a.w+.»umMw wn•axm a.wrnw.w w.anarN e.wwwrt. ,myaw d' o..>u.o�wa.+ e+�iuw a.v+�N me�am.ux.wree.xwewµeoa.aw.l n.arm+dm. mo.wurceaw.aunt«w.Yx.r,T„�msmn.YmvnYaxew, rn-x�°au.. ��w�.� �}µ� <6tO PaMMM riexer N^+waavv.++am.mlaem .w,�..mw ammo.con.m.=m.wew.Is..aueem..c�mem+m,sYmeam�w.., tasaw�uemm..Ksxnr.M...mea.w"unew�m- a�Y.pY. v...q.r, sa.�.v E^G�mmtia TleN1.lM.ame:wYu AvYs. a.amu W4RrY.xmmluam Ymmah lw+w�mni.a.la sp..�wr E.paew' xmms&danv.a!a+� mime 4irbm4w+m amye..sae r4 Slaoud, FL 3471 upen:tlrvnsgeaea4e4YTRx CogiryE4RtlI6Px Rmrfxxs-FeCFMulMtlTf maai.NYYsytT,\n PE1SleYt4W1UYw0sn tmnNdNpFlRwtiemX Jab Truss Truss Type Qty Ply WRMSCM1560BlL B02 Hip 1 1 A0286705 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. Mon Sep 1615:46:37 2019 Page i ID:ld OOXyyT61Bi TXoljwHHzefvK-WmESKS7507FML7QZVat9belS2cYtOEePE4JL06ydOxW 104-0 1d0 9-0-0 a-M 18-11-12 9-0-0 8-7A2 0-8-0 416 � 1.Sx4 II Dead Load Der. = 31161n 4x8 4x4 = 56 = 4x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.25 7-13 >929 360. TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.43 7-13 >525 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.02 6 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30'Except- T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-3-4 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-11-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 69910-3-6 (min. 0-1-8) 2 = 78910-7-10 (min. 0-1-8) Max Hom 2 = 95(LC 12) Max Uplift 6 = -176(LC 13) 2 = -215(LC 12) Max Grdv 6 = 699(LC 1) 2 = 789(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-10121619, 3-0=-806/675, 4-5=-806/675, 5-6=-10171622 BOTCHORD 2-7=-394/806, 6-7=-394/806 WEBS 4-7=-81372 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=4.2psf; h=15ft; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 6=1 76,2=215. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 69 lb FT=10% q�Ymb N-AI PCOFiPe6REB(6'1l£RLpEM1ERLL 1EfJ,6MGfiJ6liVYi6WMCYCAI�>f%i OLg16IM1FMJF 1-,ua\'s%b.9�M•aV••eYMnmsu Mahm D•N��.a9 RG31N6� QFl•s� &.mn esa�" .wxaa.o,.wm.ae,..w.era v,a.roo arw:.�,�wm.wa.w ammo bb. we:'aanw.vmmr�m�•rtw tuse.>+b'-�avF.a.wa,ar�,imna•=^an wm�a.nw wmwaa..A.wm.�+.ee�.serTen+a•.ynam.r,wT,.nam..u�evmow.v.Mmra.i.Trom.m�4 w.F.v o.weo.z«...wr.�aenwu,b r.,..m.nre. u:.saw,�.uyaa. 8041702 Mawel471U E. ow.wo.M...u.:am.,wdm. auaroo••4+.a �e.ace»�.n�wwae•«a.�a ray, rn..wwnwa.xm rn avreT ve. ®e+n o„w«,acwvn ...,mrm.. v.awo�rw..mewd.a., ev.6dugOnm�vl6Wryabn.0n ns wm+��wh. re 66c'�h`��w�waavew.m b�+eawa6..mw�.w� .wr., NP�i,vnu•+p�+r,ec�•*Te^G^+•'aeT,wu�.e«se.rw.w•w�..,va.r.�.aM4�^`6•�•P•bw�:+ aoM�o•m•aw.d T+am+� Erva... �arb*m �'a•-+swap in, u... v.�mm�eun.a - a�u'^c.P•a�rtmuu.sv�.ua+.•...�rm'ewan.w I6N PmF1 34Or 81 CloudFL 34T/1 -rocewmw:a....aed.aaxn Tear+a�+oin,<rvTvmT�u.;..-n.wmwmnesaammn�.nwr.mnnowua.wo-nw.,m.n6�na,azrrw.v . Job Truss Truss Type pty Ply WRMSCM1560BlL B03 Common 2 1 A0286706 Job Reference (optional) A-1 Boor Irusses, Fort l fierce, FL 34946, deslgn@al Wss.eom Run: 8.210 s May 18 2018 Pnnt: 8.210 s May 18 2018 MITek 4x4 = Inc. Mon Sao 16 15A6:37 2019 I 3x4 = 5x8 = 4x4 = Dead Load Deft. =1181n LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.14 7-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.27 7-13 >848 240 BCLL 0.0 ' Rep Stress Iner YES WB 0.19 Horz(CT) 0.03 6 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 84 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-113 oc pudins. BOTCHORD Rigid ceiling direc0y applied or 7-4-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 69910-3-6 (min. 0-1-8) 2 = 789/0-7-10 (min. 0-1-8) Max Horz 2 = 100(LC 12) Max Uplift 6 = -180(LC 13) 2 = -219(LC 12) Max Gray 6 = 699(LC 1) 2 = 789(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-11751797, 3-4=-866/597, 4-5=-863/595, 5-6=-1159f782 BOTCHORD 2-7=631/1022, 6-7=610/983 WEBS 4-7=286/491, 5-7=-328/363, 3-7=-364/386 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=4.2psh h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; and vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6=180, 2=219. LOAD CASE(S) Standard Qw.w auwaM n:w n-r.t aaeh'muss6s P£-`{{cary, GErrtrw-Teuu9.mw,nnons wetaew ('eUYE?5 ukewwtEaGmEra-lm,,. w6{-mm ve�Yew,..e,w.e,m. xv.e e.+6Q6 (rWlrm vu sc..�.Mr+s6+.re+„mo,x.aewd.w.w,nw<,... mmee,.e.Tco.myµ:+a„smdsm rw u,.mr�e.Tmme..we u.T„Mmccro��:a Wa yev�4. e..w �,wmo,w.�.., MawelTP.E. aawv�.mN�em.�..mo,eew.+m,nn,wangnavnmWT.mavoamn.Tooen,4,�.m..mut.Tmmo,.w.w�s,e•mnexabn.�..+w.mwams x�,,,.�.�r�¢en.,men.anvme. C04041V2182 q��v. o-.o«,N. a�mvxaa�..e sim,ee`ro^<lnusxonm.eem.wqa.wc.ewwup,ro�...em4,.Ti,..�.xam.mo.m«nwuw.awxw..azrme nnmmo-avow{,.umronwaw.c+cerac+...w�+Y+.W ifi30P� dr Nmaau.aemmws..n> u,emrma.a..m.ee..vaam•.eava,a.rnw=wu�ee.aaara,wimRwm+�WmN.n Nme. °nw++a�� Twte.n.. a.i..wa�+Wn.�e 'ne:,as+T,�..o..'a�.ce.�.rr+v'^".•eTn7u..ma.....w.�m�.�e.r,.eglmna.m.dwm6. �'..vera..e«.,a.e.lti sv��b` e�.a'.v?�,vesiwar.+.�u...�mei?+6^x ra slCbvC. FL JOTr1 =iR¢eda00mia v�viGv4EG/,TWt, Cop(vyYO]Af6PT PMITNvn�Pav,vG ry�m4ps0vanun{Nnrv�in@.b4RSNPt0�wlMmPn�ampeb�.dF, pyJlpvq{. Job Truss Truss Type Dty Ply WRMSCM1560BlL B04G Half Hip Girder 1 1 A0286707 Job Reference o tional A-1 Roof Trusses, Fort Plerce, FL 34946, deslgn@attmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:38 2019 Page i I D:Id_OOXyyT61Bi_TXoljwHHzefvK-?yogXoOknRNDzH?m21OO8rHcu0xslYBYTk3ujYydOxV -1-4-0 7-0-0 11-11-12 1 4 0 7-0-0 4-11-12 R1 3x4 = 1.5x4 11 44 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.09 6-9 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.13 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(CT) 0.02 5 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matdx-MS 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 4-1-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-2-9 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 = 802/0-7-10 (min.0-1-8) 5 = 105910-3-6 (min. 0-1-8) Max Horz 2 = 166(LC 8) Max Uplift 2 = -264(LC 8) 5 = -384(LC 5) Max Grav 2 = 802(LC 1) 5 = 1059(LC 1) FORCES. (to) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1157/360, 4-5=-294/188 BOTCHORD 2-6=-377/959, 6-12=-377/980, 12-13=-377/980, 5-13=-377/980 WEBS 3-6=-8/626, 3-5=-11701453 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=4.2psf; h=15ft; 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 DGL=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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=264, 5=384. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 260 lb down and 2701b up at 7-0-0, and 118lb down and 129 lb up at 9-0-12, and '120lb down and 129 lb up at 10-10-12 on top chord, and 338lb down and 72 lb up at 7-0-0, and 77 lb down at 9A-12, and 78 lb down at 10-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increaseal.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-7=-14 Concentrated Loads (Ib) Vert: 6=-338(F) 3=-213(F) 10=-118(F) 11=-120(F) 12=56(F) 13=-57(F) Dead Load Deb. = 1/161n PLATES GRIP MT20 2441190 Weight: 57 lb FT = 10 M,wpnry ma.Mxf aWF"rWssErtsEltEay, cE.trtu..lF[M6wbt+Y6(11tl16'-0usrawEcrevVEu')wir,anEOGafrxrbmtitif/6aan ..me.m,..mwavar•mmv ciao 0.p+6•.ue nDm�-av Q 6Twq.Erynawnfe�aw Naalhf»w UNw.a9ieMs pkq ge�lDD.aAF A{i'm•w+mdm01x4{MePh,nMMMiDDbbr%9.M•lWnOnlyn Eptrmmg4a.STtl b.ErybwM.MWm.,,ry,TDOrtpa�rbM WFFPI 0471U,P.E. .tt.n =•rum..,x..�,.r-.am..,+w..w�Drcaww•4 a c�+a..awuw�t+•mowv,�mw.m�-1.±x. a.w..•m,Mm�..��cn=,a .xam.:awaunT�.owwv,w�.aam+rxM#047782 a.,A. Ma.,,r. v...m. w.^•QME.o,6a.D•F94. ,awae.."zc.M �ec.mamas=u®oo.,a mia m...am+waa.mn.w.mwa awnwtw.,sro r..s.o-.m.+aw m+mo..wo-w..aweaeam�.winr N.M TQD.. Acmmna fDrem w, ea mwTnn'+n.MO'�*�•u^..HvnYM3TGCmntm•e1kwW MwM4^n (B66V$i�M OY7P•^fS94P,MnL.•rxW MY^•'>Px6•ns N41.eertM•Eq wK.vdWNNC 4$'1a 3af 4dM1 ufMS Wd-w�6i•c•4PF�9b•m'WTNbbN.0 nu.4n o9nriMMlmY%4Ybn �/J••�W�xv'4W dPffit�•�a.Mv6u�i.?b 6P6+4YEW"�!.'a}lOTM 6u3i+00!,•V�.'ainnb9x•m.E^0'neear+M0uA5gY 2A. alri OYdFL4 . FL 3771 +a�mewrm.a.•sa.¢,raamY aon<;..eaam;w.amTny..-zsme,=m.nu...a�wnm+.m.nw�.'eo-x.mowem.w.�a•m��ma�Docrrw.