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HomeMy WebLinkAboutTRUSS PAPPERWORKtolIuosperrru` 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX:772-409-1015 r' www.AlTruss.com o i V' SCANNED BY St. Lucie County TRUSS ENGINEERING BUILDER: RENAR PROJECT. MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT:95 / MODEL:CAYMAN 1763 / ELEV:B3/ GAR R JOB#: 78123 I MASTER#: WRMSCMB3L15X10 OPTIONS: 150 SF REAR PORCH NO VALLEYS �_ TRUSSES ROOF TRU55E5 AFLORIDACORPORATION Lumber design values are in accordance with ANSI/iPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. 14E: Job WRMSCMB3L1 5X1 0 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lof/Block: Model: CAYMAN 1763 Address: Subdivision: City: _ _ _ County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads Qndividual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/-rP12014 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 27 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0118563 A01 8/11119 13 A0118575 B04 8/11/19 25 A0118587 J2 8/11/19 2 A0118564 A02 8111/19 14 AOI18576 B04GE 8/11/19 26 A0118588 J5 8/11/19 3 A0118565 A03 8/11/19 15 A0118577 C01G 8/11/19 27 A0118589 T01GE 8/11/19 4 A0118566 A04 8/11119 16 A0118578 CO2 8111119 28 STDL01 STD. DETAIL 8/11/19 5 A0118567 A05 8/11/19 17 A0118579 CO3 8111/19 29 STDL02 STD. DETAIL 8111/19 6 A0118568 A06 8/11/19 18 A0118580 C04GE 8/11/19 30 STDL03. STD. DETAIL 8/11/19 7 A0118569 A07 8/11/19 19 A0118581 C05 8/11/19 31 STDL04 STD. DETAIL 8111/19 8 A0118570 A08 8/11119 20 A0118582 CJ1 8/11119 32 STDL05 STD. DETAIL 8/11/19 9 A0118571 A09GE 8/11/19 21 A0118583 CJ3 8111/19 33 STDLO6 STD. DETAIL 8/11/19 10 A0118572 B01GE 8111/19 22 A0118584 DOI 8/11/19 34 STDL07 STD. DETAIL 8/11/19 11 A0118573 B02 8/11119 23 A0118585 HJ2 8111/19 35 STDL08 STD. DETAIL 8111/19 12 A0118574 B03 8/1 124 1 A0118586 1 HJ5 8111/19] 136-1 STDL09 STD. DETAIL 8/11/19 resussbrawug(s)reierenceo hr beenprepareddywnmenooserrUm rig,mo.wdermyarectsuPP SI nDrieddothePremeterspromdedbyA7t Roof Trusses,Ltd. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility w elyforthetruss components shown. The suitability and use ofoomponents foranyparticufarbulding Is the responsibility of the buffing desgneq perANSyrPl-1 Seat The Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the construction documents (also refened to at times as'Structuml Engineering Documental provided bythe Building Desgnerindioating the nature and characterof the work The design criteria therein have been transferred to the Truss Desgn Engineerby [Al Roof Trusses or specific location]. These TDDs [also iefened to attinesas'Structural Delegated Engineering Docurnentsl are specietysstpuchnal congonentdesigns and maybe part of the projecrs deferred orphaned submihas: As aTms Desgn EngineeiwiLe; Specialty Engineerl,thesealhereandontheTDDroprr.ntsonacceptan6eofpmfe ionalengineering responsbUlityforthe design of the singleTrusS depleted on theTDD only. The Building Desgnerts responsibleforandshalcoordinatean4Rviewthe'rDDsf6r , wmpabbiltywith thelrwripeti enginee&tg ""behs_^.nts. Phase review aITDDs and al related notes. r L go) oil Page 1 of 2 �L !il G fptuu179vr 1, �� . /�:CIE 1�: •' No. 62809 _ '• STATE OF_ _ '� Digitally sigiiedby'Janet D• • T I'•; Dunlap • %-•.'e�ORIDr�,.