«, Job Truss Truss Type Qty Ply WRMSCM1560BIL B05 Half Hip 1 1 A0286708 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.mm Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Mon Sep 1615:46:39 2019 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzetvK-T8M D180MYIV4aRayc7vdg3ggEQEIU6aliNo8G7ydOxU -1-0-0 9-0-0 11-11-12 1-4 0 9-0-0 2-11A2 5.8 � 1.5x4 II 4x4 = 1.Sx4 11 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.25 6-9 >566 360 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.33 6-9 >425 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 2 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30'Except' T2: 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except and verticals. BOTCHORD Rigid ceiling directly applied or 7-5-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing. be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 527/0-7-10 (min. 0-1-8) 5 = 433/0-3-6 (min. 0-1-8) Max Hom 2 = 207(LC 12) Max Uplift 2 = -137(LC 12) 5 = -137(LC 12) Max Grav 2 = 527(LC 1) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=434/146 BOT CHORD 2-6=-267/290, 5-6=-269/296 WEBS 3-6=-49/323, 3-5=-572/520 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=4.2psf; h=15ft; 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 beendesigned for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection (by others) of truss to bearing plate capable of, withstanding 100 lb uplift at joint(s) except at --lb) 2=137, 5=137. LOAD CASE(S) Standard Dead Load Deft. = 3116In PLATES GRIP MT20 244/190 Weight: 60 It, FT = 10% � awr.Awmn YmwBuz, ALbF'rwasES R=t IHii:GENEIW..RRMBUYCG1an1OIfi C4181dIPY4CBN'EA'iufaawwl£acaPM`arm wh'ham+rnvixwvw.wn mmnhm b.vaammefrrbj.ww lr♦ &.�'M#�robmmamw.n.el a.aa�. w..v ae�mme.m.arn e..mv,anN mo,.,.:m,pm mmra..exa,u.mom�sraoe..,u. n�m+w.sm ma(u. gl.oxp P,9roeQ, es.m a�.ymomem.mao MamrPIMPNnez, P.E. wcw`x�waowwoouWxu��gm.acnwm+Mk.wdn's+a+*W+ra=ao-mecnanmomv:.me,ttn.*nraw" ewaw era^oeaamo`ut wwae xxwvmawaaw+amsmw: #047181 m e MmPmv.dmmeM.a*tiw...nmwevaw usmv wwNF4v'G wwu.wraa.Pmn+veomwnaaparebxbms�tPpn �+WTi+ axq.. �.mawen+dao-xm�s` wi.S.avMvwmcsm:nw'®.w 46I0 PazM4ew or OM.W6%msaOc.gw,Ppgedr P.n>�mgaTrvnv,P✓+�va, ..++p,rum.ire,•�.aW�r�rw�wgU!mbvhrw4++M�b-t4. ey�drP�;mw.ox0*m.e,�ahaa�aw.4M•m [^e.!+m'R«3'M�geGM sl Cvua, FL Sam Wry Lal�4nm.nn4M1m6g2%l.Goy/my24RM6PAPoMDUHM-rbpOCurya.Ul,IloYpiNmXtNUNiIXm.OpEpIDLH.ffirou1lM.'MMPo�maaM4MM1I Pa[.tiWMS Job Truss Thus Type pry Ply WRMSCM1560BlL B06 Monopitch 2 1 A0286709 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aiuuss.com Run: 8.210s May 182018 Print: 8.210 s May 182018 MTek 1.5x4 II 4 3x4 = 1.5x4 11 4x4 = Inc. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 6-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.07 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 5 nla nla BCDL 7.0 Code FBC2017/rP12014 Mabix-MS Weight: 62 lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-1-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 52710-7-10 (min. 0-1-8) 5 = 433/0-3-6 (min. 0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 2 = -117(LC 12) 5 = -200(LC 12) Max Grav, 2 = 527(LC 1) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-605/196 BOT CHORD 2-6=-4811483, 5-6=481/483 WEBS 3-5=-549/547 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 Qt--lb) 2=117, 5=200. LOAD CASE(S) Standard Mawel7dadn P.E. M0471S2 4M Pa V.er SIC". R. 31771 Job Truss Truss Type Qty Ply WRMSCM1560BlL CA Comer Jack 10 1 AO286710 Job Reference o Uonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:412019 Page 1 ID:ld_OOXyyT618i_TXoljwH HzefvK-PXTz9g2c4MingkkLkOy5mUvGND53y4q_9hHYKtydOxS -1-0-0 0.11-11 14-0 0-11-11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 We n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purins. 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 = -5/Mechanical 2 = 181/0-7-10 (min. 0-1-8) 4 = -211Mechanical Max Ho¢ 2 = 42(LC 12) Max Uplift 3 = -5(LC 1) 2 = -71(LC 12) 4 = -21(LC 1) Max Grav 3 = 12(LC 8) 2 = 181(LC 1) 4 = 20(LC 8) FORCES. (Ib) 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 6lb FT=10% QP4o.M1w*VNr N'Af RdY+TRII65ER r'6ftlFRIr GENE0.8: h12N6uNG11401Tldifif AYCNENY�mR]�'.NNPMEIYGNFXI-lawV✓Ntm99n pazcn'aYneMrWndumLWYNnberyp bnumY irR61mWT. 6ww4 E,p,�rrbnw xbe�eebn uu utlev mw.m. mRea n..mo, mryny» i.ba.nwao.,aexcbmowa mwe.Tm.onn FMbwrm64n 4:bnM [npem«A tx.ww rTW,.ynwbn Manuel Naknex P.E. .vaa�umn.w'...�na••n�neerw naeav�nar,wa.ey�a vquiwaegcxil Tw we�v. w.mn.xma.w+nvnpcnaa.v�rcwawn wx.RxRr.mwmairr.nk.hrremrw.bm.ruae..xaYma. pOdr18P wv.wowr.basnrare�+ ob awia aw+. mm.uc.w®6 Rnrwar�ewa..,a iarf:lr. �.mmb.Ta�.n awwmebiw �n�E.,a.q..+w+vw..�r.+nwbr=�, d620 PazMriewer --ae,.P�n6 e.+¢Rmmmo:.e.n .n.wwrw., lmwwv.�• m.e.w..mu.aas,ym,�,xe.an eeo,wu.,msrnwMa�wra..asfiu..bs..m mm�+wa+d m.fa..... eea..er�imr.wr er..mar,.,w.;,..r.6wapEN•-.+a Ynmu..a.:r�.,,w.e.a..r.a.wM��r+.m.o..awm:..�,n,strno.+e..w..+w6y�.orE.v.+.�brmT e.e.6*rv➢..�'vr. .r�cnd+€ra..em.nra.wa. N SICbW.R 34777 42A-.abmbrmpiabTAt fWYnmlfiIDl6 MA RmtTwef-R,Tw"Cd.tlMdtlmmtXg6pb[r'Ybm1 MV Yn➢npmgs,stl6l RxlivKf Job • Truss Qty Ply A0286711 WRMSCM1560BlL CJ3 �TMSSType Comer Jack 7 1 Jab Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek 214 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 - 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 240 , BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 64/Mechanical 2 = 212/0-7-10 (min. 0-1-8) 4 = 23/Mechanical Max Hom 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -63(LC 12) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. -Al 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=4.2psh h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard QFl,••.•mwW,�' w'FtuowTwlesES ls9tsnl,eExeva.rERu¢each:MWasLYs-rwea}Y�Y4EMwsmmewvt<ut-am:vWacvq.wnmw•.a«a.�mma. ir..tl••w�••a�o CroDi.aw E S,xcvfr E,qe:,Wm,t�Y.e1>fmxw YnleoeE,rt,Y auhamp•1W.wNAViwmn beptrT✓aub„W MIwTOFPb WO N•Trva M'SM1EnpbrMppa6MLay f,Qrv3. G,•vtlmvrytrommbr. Manue 12Z P.E. .v..way.w�>✓�m�•emmm+raro.a..�naasewt•T�ra�aame.Tvoww.ma.Twn.Tn•a.ma.wem•.earocrame:wmu�sam>asr,,,.,,o..n�Y�c.,�,,.oE�„a•. tlN017182 a0 o•,v+.a :m,m °r ma..env tl .tea �•e�'ahm .aTnr.Tn.era•+ae..Tw.awrw.waysT.n• a�w�s�o.•�vv.nsusw..ep a5.wsm.,..�+W 4M PNw.er a putYFgdapB�iap fmWRa6W)l�mMnIBSCIPffiM]WTHk68CPwn4nrtV MP^��P•a�- TiFtpmvbnMn>'['M1•�0 Plnd —1--M1�t.T.E�ME^i•'��tl Tlmt.Wwss:.,nae ra�i•�i4w W4f. MAP•May, Y�,b94Itl0•a�'>a'nd.T+Bpmi E^9� aNM av OndfN,�•\9wt v.L,ivbN✓^FMMN: / !^4. M' $re", n. 3irr1 ".v�LJrmalortmMn WMNMTP l:Lvpytpy00D14 P.APM Tryvp�..RRa!xW4CKndP00Y/.neµ},apfomt{,prvf.9tlMMMPg �elpn V�¢�eIM1Ae"M l,umr. Job Truss Truss Type City Ply WRMSCM1560BIL CJ3B Comer Jack 1 1 A0286712 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitmss.mm Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 1615:46:43 2019 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-Lvb)aW3scz?V32u)rr Zrv7d11mR0_KHd?mfPmydOxO 2-7-7 277 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vart(LL) -0.00 3-6 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 3-6 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 2 n/a We BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 8lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 9510-3-6 (min. 0-1-8) 2 = 67/Mechanical 3 = 27/Mechanical Max Hom 1 = 52(LC 12) Max Uplift 1 = -13(LC 12) 2 = 47(LC 12) 3 = -1 (LC 12) Max Grav 1 = 95(LC 1) 2 = 67(LC 1) 3 = 41(LC 3) 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpl=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) 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 100 lb uplift at jolnt(s)1, 2, 3. LOAD CASE(S) Standard Qw».wwannp nu.vu-al aaoviwsuCb'EUFn1.c.�rxuu.TtRus.mtd+�tt�b+awsraau'ol+w+'Ea9wo-�am[ou+t�m-mns.vnhw�•+.a,.w.m.. a.usrxe oumurwwt��lsaw axryew+w.nn,�,. weiaea. w..uxrnaaa,.+..wmma.mo. r�.m„wwm..v�a...eba. rzOroe...u.�..T�oa'c+r�e��afua�.ww.e,.a�l.w.sum�p'.zm,ee�..a+a ManuelMmtine:, P.E. cwwwawwa.,cw.a.w�..s�nba.m�mdaa+�di.unacaemvsTww?r.wrmr.m.a.,mn«..��wm+ws+a�•,.�.nre m.dav T�mbwr%�� abms,am,+aevms. 004r182 o..cw o..r.rm,osoey.+oe.svr�eo.w�..,e..ocnde.rw.n..nwa:vm.amN.Tn.sww+ae.mo.n.nw�.aa. m...:Hens.�o-�ro..ndwd..awnwve.m.�..w�r ae.Bemvb.a�ame ea mvo u,mrea., w.Twen»c.cw..mv+ ..wa. %ruw�^^w uwMu,mw,tasrnw�+wfm.Tn.a¢xa.. nr.eewv++a m�an..m...rew.ars....e <fitU pr 'vmsaw. Tryo aw.,.a.vv.E.y:+-aeroK.u..rt.o..:,,P,..�o,..�., amwtiscmee.v2.aw�w.gasraw�e...uw,.aTn.ac.m.,.�:wo.e.amn.?!.v,R.w,T�n, srm�enMna-awwa.?^ stclwd'a. R. FL AM �Msa i.�....uwumn mr,urrY+s>c.sws nmTNP..-a:..m,n«.em.ro�.«tn.robm:e v�ae.a.,nw,me.+m�&�.+�a.nar aevrw+m. Job . Truss TrussType pry Ply WRMSCM1560BIL CJ3L Corner Jack 2 1 A0286713 �J.b Reference (ootionall I Hun: a21 u s May 152018 Print 8.210 s May 182018 MITek Industries, Inc. Mon Sep 1615A6:43 2019 Pagel LOADING(psf) SPACING- 2-0-0 Cat. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017TrPI2014 Matdx-MP 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. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation uide. REACTIONS. (Ib/size) 3 = 64/Mechanical 2 = 21210-7-10 (min.0-1-8) 4 = 23/10echanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(1-C 12) 2 = -74(LC 8) 4 = -29(LC 9) Max Grey 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - Al 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and GC Extedor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 12 to FT = 10% Q4nw WweuOtlYnwv N'MRWfT0.05%E6C6ELtE%'I. QEREWJ.IlFNS WCfCiORiiP116 GIbYDYE9.I�UME?'I FfI(NOAIEC(iA+fltYlmm:4M/Eaq^� mtlM wu.m MSe»CmS Q.rflGfiP61W P� r 6(+�M'YF+9mvreL.nuN.eYtela.w.lAibnaO�.rh..tbJw MtCD.cM'N*�umi,sbyaka Liuuaf MOw Tfb wGra`6 .4.Trvn �es�iy�es..�.00-,.ecymfi: Mawel P.E. w+r+eenm�.'aw�6�..•�anew++�nm.ma.q,aysm�wm amama.iwaw.um.mi.mam«wn.+e�+.ie.+w= Aim..«u.mr�ra.,1a:�eo�..irn. o....,Ao.,.r.deossesw emsaovm.ke.w.�aay.wc.»rec.we�,x-eme..a+m�.in. avw+tlamo.a.,rm ma.i....tmw6�n.me+.u.Y.s,...�ys.<wvne..,.�..a+aa tl04r181 N71U ,.ay..Y1HmgpVjgTT6enm umTw,ann Iim.ewfi�.+s. sav aa.e,u..v�wm+6nm RatOwY+ndNmr66x�....r.,maw�r•cm.�a mte.m..e..aw�wse+wa paw n�..oni*+.6w�+v6ti��ai,mu.a.m..,;w.vas.ra...ah.vu.m.v..6waw�-Mv4arouv:.,a..�.T+s6�.ir�v,.aYmi v. i.marv�*E�aw ✓.nau+s�N �9,49��a. ifitO 51CIaA.FL Tr 3dU77 7 .. at+Yod lmwrtmdE,STIR\.CY�S,YOAi6AYRnNTMan-MCIXmiessa.'.tl4nb,cumsetNMMRb OdiLCM VIDiM MinO.n MLI Reel ,FL Job Truss Truss Type Cry Pry A0266714 WRMSCM1560BlL CJ5 Corner Jack 6 1 �J.bRefenerce(,ptl.nal) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 2x4 = 4-11-11 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 122/Mechanical 2 = 278/0-7-10 (min. 0-1-8) 4 = 48/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -81(1-C 12) 2 = -73(LC 12) Max Grav 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(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=4.2psf; h=15ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard Qn.n.ao-ov,�,ryinuww•-Ff 0.WpTWI68E6 Cfiexw,rezxfi sata:rorwxewerw•en Cev+ex')xnwwt�6p�MExr,m,i.vrtrs:w,wMw,.•.m..mnowo�mm nm•oemo,..+z t*u0t.aw Mawel MCNn4Z P.E. sn.=mrfiro...,xa�.m..n..rnw.......wa.w.1w.ww c., e.mo, enaw��.� d.+�wew..uwmmo w.raw.n„o ons+�a.+�rvn.sr••+•m.E�sr+.=•t. n..wa.+�rrro.�w..�a.n em•nuawy e.d�rmwx•+a� �gawa..'v�auve.A+>'+aae�seu,e.moaCr.amvm�.rr. a,mn+dess��a aexamu. w�wui.awaa.r.un«x�roa�+�W�wxroen.x¢romw #N7162 ov....coo..w...evimasyewn%,a?rooe•c+.i,.e.mwxae. cc.nree.•a me..am�•.in.ew•+.art.mo.,aww.,..awr.uu.•w.rnv�•�s*a.•+rw•-n,u+rmwawaa+ar.�•�:wb+�b 4620PW M ae,sID,HgCagpw.sews.nu.b.m.rmna.roo.ae.w.m.imead•6..a Are�+*nav�w Im.nuwmMitfi Awa-•�.fihm.asrw....r.mrwda�fi.s. rnise..e.r�sw.Mr.+.w 'e•:,✓a. r�,,..n•�s.6�+rEro�.•er,mu.✓»..:va..e�.:.erweh�u�rd m••4vemw�+roh.�ws.aware.s�nrE�c+�a,mra.easa.a•ep>ivr ar•�E�w!•ar.�r�eN SICImtl. F1947/1 tii.Cta6Y,vw®aahW hTl+t. W/5xa]N6.�.flbZUm••-RavvT•Yvrtlpefia�lY.Nat+ubw��•�vnmi mbn Wn�tla-• Patl irvaua. Job Truss Truss Type Oty Ply WRMSCM1560BlL CJ5A Comer Jack 1 1 A0286715 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.mm Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Mon Sep 16 2x4 = 42-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(L-) 0.02 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matdx-MP Weight: 16 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-0 cc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 99/Mechanical 2 = 25010-7-10 (min. 0-1-8) 4 = 39/Mechanical Max Hom 2 = 106(LC 12) Max Uplift 3 = -66(LC 12) 2 = -68(LC 12) Max Grav 3 = 99(LC 1) 2 = 250(LC 1) 4 = 63(LC 3) FORCES. (Ib) 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=4.2psh BCDL=4.2psf; h=15ft; 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 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 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard QmaFXm�.w-tiY aoormnssEel�i�,cExrecu rxrw.mwYmrioxswsrnmEa R'>rE-m xaommEoc�m-m,�,.rwa�n•«.»w. w..wwwr�aa rN®a.mo�•o RogmeYro r �ME+sr..x.m.nv meereea..u.w uesava,.,.e.aWlmOnTm.wl/Agiamumdm+.iwa�w anirowe.nu.A..n,�no.+sn Enpi•�mp M1a s:wb[W..l.ns.wm.nano ,wx..bn ManUBIMbNn¢. P.E. o..c.a.r..a�a�,a+orewu,q''�rv. �a"uc.�mti.,emYi.Y.mmm...=s�+ae.+�a.aam,.:.n.ar.,e...mm.TA.. m..Xeexaem.,..w,meyan. �ae.T�.a,.rsn x Tv6id lvq �m.�c�. aue.�Tn+a�9w...�e�.n q OdT782 aa. rva+.v X•.m.•wca. u,.mrm.,w roo.me. raam..,e YUXP,u�nm,Rfib}WtleM]WTN SOCa.�nY•wubP^M>9M•iw m�.w 45MPmkYever CdesNN• Onk�t!.BpW1XEyIrnA!vtl TPm Y�„rtG.+,,n4n Nwvn•a.+, b•CmhST�M�m�p Y'SN�9AC•�•wMW.P�6➢��E,VaaVONOTOwfi'da'.N,b!�p TvbBY�m E^GnrtdM��^ti'W..M `Cap2a0aONM1xe $I ClWd,FL $4771 BtiooMSt9FTP1]: GOGYK3NCi%6AlRwYTNYM-R[SbOv,LmNAb.CmmenlFeMhmL.Y pgLYW vMoul NOwbclam+vmngM ilocYirvapf Job Truss Truss Type ON Ply . WRMSCM1560B1L CJ5C Corner Jack 1 1 A0286716 Job Reference o llonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46A6 2019 Page 1 ID:Id_0OXyyT61B _TXoljwHHzefvK-mUHsDX61vuO4wVc1 WzXGTXd4ZEkZdK3kJz7J75ydOxN 3x4 = 4-7-7 4-7-7 LOADING(psf) SPACING- 2-OA CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.04 3-6 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 2 n/a n1a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 15 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 4-7-7 oc puriins. BOTCHORD Rigid ceiling direc8y applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 169/0-3-6 (min. 0-1-8) 2 = 121/Mechanical 3 = 48/Mechanical Max Horz 1 = 93(LC 12) Max Uplift 1 = -27(LC 12) 2 = -83(LC 12) Max Gmv 1 = 169(LC 1) 2 = 121(LC 1) 3 = 74(LC 3) 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=4.2psf; h=15ft; 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) 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 2. LOAD CASE(S) Standard mweua^km:. vuz•xroopmi:sCc.iu:a-uG c�wau TEcwwnix�bm�s wttde¢ni�v+¢j+'ieciaiomrtxw¢urrmm.v«hd•�a. m.•ti+w,..ewra.mstianri..oa.�ol+oot=aw a¢NI¢I MdNII¢}. Pi. Qaaw STNwYfmYvenkmu tMl Manu,..UNeasaEe,Mw vumm wTW.ay�F,uucmesbdeb NalM uulbMTLObbtI1/u.TanhaCO: rn�w,Yppe.£i•me�y F.ry�MW'Mai./1Mrv�nbm easy.�nae.w�+a+�c.�me�m-•mnbu.d.yrmm..M•reaso+saua.Twa!vvmTw..Tr.eeaw�+�m+ec: ssma•uv avauw.mneim.m..vemeaee.,re,+:yaa. tl041182 o.�.wa..r.m..ea.mnsa.s+w¢w.c�wwmaa.se»mc.nwa•+swm..mTw•.n..Imo.+ma.roo.n.nraw.we�.T,�....m�m+a n.w+c+vc.._wmr.. �e«aaume.v.re�.e+a- i610 ParMY 4awvmv.•eawcm,..m. u,osrmnwroeea.^•o ma N* •rae.e�,ro.o+¢+m•d*,.m,R¢rnvm+*•.0m.wscnwwrw.ana•�ms+.+a: .aenn.,000..em...w w'..m+, �,,..�.�¢o•mew..,:eTe.,r..a,m..,.w..w,....a�¢a.�,.o�mm..�m�,a..d.¢�ar ¢,».�...rroT<. ¢.>�m.o._w-mT•..s,,.�E�m.�sa slc m aw,n1 R sowease ' ....wumnxrw.:coarser.em.¢R.v<mT,.ix.-camwi..esnmo.�:�nn.,vw�aannmw.rc,m m..�mnam.a.�mmsrawT,�.. � Jab Truss Qty Ply WRMSCM1560BlL CJ5L �Trusa`ryp. Comer Jack 2 1 A0286717 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 1615:46:47 2019 3%4 = 4-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.10 4-7 >563 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.09 4-7 >648 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bmcing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 122/Mechanical 2 = 27810-7-10 (min. 0-1-8) 4 = 48/Mechanical Max Hom 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -102(LC 9) 4 = -51(LC 9) Max Grav 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(LC 3) 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=4.2psf; h=15ft; 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=1b) 2=102. LOAD CASE(S) Standard Pww@Ni iarl.v N'AI P.MFTRIKSF.@(iLLER'r.6Ei(ERPFTtRNBmA4btiM1(416 WbYp1EPr0JYER]OCgiOWtfIX3NEPl--�1mm:Y•ml bs9^ Vnnn�n. wMnaC ^.aF>o^ RS Trvp Cwgn P.M,B gwri!iln• QPu.w. swHro. ��.wnn. w.tann v,...m¢�<o+.-n. mwa®e.Too. arvr�wmm�n.m.mmmgw a.,.ea, a. Tcoroe..,a .T,w pnc.r;•ven.�^vu.sv.d.m e,s�n..1. M.em <,,.ro Tu:�.m...�mm Mamiel h41112 P.E. .awnnne,.wm•n%m+«nwe,.wnaonem+M ivwnwmaw•waT.,mroacw...e.Toomw.wvmTOG.vxma+w •.n•ww mr�a.msm•uww,mmu+,.�T.,nm.nn a,uaem+�son,a.bmw N071B2 won.r...mw.uwn+nGw%�u•�varo�.r,e..ne..ra,..o;c.w®c.aw wq..aen nemir.Tr.w.w+me.mo.a.,rsx.muwr,...v.sw„aB.m+m..�.:.uwm,«ae�:+a.woae..nmo".T:w 0.. e,aa,ya+memcw�m.sn�mw.wmna.Tm..ee.wue,.eau•m@+�.a�w+,s�wM+@+�weuuuva�Rsmw@°rtlerTn.,esxn..wrwvaonwTM�+way- Tx,a.m...a...mwa�+d••.w <fiZJ PVNYiever m..ma. nmD.hm,4+�LY a+W��MT,uv Ywert,e_w. w4emrJa6/.edh.finea9.