•�`G\'" 1stasaa'-oaoo2' ���irS�ONAI Truss Design Engineers Licenserenewal date flll11�11 forthe state of Florida is February 28= SERIAL# 5f054982f500e8feb 19a64ef 4451 St. Lucie Blvd. Fort Pierce, FL 34946 A-t ROOF TRUSSES AFLORIDACORPORATION RE: Job WRMSCMB31-15X10 No. Seal 4 Truss Name Date 37 STDL10 STD. DETAIL 8111/19 38 STDL11 STD. DETAIL 8111119 39 STDL12 STD. DETAIL 8111119 40 STDL13 STD. DETAIL 8111119 41 STDL14 STD. DETAIL 8/11119 42 STDL15 STD. DETAIL 8/11/19 43 STDL16 STD. DETAIL 8/11/19 1. Ii f. I I I I I I Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 4 These truss designs rely on lumber values established by others. -':r4 `. .' _ \w•�'.. ,�w'�*ae�iwwsw�wcss�s�s Page 2 of 2 \ one ovlxzoie Job 6 Truss Truss Type Cry Ply RENAR MORN INGSIDE WRMSCMB3L15X10 A01 Roof Special 3% 1 A0118563 Job Reference o fional A-1 Hoot I cusses, fort coerce, FL 34Y45, eesign(Naitruss.fgm Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mil 6.00 12 5.10 MT201-13= Inc- Sun Aug 11 17:51:06 2019 Page 1 17 16 12 " 3x6 = 46 = 2x4 11 2x4 11 5x12 = 34 = 71-10-10 tS6-0 19-13 27-10-2 38-0-0 0' 3-7-6 3-7-6 MI2 10-1-14 Dead Load Deft. =1181n Plate Offsets (X,Y)— T7:0-3-0.0-3-01 111:0-0-8 0-3-01 113:0-5-8 0-2$1 115:0-5-12,0-3-121 LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.36 13-14 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.49 13-14 >936 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.31 9 nla n/a BCDL 7.0 Code FBC2017ITP12014 Matrix-MSH Weight: 222 lb FT = 10 LUMBER - TOP CHORD 2x4 SP M 30 `Except` T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except* 132,134: 2x4 SP No.3 WEBS 2x4 SP No.3 •Except- W3,W7,W9: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 11-13, 7-11 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. 0-1-12) Max Horz 2 = -167(LC 10) Max Uplift 2 = -400(LC 12) 9 = -399(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2661/1695,3-4=-4233/2610, 4-5=-3579/2169, 5-6=3475/2194, 6-7=-3274/1927, 7-8=2374/1582, 8-9=-2706/1790 BOT CHORD 2-17=1327/2303, 4-15=-223/354, 14-15=-2090/3893, 13-14=-1164/2893, 6-13=-1045/2117, 9-11=-1462/2387 WEBS 3-17=1339/862, 1517=-154412687, 3-15=660/1447, 4-14=785/731, 11 -1 3=1 48212796, 7-13=-23/449, WEBS 3-17=1339/862, 1517=1544/2687, 3-15- 660/1447, 4-14=-785f731, 11 -1 3=1 48212796, 7-13=-23/449, 7-11 =1 0611582, 8-11=-423/480, 6-14=565/681 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi 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 400 lb uplift at joint 2 and 399 lb uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) defection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PvugNy mM�6u'MI RpSTR{IS6E6{-6r118t}CEHfIW.TEgM3uN6IXATPI5G6lOA6P(9WEln/GRMGWLEMifENI-bn,Vxd/6zyn yenwYOWiul,ntim Ae T,m bq.Mw,p (IDD)WM Qpea 4 -aM ENI„sr roAmo YmlMwm MYU Wreb el,te]mWTCO.mMPOl+c mnca Oae YUO Y,mtlbhlODbbee40 Nsi��J^P0„fM^CM1a.6GKkY EnO�-+v1.Mutlm MlOO imrmvuiem JercIB WnIIDPEPZd09 0.es.0+0.mre�i�luelY�Kalwl.,ee�4�q m,uCd�N WC.Pei6G.1v1401u9 v6atl1T1 �TN R�eI� �bN�penm.-vd69stl+>4 fuW-.Tiv6Ya WMa96�rCSY�ie,uR�h NS151LY100M.f�YGf ]I615 ae.aim,omv^a.�ecmw.wme,.nwu,m.Too.wwpe.�•.0 9�tl�+awma+n�P.+lwroam...m,lasalwm,rf h•m.w®cn m.,.f.,.,m n,9��+v�'w. Tp.l a.m.ee.