�4.: xTti-chtl0.�. WwST1�4cGr 6viynselOTan8W.9 �v�✓vT.m Bnde�. E^Anof�Wf-4 I➢ $raWd.R $arri esiAY Vmawn�wTRf C@Lny00M16.1 Pv1Tnaw-Bp,s!u1v,dM Evan. n(FMImtia W.RUYvsNKwOwi pn.mb. Fl Peaf l,2.ea Job Truss Truss Type city ply WRMSCM156081L CJ6 Corner Jack 1 1 A0286718 Job Reference (optional) Z4ii46, uesiy.@. nalss.wm nun: o.zle s May lb zula vent: a.21 u s May It; 2u1a MITex mdustnes, Inc. Mon Sep 16 15A6:47 2019 Paqe 1 R 2x4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-7 >897 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.08 4-7 >803 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 20 lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-8-0 oc purins. SOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 141/1VIechanical 2 = 302/0-7-10 (min.0-1-8) 4 = 56/Mechanical Max Horz 2 = 137(LC 12) Max Uplift 3 = -94(LC 12) 2 = -77(LC 12) Max Grav 3 = 141(LC 1) 2 = 302(LC 1) 4 = 89(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=4.2psf; h=15ft; Cat. ll; Exp B; Encl., GCpl=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard ».I..w-zf Aoowawcse4 r2EUEFry, eEx2Aµ IEAXs..icaumipx¢ wgrau-a RuwEA].e,ir,owteaw�rvrM,i, nnb am cX.��•m..wwa,Xw e,w r,w paq�m.+.cttX%.m QFl,vnmaawW 6TtliAp2ryp.X+ekmts Wete.Onw.Wha Wwnb.v»bEw MTC6.mh <l'q. muWwdM pW buWM6»TIiGbM wW Iu.9reapq.G�r^G^'��✓9 fK 5i.X��9�drMWmu.YiLb nPeuNaM Manual0471112E P.E. c»11+.R.ma»nuews�xvm�.w�.+o�Mm's»awswne+..2*n.mo-xmme»mo v.wo»tvT,.a.w».sKm.+.ms��..onawe:.w.xnr..ev»ma. T�»+w.v2masusw�Xwnes'mam. a.�, 2. o.�r.Xaa�oa�..>a_-row:v�.aa».eewq..wcn.rec.mama.ame..em+.Tn.w:+m..mo.m.nsn,�mva T.,e.:.+.mv.X�*e..11.w-,.eia®.aw.l wvae.».,.».nW p0471112 Mv.&ae,.v2»llmeecw.m:u,ms.XvaXw Tmaww.aQ.me�n.r...mv.emmy cmvme+cnb.nmwe„ wa Nm.,e 22u..,.r.weMp..,syr,».A.. m.tasvae.neoa*+aw•.e w.mma.T�„.rg�.r.e�rasrr�4l,w.w...v..wem�....as.aw.�•s.am.aea.X.�ehaa.+.X,a+e:lx.s�nrcm•�-arm»2+raP.:v.�,gr...sntim €�v..�m.11;mas�a N SICbW. i6t77 W,FL FL 347/1 <p-AiG 1o,v.pmlbbWXTP41.CmrpCOIDI6Mr yfim,p�VmWW�i,dglv6mnµXuytm�:b{bMtlMM-vlgp.,gnpmgyip_mYI AeG T,mn Job I Truss Truss Type pty Ply WRMSCM1560BIL GE01 Monopitch Supported Gable 1 1 A0286719 Job Reference (optional) A-i Koor I russes, tort Marco, rL J9a40, ceslgnipaltruss.Com Kun: 8.21U s May 18 Z018 Pnnt: 8.210 s May 182018 MITek Industries, Inc. Mon Sep 16 15:46:48 2019 Pagel ID:xhtbvZpZyEOpo7r81q W 18cymLcn-itCceD77R W ee9pmheOakYyiUE2Uj5EZOmHUp4zydOxL 2X4I- ILA II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-P Weight: 9 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 71/2-8-0 (min. 0-1-8) 3 = 71/2-8-0 (min. 0-1-8) Max Horz 1 = 39(LC 12) Max Uplift 1 = -13(LC 12) 3 = -33(LC 12) Max Gmv 1 = 71(LC 1) 3 = 71(LC 1) 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=4.2pst; h=15ft; Cat. 11; Exp B; Encl., GCpi=0A8; 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/TPI 1. 3) Gable requires continuous bottom chord bearing. 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-M 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 100 lb uplift at joint(s) 1, 3. LOAD CASE(S) Standard Qwrap^nXl+�a.-r+,wmrmus�ac%'-�a�'i.cu¢aviarau.mcm.ariausws7au,�zmwi,a'xtxraM1.v.We.w w•..1.•.a�..a un.aw. r.®u,mm s@ajErSes�.m Xr1XMwMlm.a.,••.e,aa.ebmo. a+.n5w ®.mden,yl LauWtrib rGO a.w,a.r,•n a�y*e•vX..,Xv n.. s�.®nye�rX..l, n..wm nim ,�,X.�i kamrel:12 P.E. �r wna.w>t••x.�o.x�+.,��.aM1w.r..PWm,n»e.iaaa.,man,.a.vmo„e.rovwr.:ma.m-i.}n.e..mo.,�.w�;aw+.a�sw.awapur."ew.a«wr,•,.w.rvawnva Lbw .a. w.+.a.oa�maa. a.Bwrsppeyr Xw®mda.GRX•16G,Y14Y4+G ecAMm.i tt. •:wu+++•wma.a.ne•u aamrM1v.vrau Wn..�o.Xuw.. X, wr.awao-wavwaa,. �.,mer #141182 :�� mo..4+•naaX...: u.o.•Xm. mo.dwwce»..nquX.waa.uxy rawwc.aa mman.e.,ro pm". ssrw... �.pana-,•+wa�� rwlea.,a.+sauwui.w 46Hr PahYever o•5r^,i.ea.�ruy,.+..ar�vu..n.mr..cots.m�.n.n.r.,wti..•�.n.X.a..r.aw.aoaa q'4wi.. t;,c..a sy.aarye ... strut o.e.aaq.n.�..Ai.,'.a1,s.�e=o.awor.,lm.u.�. u Sl Cloud. F1117/1 �uo3a1:•OM1em••.•mL•OUMpiRl CerymMO3pi0 MI POIN i,uaze-RnvM,rtlaed p0o4p[niKn1,XY,y1mr,tripn�WE•SwIP.p'w.2ee ✓yr Ro'JiwWl Job Truss Truss Type Oty Ply WRMSCM1560BIL HR Diagonal Hip Girder 3 1 A0286720 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aluuss.com Run: 8.210s May 182018 sx4 = l... 11 :fx4 =- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(l) -0.05 6-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.40 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017frPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 159/Mechanical 2 = 442/0-10-6 (min. 0-1-8) 5 = 274M1echanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -107(LC 4) 2 = -180(LC 4) 5 = -64(LC 8) Max Grav 4 = 159(LC 1) 2 = 442(LC 1) 5 = 274(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-11=734/174,11-12=-684/191, 3-12=-6831181 BOTCHORD 2-14=266/679,14-15=-266/679, 7-15=-266/679, 7-16=266/679, 6-16=266/679 WEBS 3-6=-7171281 NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 100 lb uplift at joint(s) 5 except Qt=lb) 4=107, 2=180. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 Ib down and 90 lb up at 1-4-9, 77 It, down and 90 It, up at 14-9, 36 lb down and 41 lb up at 4-2-8, 36 lb down and 41 lb up at 4-2-8, and 66 lb down and 88 lb up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on top chord, and 12 lb down and 40lb up at 1-4-9. 12 lb down and 40 lb up at 1-4-9, 16lb down at 4-2-8, 16 lb down at 4-2-8, and 30 lb down at 7-0-7, and 30 Ib down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29) 13=-74(F=-37, 13=37) 14=46(F=23, 8=23) 15=9(1==-4, B=-4)16=-56(F=28 , B=-28) a PLATES GRIP MT20 244/190 Weight. 43 lb FT = 10% MebNl,w�M-R,RNFTRIISSES I'6Ell£it%:GENEAN..iEtNB WC04'IDR,M6 WBTCYER 17W (tCgWtFLCdEHi,wm YW/YnV^iHmH'�MMmNmPa inm M4 mHMi RF�latl4 Manuel Mzitirer, PE. QkVuu yvcbryE,q.nwMwaw M,e,W»wWb�aeO�nm YJtlmOi�iDD.aryAy»m,wuHtl@a✓YbuaN b9siWbb vt4.T+�.TrvntXap,Erycrnp Pe S�svp.E,go�F:b wlb,mytWT.wiN�, tvbY^w@WlmMvanYm.PnM,^9wem'«XYb3Md�,My�NMenOXTwaAOFCIMmgeTOPM/. NLVI%.I.TNGs,bf,e,v:Wm1R�IYO�NI�b,ua.b,r'LNMNeWPn TrvnbMSAi^0.bP4mWm2abd4w' onw.o-�on,.sr,unaeewwawaae✓ieu�.eRro�.Xm.umawetmvwFWiaC.Wf uwFe mmrr9 nN.TtirHNr?vYYme T¢owwwswwmm,T.wwuo.cp nmmau-b*ow.w,uumnYanwc+vwosw.naw.tiur ri�ari82 <6f0 PUFYwvet aen pSbq Casvaam Wam uwteabmnevTW waervPro�cepw-%rv>aea=W`iSab mfima'n ,Sat9iurc'wfM �q seCRa,anwcdrP+rp G+Ob� iP,.,aesv,wrvCmY'A�rwtl ee..p �v.+o.:v.+.swm^rE.y+�. .airv.rr..�s�e..,:wemaE�.�� b:wa.fn�w�.X..rmN.fwe+wf.T,. epcn,-+v-�'s HOTaY e.acw.a�aewnw ebm4^P!Hwaiq+fa:N StquW. FL 3ln1 2�.NieOhmnwombhYMTP, 1: CapY,W.IC]414M1Pm TMiH-W( '.IDMv't 44bCwumavlXm/Ia,ryXw0,J4a�vmMa4 wmm Wm9m4M0., RwHrNw.! Job I Truss Truss Type Ory Pry WRMSCM1560BlL HJ7A Diagonal Hip Girder 1 1 A0286721 Job Reference (optional) A-1 Root I russes, Pon Pierce, rL 34946, design(Naitruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Mon Sep 1615A6:50 2019 3x4 = 1.5x4 II 3.4 LOADING(psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Web L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Verl(CT) -0.11 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017rrPI2014 Matrix -MS Weight: 43 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4 = 180/Mechanical 2 = 453/0-10-7 (min. 0-1-8) 5 = 301/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -125(LC 4) 2 = -185(LC 4) 5 = -67(LC 9) Max Gmv 4 = 180(LC 1) 2 = 453(LC 1) 5 = 301(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=777/214, 11-12=-7271231, 3-12=-726/221 BOTCHORD 2-16=-2881720, 16-17=-288f720, 7-17=288!/20, 7-18=2881720, 18-19=288f720, 19-20=-288l720, 6-20=-288f720 WEBS 3-6=-760/304 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load nonconcunent with any other live loads. 3) `This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at --lb) 4=125, 2=185. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 Ito up at 1-4-9, 77 lb down and 90 lb up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 lb down and 41 Ib up at 4-2-8, 64lb down and 691b up at 5-10-11, and 66 lb down and 88 Ito up at 7-0-7, and 76 lb down and 103 lb up at 8-0-2 on top chord, and 12 lb down and 40 Ito up at 1-4-9, 12 Ito down and 40 lb up at 1-4-9, 16 lb down at 4-2-8, 16 Ito down at 4-2-8, 24 Ito down at 5-10-11, and 30 lb down at 7-0-7 , and 40 Ib down at 8-0-2 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29) 13=14(F) 14=-37(B) 15=-56(F)16=46(F=23, B=23)17=-9(F=-4, B=-4) 18=-19(F)19=-28(B) 20=-36(F) Q-a,.e.ne,a�a.ti �..'..»x,aow'mvssEe t-ury.tear»u.nsuewcastirt�se„saea.{wrsy:sab,aw,.�w xrr.....v«bJ..mv+•b•ww«a.e, w. r.,®aw+m•+.eo�.m«.. J spwaq eaam.wnsisd.ethe»w wu<JJ <s».rc•mw a, tl.loo. Y�'»osmw,det..r:.�e.�..an.eemOroa.m•..swa+c e�v�.. �a 4<.§'W eisas<d. aswm+�vrm ., M.1 r.�o.dwW..++a.�a...Wn<oo..wnawa.�mm...-.rr.�.aoezJn,m.mow.mJ.,m,.m.e.,w•<.+ate+..+•^v<d.mi�..<a<+ur.a.saa: rNna..ra.a�aia. �+ee.vme» a... a. onr..m..my..va.ewa o..m.cew�wae.ae.n�,me<+s.em..�e m.,.itim>.+d0.mo.a•.rwJ.�m»r�.:ad.•.a..v„a., w,a+.a.a �n•'aob0..ep�WlCr NLP.E. E0471U118t A0.&iYgDas.^s ceumm.uva w, as ma.a0.�ev.mPb-,+sa0.tYba«^m�;+�f.lwrquv�t854Y M+�.,hlv�assC.lanwiulbP-�tiawu. lw\6s�sMrmm+LWf �J d$Z) PLYYIPMU PIi. ✓Eni Ongv.BJ.adIFR»wNTrvsA,�l+My.W.�d�q.0<hnlh•OnM9�4�n�4'Dhd{MwYw.i }I�.6yedY r.T!.-s NOi tl slmwaR xm Job Truss Truss Type Oty Ply WRMSCM156OBlL HJ7L Diagonal Hip Girder 1 1 A0286722 Job Reference (optional) A-1 K001 lnleeea, Fon Pleres, FL 34946, design(dgalMss.com Run: 8.2101a May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Mon Sep 16 15:46:51 2019 2x4 = 1.5x4 II 3x4 =' LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.59 Vert(LL) 0.11 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Hom(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017/fPI2014 Mabix-MS Weight: 43 Ito FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 7.6-4 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 159/Mechanical 2 = 442/0-10-6 (min. 0-1-8) 5 = 274/Mechanical Max Hom 2 = 182(LC 4) Max Uplift 4 = -110(LC 4) 2 = -271(LC 4) 5 = -229(LC 5) Max Grav 4 = 159(LC 1) 2 = 442(LC 1) 5 = 274(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOPCHORD 2-1 1=-734/451,11-12=-684/468, 3-12=-683/462 BOT CHORD 2-14=523/679, 14-15=-523/679, 7-15=523/679, 7-16=523/679, 6-16=523/679 WEBS 3-6=-717/553 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18;'MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20opsf 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 100 Ib uplift at joint(s) except (jt=lb) 4=110, 2=271, 5=229. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 1-4-9, 77 It, down and 90 lb up at 1-4-9, 36 to down and 41 lb up at 4-2-8. 36 lb down and 41 lb up at 4-2-8, and 66 lb down and88 lb up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on top chord, and 51 lb down and 40 lb up at 1-4-9, 51 lb down. and 40 lb up at 1-4-9, 10 lb down and 40 Ito up at 4-2-8, 10 lb down and 40 lb up at 4-2-8, and 29 lb down and 71 lb up at 7-0-7, and 29 lb down and 71 Ito up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29) 13=-74(F=-37, B=37) 14=46(F=23, B=23) 15=-9(F=-4, B=4) 16=-56(F=-28 , B=28) cExewe,repus.wca'tmr orvswmaeia AiRXnnwvmwLfarata - YMgnr++^m.x,.,ne..wvsY..on rub TwwrN%PpN GiiC@ImNOw tr.Y Qw,v.mmm.p,pnw.a-a,11uY.mussearel,. a �V:E1^^w�,WwmalwieNow w. ama.ae.wb.mba m,ewioo, Xeiatmb dXvcm by ew.etru. moroe. wee ,wad',EmaMsdM'e,W�rw...t=n.tmn..n.an. Mnuel MNG P.E. . pn,X,WOcwvqY�bc.vtlu6iMu,lWitl✓,O,dIaM�YW9WYYfsni,X0.Gfq�m�r.efi4eenHmtrPMNdtl,lSw^Pg.QgeWa^®GC�^. lR1:TMOpuYtl�TDOX,tlMLH WTTrvn.Ed,HW,w!6^G.,may�,.6WLb, 4WdiW 4U7182 lMi4M1'eiCwd��w��bi.-vas9ma.a a+c tl.rowan=.u,m.w.mnwsmwwwcew•eww�ewray.se.,mw^ ++c.,ro tatmaw��er .e xsan..,.r.,eew P.,.+a���' +rza�+,*ce.a dfi20 Pa. .alismLnTw M1ry�r.&�IENX�wNTNVYM.,M+r:.,mba,a'ibods,�.1N�m+Mm�'w'�6. �+LabYpMvuawilti Fl oE,m�srlOf enaWlig.bWee T.m aiXmflT,�M:/X,�kN sldWd. rL /rrf 30" `vGC4ae1X,m wsT6,eLbTh,.CpgyU0IDI6P f PMTmw-Re}vdmvtlµdamy XmTtn1'bpvf3Atibml P.p Y,Oan pmRtb..MH Rxl i,ma Uob Truss Truss Type city Ply WRMSCM1560BlL J7 Jack -Open g 1 A0286723 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Man Sep 1615A6:52 3.4 = 7.0-0 Dead Load Defi. =118 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.86 Vert(LL) 0.17 4-7 >478 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.20 4-7 >413 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.01 3 n/a We BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 24 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 178/Mechanical 2 = 349/0-7-10 (min. 0-1-8) 4 = 70/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 3 = -118(LC 12) 2 = -85(LC 12) Max Grav 3 = 178(LC 1) 2 = 349(LC 1) 4 = 111(LC 3) FORCES. (Ib) 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 100 He uplift at joint(s) 2 except (jt=lb) 3=118. LOAD CASE(S) Standard IXmwplrfa kwN-L1 ROta"R(V6fif8C6ftlER')dExFYll.4 TExH6eMCMAR ON6 GUKtM/cP r6ttt61�PLW14NM1EW6¢ km Y✓Maa?h^iN�t+r'++•W wGm NV TrwvRw+ba+mo (r[IO}maW Qrhm 6p.dh Ery �aN�mm en.auerNew wuea peewee mNe a+�rCo, enyu,K roampmas erwro.ueenra. io6rob•um i Oevyn Fnp ,vqY sxwh ErgmM are ua an ry t>m nraesemse„ Manuel M8Nne2, P.E. au::s�w auwuntem aoa*�Namw eenaiwsa.wFa psT.+wsawsa memom4,�w.ros�.xneanm wo w.v�awua: ew>�wr a u+n� rsmre uva .xarn+roabaw #N71a2 Ovm.4»OmM rvMmmE Jen< � -pax Ntiv� dea S'GM�BL MtldW'.fitywbwdliVf.TtwV'in+KWM3Mr+NwRtl NNBT Y�eNYr Gne.ebrtA•.F eSahmWM[dRNUAWOumgxfMVl rt•efm ;ae+pssnotuabn t.�«w-+ Nwo�. nx+�wedaybco.,�xndaq NNmyimei Rac,}#ariMaY Nwascn.nre4.. a*•wv+a� TwrtivRree �w�+++Yo••wa. 6620 PazkYiewor evle, W W 1nmpM'nn 6e ^N•nYE^DMxeMSmu.Idmdacw,vAn oNrlmbbW e11 �?!a•�•O�atluntm mc.GYMA Po!rel�T p6YErg�mbROi Os8 �re «���aT�bpflsn Erywxydag6WaNN in $f (�iIW#. FL 3iii1 eWry�aa Nona neeaantiaeNTNilbppx�M 01n16P\PKIiNSM=FCNCYb�M d,NaaovemnlTmp�FM4mDP¢w➢et. gRboltwa.a Job Truss Truss Type Oly Ply I '+ A0286724 WRMSCM1560BlL RL Jack -Open 5 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com I Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 1615:46:53 2019 414 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.18 6-9 >460 4 360 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.15 6-9 >542 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) -0.00 6 n/a n/a BCDL 7.0 Code FBC20171FP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 6-1-2 oc bracing. MiTek recommends that Stabilizers and required cross braiding be Installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 4 = 91/Mechanical 2 = 349/0-7-10 (min. 0-1-8) 6 = 159/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 4 = -69(LC 12) 2 = -134(LC 9) 6 = -125(LC 9) Max Gmv 4 = 91(LC 1) 2 = 349(LC 1) 6 = 165(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-323/338 BOTCHORD 2-6=-5B2/283 WEBS 3-6=-307/633 dGlix4 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 100 lb uplift at joint(s) 4 except Qt=1b) 2=134, 6=125. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 30 It, FT = 10% Qr9n.v�6at^vdNrnv"rRq'PARWYTWtSSEBCffE[t£RSnfiEYiERY:Ef46 u6GOS9R Mi6 GNYr44N'1'6ShFR'I WVJ6NlF.M14%T'HmY Mm.9�MA'A�mtlwCuvamTbriuvC+l ��awnOAmM�1utlM v bambm.e wwaanu.e unmamw.evwe m,usmo. m+rnmme .aordmwm.bay.+.r.m.mtrros.wn isarnm MF.nw..arm M1w kxwh'e�ro�a. a..wanrrymonm.�#m,. Manuel Mai P.E. .a e•..<am.wxn,+kw.�w+..r+wr.+w.mmww+wq.+aw+meurr,�mae.<aanm.mvmn.wwrmti+.m.mw+ arwamn.wws�«nmuu.xr,.,na«rcaww,ia .®e�,saamw #047,12 .wowwr. wu..iaeew.r+aen eae w,v+..e.wmmraa.F+�.w�ac aw*ws:wwa,.amar.r»w�+mm,maw+,ruw onavmrw..+wawxens ro..�wwn.es,�+wrsawne.m..noo.:way 462l P.R. :we.bW*ma...wuaefi.�amw u,mu:w+aa.�w.ave..,w..a�rF...r,am++ei+ravnawmGew.wroresmr m �w hmaasau w.mnz.e MCM uwF��'-m-te.m.a .iwwn..w wu.swwnwo..i+r.s.nrE.pa.rtamirvuxf.w«x,..r.wa.aahv,n.mr..,eWlewro•b+a��arrswhmosrw*w+iT at+�arero..a,n«4rca abaa.P!.4V�+r.w.iw. &+.[�o+r.m.asi;a^a ?o Uer SICIwd. FL 34Tr1 xaeamab umeikamrP,.t cao,anueav cnYamT�.»s-a.mmun�=nNmroa�m.nw.mbm.vaarma.nanmawnanw+nadurmo-r aeNnu�.� ob . Truss Truss Type Ory Ply WRMSCM1560BIL RT Jack -Open 6 1 A0286725 Job Reference (optional) .. i nw, Iuamcm, rvn ndu.a, rJ- wrd caiynL,dmuda.Win 01 3x4 = rtwr. d.c m d may .o cum rnno d.nu s may To xU to mu 1.5x4 II 4 Inc. mon Jep io lS4o:J zuiv Dead Load DeB. =1/8In m m I� LOADING(psf) SPACING- 2-OA CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.22 6 >384 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.23 6 >359 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(CT) 0.07 5 n/a n/a BCDL 7.0 Code FBC2017/fP12014 Matrix -MR Weight: 271b FT= 10% LUMBER - TOP CHORD 2z4 SP M 30 BOT CHORD 2x4 SP 2400F 2.0E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOTCHORD 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) 4 = 166/Mechanical 2 = 36010-7-10 (min. 0-1-8) 5 = 871Mechanical Max Horz 2 = 164(LC 12) Max Uplift 4 = -105(LC 12) 2 = -78(LC 12) 5 = -7(LC 12) Max Grav 4 = 166(LC 1) 2 = 360(LC 1) 5 = 118(LC 3) FORCES. (Ib) 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except Qt=lb) 4=105. LOAD CASE(S) Standard P^m4W mL+M'P.I NGOFYRV55G6C6KtEX-I.CH,E.RN.iFFMs aN WYWTYW6WBTDYERt'6u1£H]NMMNLFDGNExi-bra.veif6agn OUMxV•.WrW nW wMirm0.p^O,.v±i0110M a.tl-Yu QIim 6,vmA/E,Snwrrtxma�I Mad oew,oaew..arum,.a.iLro.m.xMmrnwam NtlbmW rm.iOpmb•YdY•rum unp,Ena+ma0a s:.osv Erc�dE. w=,a,r Too,.ww�>a, AWueIMaNneL P.E. sac:++..a»vr++�x.�m�mc+•owwnu.wwwaemmM*.ma.smm�E.Tw<rv.w,.Tw..irm.m�ww+m..awti•a6.ana.w..o-ur.do..aa. i.n�.�re.awma...aona%yae.. g047181 wm... v. o«.r..wx,aawwa.w%.nya w,a«..,u.,�•ead.ac. a..rec. nmxufru®m,.wmn.Tn..a�aa6.mo..am�rsnw+aa,.nw.. �.y n.moe..rmw.n.,v.m.,..ax.,:�woe.m.,..m.+mr. wa,.B�4*a a.�m•«cm�,7m ro,pwawanmwmema.wmvv....ecomae.,mves�m+rvcm�w�m�6manm.ma.,,mec+kwx+�e.vinwa6scnwnr..,c.era•^••+ewew. m+. mu.. w,�mm+wv�.w 46to P, wIY.dB�Trvm LL✓1+.4"�4EgP.i�xtl TNwdw.!m-Yv..�\aa'e'm6a�14.. rmM4�F?In.dVhtlP�iMAT6.6p.'RYE.9�'u MOTM6!1orYa9ev.T.m61+�m E'T�JriY�9. N FL XIOr .Slri��Qrr1 mmma.nMY¢emTM1f.GaCl�ry`dOA,6AIRM Tin.n-Aaww4RmdMM1vmnntmg6m.tvT2Pwt.SMew wPn R,RZI L,vo 1 Job Truss Truss Type Oty Ply r WRMSCM156DBlL T06 Common 4 1 A0286726 Job Reference o 'anal A-1 Root I cusses, Fort Fierce, 1-1- 34946, eeslgn(rDaltruss.com Run: 8,210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek 48 = 8.00 12 1.Sn4 II 3x8 = 1.5x4 II Us = 9-0 Inc. Mon Sao 1615:46:55 2019 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.09 9-10 >915 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.09 Horz(CT) 0.00 9 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 69 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 415/03-8 (min. 0-1-8) 9 = 415/0-3-8 (min. 0-1-8) Max Ho¢ 10 = 147(LC 11) Max Uplift 10 = -194(LC 8) 9 = -129(LC 13) Max Grev 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-4=-951251, 4-5=-95/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 10=194, 9=129. LOAD CASE(S) Standard Mwq�tlln:w RV S,.1PWElW&SEBI'FELLLR].GWEaCt.lEp6 WtMRaM1d�5 W8iGYEli1'Spa'IKNAYALFAGa4rvrbm.VxltfbW^�w^nnnW rotnosmAa Trvw LYNa.+R nO�}WaN Qm,s ew✓e+ti..�m.n.araa. m..u�m<e..w.ammu.Tm. r ,.m,.es wa raa„we.a.tmms..w....T�aewE e�wwa�ar.EMm6o.wa.,rmow�,.e., Idaiwal MC102 PS ewr wea.wreosw�me++meeure.s.a.w+aw«M.T..®seuume.mo .�n.Tn�.m.a.wm�s.m+v.maaa,a-.Omar.evaae.nwre..�re�aennms�m,•abas�. wm.,. D. o...r..,vati ew.a o.,�..ne..meam.ac, cmc,avewP.e®s..em'i..a.em.ra.Too..+.,ruewmm.T.w.:u.smr.�u�p..u.+w.m,uwm+...ao-«+a.hnne.osim�tiAr kM11B2 w+>e. vve P+ ^aaswv dcwn.aw.a.mw..,awnneaaoomam. w+ce�•..+as ..,we<a,emnv�+mo�mm eme wmm.0 rosW wre'a�+M*�srmausue,. n+nwawren+dv�+n a- Trv..cene.menwcmmmnna 46E0Pe Or �trWatlY iru+.�na^T.sm.YIE^G�Nirva Ywu(clu+r. uAerd�.IrJlMM�4b^><NnMKai�wE+B N.Yiw..'e„dW_t,n6W6v EiGo�f b Y»TOn 6.di9ii,Pw.2wa r+!m E•oe:wWrry?!�a N' FL 31 Claud, rr1 St Claud,U saees,sa�.m.«.®ms..anTw�:cmr+�omisn.. aonine,..-sox+,mu,avo.mon.,anmti.++=.en:��.�nna..r,a�mdr,am T.mei- Job Truss Truss Type Oty Ply WRMSCM1560BlL TO6A Common 1 1 A0286727 Job Reference o tional A-1 Roof Trusses, Fort Plerce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. 6.00 12 4x 08 = 1.5x4 II 3x8 = 1.5x4 II 3x8 = 1.24 kMC 1615A6:56 2019 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.09 7-8 >900 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.07 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 7 me We BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 651b FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (fib/size) 8 = 32210-3-8 (min. 0-1-8) 7 = 322/0-3-8 (min. 0-1-8) Max Horz 8 = 135(LC 11) Max Uplift 8 = -98(1-C 9) 7 = -155(LC 9) Max Gray 8 = 322(LC 1) 7 = 322(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ito) or less except when shown. TOPCHORD 2-3=-129/283, 3-4=-129/283 WEBS 2-8=-208/305, 4-7=-208/304 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=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and CC Extedor(2) zone; cantilever left and right exposed ; end vertical left and right 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 capable of withstanding 100 lb uplift at joint(s) 8 except Qt=lb) 7=155. LOAD CASE(S) Standard m,wb-0.1 Noovtwssea Cse..esn. ctnew.+ssus..eecomonscusToeeEa-Pwrem+cn,oweaxrm,..wtis..mv+.a+.a,w.om.. e.. T.,.. .,.,ert�..ma.. Qar.wouawkk . sw>+bT+aeA..ns..,,. daxemww uu.n.a.,.e.mmmm.mo.urKw,mdm+acw�,..edmlmea..m.•..T«am.1,*e,m�+mvms..merErt�t. n. rimerom>ne�+.�.� Manutl MaNre; P.E. woe»wN..,=w«a.�+•.a+=w�+enY..,wa.,p�am.+.ti+ir...aarna.,, v:.naw .:m:.mn. n,. a+.�.,.x�aa.+mw.w,..»�.1.n..�wao+m,..w.�re xwsmn,.roo-,+a.:vam.. w.+.c w o...r..wwew+we. %mnm e..'ae m,uv,v�..n r.+n.:%r. gWr1ffi .a.wcyae.�ae+,ee,xa •'rw•+uvrmo.mwra.wmm.uw,.'..as,vn.m��o-oo,e•.tine.a, �o-.a,s.,w..w...w.�r :awe b+f•vP+.c^rtempa.n.m.wmerm.,wmo �eevram.aamw�+•as.arwc�mw+em.+rwu�(esclwuu+aRTn.asxw o.w�nra.a wvw.•+e�-a+o e.s.. w. w.00e'.+o...e 1630Pa er w4ngen im.(l�y;..6pm4r EryPRNTrvv tMMc'++.i�..4n PewTwAtn.ON�fmE.o1TMM�h'�ti^Gt'}.O PwwemM•].1h6 HIE^G.�YNOjea&J?^J.Q.W�virvabl.?m E!Pwn✓;l�r°V.. fe $I �OYd.R $br)1 �tipt6�WvinueaYreCi�IPLt.<oq/SMOENeP�Pw.1maM-WhMueb.tlNiGxmrontIDm/Inn�Y� N,M TYwN.i.pemmaend0.,PwI TwtiH Job Truss Truss Type Oty Ply i WRMSCM1560131L T06SGE Common Structural Gable 1 1 A0286726 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210a May 182018 48 = 6.00 r2 3.8 = 3x8 = 1.24 9-0 e MiTek LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deg L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.09 9-10 >915 360 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 9 n/a n/a BCDL 7.0 Code FBC2017/rP12014 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- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 10 = 415/0-3-8 (min. 0-1-8) 9 = 415/0.3-8 (min. 0-1.8) Max Horz 10 = 147(LC 11) Max Uplift 10 = -194(LC 8) 9 = -129(LC 13) Max Grav 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 34=-95/251, 4-5=95/251 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces 8 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/rPI 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 noncencurrent 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-M 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 at --lb) 10=194, 9=129. LOAD CASE(S) Standard I PLATES MT20 16 15:46:57 2019 GRIP 2441190 Weight: 84 lb FT=10% Qa,n. eanWh^.wsui RocrmwssestfiE✓.un1,c¢earw„ruuawcaomm+swaYastiri �uuau»vrM�rtxr.vwa..o^rnnsnnnawa,m...ea r,md.e, m..:,6amr.,eu,. a cfarew�n�...n aKimo.w vwaaen,.a.mee,m.ioo.m+r�.m�.vad+e✓aa,me,a.im ew.ee ssa r,wue+c+�Ta R. sr wr_ert✓�b: a. ram.yia,eRs�., NawelMvtireL P.E. .� mn.m+.vns.a.+ryas+naww,y„aa.•Mr.,msmu�.,p.moaw.Nearotrm. m,a•+e+rs»+,b �m..s+ae.w.rbarwvseuirnneawyemauwe.ie.wn»e+vmee. p04r181 a.,,R. P.onmr..NkMaa q«awanauaa�n� a,a. vanmuae»uq w D3c.wW pat?9�..amN.Tn.v1�'Nam.mo.w+mwu ..wvn Tw». ws,aa Via'^ab*wwnuuw,wwwwwwne.e....a+.d1h #mP�a�+e Mcw.m ?vwwmwa.mvawram•.wwye ay.awvem�mm,6wrewr�rooniesenwm'dbhm.aesu.. w.,maw+w>a w•�a.s.. a.,m�w.v.•.0 MO ParR M" SIa ma.ap.r,,,..oe4�+,aw+E�.ar.wu..mm..,.um m�.s.awns:�ltmw.�w+w?.x.mahtlwp•kru..aTb 6r�rpaw�.nme�a®arw.�vep i.marw�Ev��e.r^wiR !^ CIaM. FL J4r/1 �tKaf:tlpmnanutivamC 4TR\. WrNgfJ43pi6AY ProriryySt-.ReycOYuign tlNaaY,e,unl,NMr+m.Y VFtSM1NaInN [mwaMRwm4dw\dFl R�iry,ws 560BlL Supported Gable 11 Run: 8.210 s May 18 2018 Print: B., ID:1d OOXyyT61 3-8-14 1 7-5-12 ' 3-8-14 3-8-14 6.00 12 4x4 = 1.5A II 3 1.5x4 II 10 9 8 7 6 1.5x4 II 3.8 = 1.5A II 1.5x4 II 1.5x4 II LOADING(psf) SPACING- 2-0-0 Cat. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Inrr YES WS 0.11 Horz(CT) -0.00 6 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-P Weight: 91 Ib FT = 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- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. JOINTS 1 Brace at Jt(s): 11, 12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 7-5-12. (lb) - Max Horz 10= 29(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 10, 6, 8, 9, 7 Max Grav All reactions 250 lb or less at joint(s) 10, 6, 8, 9, 7 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) 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=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions show; 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 requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-M oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10, 6, 8, 9, 7. LOAD CASE(S) Standard Q.r.,. n-*vn�+v,..ee. •s, aorsTwasseraeuael,cu:..rsu TExvs.awwnvx+s asrau n3vronwv,ar>Farusxrn., v.aa•a+re�•�� w...e w.a,.�a.N. u.wo.-nrt�.na 4+�sns��w...awrw.w.w.a.��csaor..roo.eerM+m.rmdr. raawo-wTmwe.,rar...T.,,»w:�, e�va��ro N.s�.a.�y.Erv�J.»wmwro+m�ron 6larwe1 NT182.P.E cvus.+aewvww.w.p.w'.y..m.mur+s»aMnaw wTnmseuemaiw.nr.�.a:mcm.ena�ro�a mM�.onmwo:wwvrw,samr�,,,. ra.nzetwiee.�mmw+rmw C0611B1 cow �we*ooedw..,e ww.es �u,.a.,rmmrmowww.m..uw .aa. %+ev pmm.r.+�..imm we%+�.emm:esxc... w..d,wa++an.0 rvu,aw..v+.,..mew.e.a f610 PuF3477 ennae�innd+'cv.sw�M1[s+�.nT,�owa.:.�...a� u��.d,�eH.o.m.anNwu., wLaMYert'..+m.G.P•� rs�rsvw-suoin <w+y�sam�,,....,meomatn,:rar�suamisa�aumTm.-rs.wacaee:mou.n,w.tiMneveaae.iva. e.. mr.a..roecna�,avmm�. e'�"'v.�wv:.m cr.s�Fm+.�m.�ew5�+ Stdmd. FL 3f711 Job Truss buss Type Qry Py b. ,. WRMSCM1560BlL VM08 Valley 1 1 A0286730 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 MTek Industries, Inc. Mon Sep 1615:46:58 2019 a 3x4 = 3x4 = 3 4 2x4 4 1.Sx4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 7.0 Code FBC2017rFP12014 Matrix-R. LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 19315-11-8 (min. 0-1-8) 4 = 19315-11-8 (min. 0-1-8) Max Hom 1 = 70(LC 12) Max Uplift 1 = -46(LC 12) 4 = -58(LC 9) Max Gmv 1 = 193(LC 1) 4 = 193(LC 1) 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=4.2psf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; can0lever 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat 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-" 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 100 lb uplift at joint(s) 1, 4. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight 20 lb FT = 10% QRSPaa01W n,�M-0.1P[GGTFLL59E6(6SIRi}GEI�IGLTEA45.tl[LNpiYI(S NBICtl tl{'�11F i]OWFWIEOGYExThm.V+WO,.W rL�'m.MM,mY,e�Nl,whfT6�9OmIW0� Manta aafoet,PE . STl.]y Erpnw,Jreimel�lbb.m. ILbe<rostllmblW.mryµ�.mrayna N6b col bey. RD b.dt M.Tnm AR'«E^p..mnV bGo+W E�u.4.0�vYmmyTm,R.�o a...x>,u.rrvamTxw+�m+memxrbwas'way. AT,,,.a,wame,.Tmaer..�a.Ttttrr.sw+�a+ma io.sw<v�cu,m. m+vaavPa'wexmsr ne.roawu�aeanw,ww--sae. Y61Tf02 Ib,..m. omr...vaed�.nmaamnoo..yv �.e. me.nor¢.Fc.wvc.trrwwma..�e,v...T..ma+e�e.coo.a.na.nwaenrw.wr+roem�c.s+?o+�nr .ae1vawo-w � Wwe�mvsWmm.ecwm:v imamem.a.Tou.dww�.mw 'aa.s+maF+.Nmsww'ThmnaseW wM...wa ap^.wsnawa.'m,me»eewmmmsnw 45N PmWev or OIti4TeTvrw.y..r. ec.=e.E�mer�WJM.uesC�Lf WN.muml9�V+�vw4V�-TJN>brtr�i.J1�EAsb E.9+�sISTb&dF,IO^9'R Um Lf�r>�_m0 �'Y �4!'� ji �i I•<cW�Y'U�m,a.mCe4NF1N.0.VNgJ0]Ot6A,RMTnnfn.�WPVNCmG4b OwmiaiGnoMta„�P J2dN�w-�bYCy nganVw�m's clA-, A>J SwWa ,P.34T%f L IVM10 IValley 1 1 A0286731 I Job Reference (ood Pierce, FL 34946, design@a1 Wss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries. Inc. Man Sao 1615:46:59 2019 Pam 2x4 i 8-0-0 8-M 5 1.5x4 II 1.5x4 II 3 4 1.5x4 II LOADING(psf) SPACING- 2-" CSI. DEFL. in (too) I/de0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) We - rue 999 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) We - rue 999 BCLL 0.0 ' Rep SVess it YES WB 0.12 Horz(CT) 0.00 We rue BCDL 7.0 Code FBC20171TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 8917-11-8 (min. 0-1-8) 4 = 11177-11-8 (min. 0-1-8) 5 = 33577-11-8 (min. 0-1-8) Max Horz 1 = 147(LC 12) Max Uplift 4 = -51(LC 12) 5 = -155(LC 12) Max Grav 1 = 89(LC 1) 4 = 111(LC 1) 5 = 335(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-275/117 WEBS 2-5=-272/418 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4 except at --lb) 5=155. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 31 lb FT=10% w... Parpar«...Ly Y1PCOFTNIS5E8rLt1ERy GEI.FWLIErzus.mcwmrmrA wswEc �9UYFFTuwwWttocu 1'Mrom YWTyegnpwsY« wt�.N„ Ra Thv�AaaW n�1WM t Ep>aayEry..r nhegc�aMella4w wa VNeraOMeyR�6Atl m.MlDp.pgy /.Vwmnm,Adtlea M.i Mv[.Id WTW G :. Trwa 0.+ryn EnpwMrvip S,vtlah E�gbee}�Mrai [rt arrytCDnO,aeanIDw Q pa.E eern., ee.w�A+�ti++md �.eoa.¢a:�m.wa..y+am.w.runormaa.c.tm a?i. w. mx Tieaarmaav�•.eaw.v �.w+wermauwaw T«na MdI1VBIBI, P.E. 9047104116E Omc.O�MM iAT+vaa &A49da'p�e, dlYG4 Pa�eC kal F.ldymTMl1+F1.lAagPwaNmaSLD eiE.n Ftlwdas iwv.ir#Fm1EmM15^G.aY+Wa. FaWm,o.i>a'+4.NEYM ;dxiebiovaq o..a.rma Wm�b uwwwm.a. Too �,.nem+we..+uwa�uirv�aamnc.�m um„�.a>,m�w��.ehTn.wsxa.. «i..,o�nc.^e�a�4.s ex, mw. e..a�w..s...w 4620Pe er oag irm r�..erns....zoos«.h.an«ap.ow.aam..4wm..�+rob�ordas.«ry.a.?n. Epar�rEe'.rarmrea e�a*s. w•.«r�sr.sm E^vs-a=��+Mv. ru u�w�...a.aw.m.,Tvcr:we«:,�aazmd•rrmo,'r..m�.e.-wc�m�awe:.aw«wrr�a.oe�,wna.m�maarm.nw.em.acr pemTa«,� a10.4R N"I Jab Truss Truss Type Qty Pty WRMSCM1560BlL VM12 Valley 1 1 Ai 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 182018 MiTek Industries, Inc. Mon Sep 16 15:47:00 2019 Pagel ID:ld_OOXyyT618i TXo1)wHHzefvK-LB799KHXcC95cfh_LvoY1 UCUVuYMveLnX9O3VHydOx9 4 S 2x4 G 5 1.5x4 II 1.50 II 3 4 1.5x4 II LOADING(psf) SPACING- 2-0-0 Cat. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC2017fFP12014 MatrixS Weight: 40 lb FT = 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- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/s'ize) 1 = 12419-11-8 (min. 0-1.8) 4 = 14519-11-8 (min. 0-1-8) 5 = 41419-11-8 (min. 0-1-8) Max Hom 1 = 188(LC 12) Max Uplift 4 = -67(LC 12) 5 = -190(LC 12) Max Grav 1 = 124(LC 1) 4 = 145(LC 1) 5 = 414(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=314/128 WEBS 2-5=-330/474 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live toads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) 4 except Qt=lb) 5=190. LOAD CASE(S) Standard Qasnmm�s..,»w�siuma�wsseacaeLLrir'I.cu+ew xuu�s.mw.a�rioxs aara�w�in'tslues+ameor+.¢xrn�:v✓h*o•www7mwwAw,mw,a. rre.. o-+o,a•wnuq.m A. Go�r�.n.irmnw wAsa.w,r;m,.n.,.+.vraw,e.xoo,w+rK�ww.a Nan.w n...d awxro roa .,.. xwwo.+c�E.wr.r�G M.F�herv�.c,.rem w,rxm..e�+.mm Mamial MaNnai. P.E. rmeraw Awnaw.^arAw„a,.•A++4+m n.wa..4+am..Acwx�Kacm.ew�m.mow,v,.ewinz+A,aa,.,.�.wa.au.rmesweam,«vmorvaxvewmaxw,. m.Kr�w'.a. a.,«w,*e�aew k0411B2 'o.:.e.w.�r.wwmc.+we.exwaw�.ta.rn�ae.aSA.me,umxaTMvmr.axxr.tn. +.+ara.mo.,e.nw,�we.t�.'..s.sn �w�s..�w.w'.u+m,.erwa�.aone.,e�w+mv 4M PaeN Dr :bW 661mp0.NnKmYGmRaPw N�AnvAw1A&i TPO.sOdt OlCicw.+CBW-&a,dMNuuNq CAnk4m�t6mAYMgTFmIBGq]Wk MgTM R#SY5p21w.nveO WGwwM&��^w Tf0.f9e�WetM,v,ym}biRRNO ti4MmrATuna.y,.i,e..s.ew+..alwaw.nm.r..x,.r:.e..w.a.+,.iNacum.a.m..eww�....roNtrwGeswm�.i,.%�xEneG+�'wxorx.esw4.o.,eewnmar+mEmrr«r✓wrv�E!4 SICmuE. Fl 34r/1 '<�pvI�SGIvm6A}m LpEnL I,TPL1.Wpryryli,421iGw.irymlTxN[p-°4�uumn 4lW Mev,yn4Y,mV Wm.Y}NSaa]NmMM.+AmµwmvnaA-i geN.rMb A0286733 1.5A II 3 3x4 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) We - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(CT) 0.00 4 nla n/a BCDL 7.0 Code FBC2017frP12014 Matrix-S Weight: 48 lb FT =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 6-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc brsdng. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 153111-11-8 (min. 0-1-8) 4 = 174/11-11-8 (min. 0-1-8) 5 = 503/11-11-8 (min. 0-1-8) Max Harz 1 = 229(LC 12) Max Uplift 4 = -81(LC 12) 5 = -232(LC 12) Max Grev 1 = 153(LC 1) 4 = 230(LC 19) 5 = 503(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-363/149 WEBS 2-5=-402/545 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 5=232. LOAD CASE(S) Standard M2(gPJ M.*e PE 1047lu 4620Podi M Sta.4FL URI JUNE 20, 2019 I TYPICAL HIP / KING JACK CONNECTION STDTL01 ` CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC 0 t` Attach King Jack w/ (3) 16d Toe ,Nails @ TC & BC 3ch Corner Jack's (2) 16d Toe Nails TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD V-3'MAX. OIAG. 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 24' O.C. 2XG DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - IOd COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, ANO SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' D.C. - FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-99, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED \S ARE NOT ADDRESSED HERE. / STANDARD GABLE TRUSS UKAL .--I__ STUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. 12/23/19 PIGGY -BACK TRUSS STDTL04.1 PIGGY -BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L = 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. "REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE TRUSS SPECIFICATIONS." PIGGY -BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) 2'-0" MAX OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION NO.2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO.3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF 02, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 10d BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION # 1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. •• IMPORTANT NOTE •' THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ONE ROW OF 10d NAILS 6- O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A P 12 SEE DETAIL "A' BELOW (TYP.) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25412 (114- X 4.5') OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. GENERAL SPECIFICATIONS: 1. NAIL SIZE =3-X 0.131'=10d 2. WOOD SCREW =4.5- SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL 'A. S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASE TRUSSES VALLEYTRUSS (TYPICAL) TRUSS CRITERIA: GABLE END, COMMON TRUSS, OR GIRDER TRUSS 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 3112 MAXIMUM 6112 CATERGORY II BUILDING EXPOSUREC WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD =50 PEP MAX SPACING = 24- O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PEP ON THE TRUSSES. FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772A09-1010 SECURE W/C GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE=3'X0.131'=10d 2. WOOD SCREW = 3' SDS25300 SIMPSON 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 NOS -01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. I i VALLEY TRUSS I ii BASE TRUSSES (TYPICAL) _ veil (NO SHEATHING) N.T.S. r I c SEE DETAIL'A' BELOW (TYP.) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W! TWO SIMPSON SOS25300 (1/4' X 3-) OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. EV TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS 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 3112 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE 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. •JULY J17, 2017 1 1\VJJLV V f1LLIL 1 JL-. I LJL 1 llIL HIGH WIND VELO STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772 409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT= 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:' MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24" O.C. (BASE AND VP SUPPORTING TRUSSES DIRECTLY UNL- I I DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12112 PITCH) FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 * DIAGONAL BRACING REFER TO SECTION A -A TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/IOd NAILS, S' O.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TO COMMON TRUSS 3X4= v ** L - BRACING REFER TO SECTION B-B 24' MAX. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER DR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' D.C. G. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH I6d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) I9d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240 VERTICALf2X4 2X6 SP OR SPF STUD#2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. (2) lOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Ed NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK B. THIS DETAIL ODES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE S. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT I/3 POINTS TRUSSES. IF NEEDED 10. 10d AND S6d NAILS ARE 0131'X3.O' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP%3ISTUD 12'O.C. 3.8-10 5-6-11 6-6-11 11-1-13 2X4 SP#31 STUD 16'0.C. 3-340 4-9.12 6.6-11 9-10.15 2X4 SP#31 STUD 24'O.C. 2-8-6 3-11-3 54-12 8-1-2 2X4 SP #2 12'0.C. 3-10-15 5E41 6-611 11-8-14 2X45P'2 16,O.C. 3-6-11 4-9-12 6.6-11 10-8-0 2X4 SP T2 24'O.C. 3-1-4 3.11-3 6-2-9 9-3-13 - DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH Uld NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING (2) - 10d NAILS "TRUSSES @ 24' B.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) ENO WALL I:4141y:IgI41:IH:Iiltl77i STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. INCREASE: 1.60 1 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY17,2017 T-BRACE / [-BRACE DETAIL STDTL09 WITH 2X BRACE ONLY NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL T-BRACE / I -BRACE MUST COVER 90% 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 2XB 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 20 1-BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS LATERAL BRACING OF WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS FEBRUARY 17, 2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-4WI010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR .DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY 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 ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING -( ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREVS) WEB WITH (3) - Ind SCAB WITH (3) - Ind NAILS (0131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - Ind NAILS (0131' X 3') ATTACH TO VERTICAL WEB WITH (3) - Ind NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. ATTACH TO CHORD FASTEN TO TOP AND WITH (2) #12 X 3' BOTTOM CHORD WITH WOOD SCREWS (2) - Ind NAILS (0.131' (0.216' OIA1 X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - Ind NAILS (0.131' X 3') /INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE .OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2%6 4' - 0' WALL STRONGBACK r (TYPICAL SPLICE) � (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - Ind NAILS (0.131' % 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY17,2O17 1 LATERAL TOE -NAIL DETAIL I STDTL11 A-1ROOF TRUSSES 4451 ST. LUCIE BLVD. FORTPIERCE,FL 34945 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 ENO 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 .135 93.5 85.6 74.2 72.6 63.4 o J in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 m 3 J .131 75.9 69.5 60.3 59.0 51.1 H4.148 81.4 74.5 fi4.6 63.2 52.5 C VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 1345 (LB/NAIL) X 1.15 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30" TO 60' 45.00° ANGLE MAY VARY FROM 30° TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.000 FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772<89-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LO .131 59 46 32 30 20 0 J .135 60 48 33 30 20 .162 72 58 39 37 25 J 2 .128 54 42 28 27 19 F- Z Z 0 .131 55 43 29 28 19 Ld .148 62 48 34 31 21 J J N Q M Z .120 51 39 27 26 17 (J Z .128 49 38 26 25 17 O .131 51 39 27 26 17 O M .148 57 44 31 28 20 NOTES: 1. TDE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO AS SHOWN. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 COOL FOR WIND) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WINO OOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.69 COOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEE (177 LES) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. rrr USE (3) TOE -NAILS ON 2X4 BEARING WALL rrr USE (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR S: )E TOP PLATE OF WALL SIDE VIEW END VIEW L FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 I WO]KC, 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS STDTLI4 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-40s-1o10 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011(21-611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 • 10d NAILS +10d NAILS TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 173E 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 54B5 3346 5019 2829 4243 2B9B 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 2X41 THREE ROWS FOR 2XG) SPACED 4. D.C. AS SHOWN (131' DIA. X 31. 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 � * /.//xx NK101 IS TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF G' 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 ENO 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. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16 .. ;e A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 3494 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XE 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 E' 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. ��YiW92ST M THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 409 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.