�w*ce+.,a arrem.riwwe OrIr MTeTwv W¢�. CrweLny rnri'�wvvNTrm YnYi.CnSrNuo0m7e6Mh�CumN9wl WenF•wOnGETY ptll�ervp,pl TN6ptlMY Egpuss XOTTe 9u1hA 0ee9s vT,w 6Wem E^Y^ebM d+>i' 9. L➢ Ofd: WILN19 •aM9iY 6msmem! E,�,Ow TGN. Cyppi0ID16AI Pxf Tu-ae-RgncytpnppvCem,ve, hxefmm, upQ4'W iTMPa e,6tn{�r,gfbngMf WclTrvua Job puss Truss Type ON PN MORNINGSIDE WRMSCMB3L15X10 A02 Scissor 3 1 �RENAR A0118564 Jab Reference (optional)} A-1 Roof Trusses, Fort Pierce, FL 34946, design@almiss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MITek Industries, Inc. 6.00 12 5x6 = 11 17:51:07 2019 Dead Load Deft. =1/4 In 5 5x6 G 5x6. 4 —6 1.5x4 w 3 7.5x4 G 3 7 12 6x8 = B 13 11y 1 v 1 2 14 3x8 MT20HS= 0 3.8 MT20 q 19 1d 3x4 3.00 12 3x4 a 1.511456 It d 1.5x4 II 1.5x4 II Sx8 c 4x8 1.5x4 II 5x8 30A-15 — &104 19-0-0 V-16 211-12 311'6 38-0e 9-164 9-1-12 8-1-6 � 2$'311 6-1'10 Plate Offsets (X,Y)— I2:0-1-14 Edgel I4:0-3-00-3-01 I6:0-3-0 0-3-01 18:0-4-7 Edgel I8:0-4-0 0-4-121 (8:0-2-1,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.5512-14 >826 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.26 BC 0.84 Vert(CT) -0.79 12-14 >581 240 MT20HS rWeight:2001b 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.91 Hom(CT) 0.50 8 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix-MSH 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 Stmctuml wood sheathing directly applied or 2-2-0 oc purins. 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 = 1490/0-7-10 (min.0-1-11) Max Hom 2 = 166(LC 11) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Grav 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-4697/2907, 3-0=4307/2635, 4-5=-3134/1852, 5-6=3134/1852, 6-7=4321/2660, 7-8=4676/2926 BOTCHORD 2-14=2490/4232, 13-14=-190613619, 12-13=-190213644, 11-12=-1905/3647, 10-11=-1916/3622, 8-1O=2507/4245 WEBS 5-12=-133812394, 6-12=-864/801, 6-10=-285/576, 7-10=-3521445, WEBS 5-12=1338/2394, 6-12=-864/801, 6-10=-285/576, 7-10=352/445, 4-12=-861f796, 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain fonnula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399lb uplift at Joint 2 and 399 lb uplift at Joint 8. 8) This truss is designed for a creep factor of 1.50. which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Tmss TmssType Dy Ply MORNINGSIDE WRMSCMB3L15X10 A03 Scissor 10 1 �RENAR A0118565 ..,,__.,•_.____ __, .,:____ _. .,..... ._...." .. Job Reference (optional) .. , — ,,,,mow, a —,, , r4 .waro, aesignLaa 1.5x4 Hun: 6.210 s May 18 2018 Pnnt: 8.210 s May 18 2018 MiTek Industries, Inc. 6.00 12 5x6 = 5x6 G 2 6x8 = 14 13 11 10 3x8 MT20HS5 3x8 MT201-15- 3x4 � 3.00 12 3x4 1.5x4 5 7 4.8 4.8 9-104 19-0-0 28-1-12 38-0-0 9_10-4 9-1-12 9-1-1z a1n� 11 17:51:08 2019 Page Dead Load DeO. =1/4 In n d Plate Offsets (X Y)= 12:0-1-14 Edgel 14:0-3-0 0-3-01 (6:0-3-0 0-3-01 18:0-1-14 Edgel LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.70 Vert(LL) 0.57 12-14 >806 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.81 Vert(CT) -0.80 12-14 >567 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(CT) 0.53 8 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix-MSH Weight: 179Ib 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 - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-6-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. fib/size) 2 = 149010-7-10 (min.0-1-11) 8 = 149010-7-10 (min.0-1-11) Max Hom 2 = 166(LC 11) Max Uplift 2 =-399(LC 12) 8 = „399(LC 13) Max Grav 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-4697/2907, 3-4=-4307/2634, 4-5=-3135/1853, 5-6=3135/1853, 6-7=-4307/2649, 7-8=4697/2927 BOTCHORO 2-14=2489/4232, 13-14=190613619, 12-13=1902/3644, 11-12=-1908/3644, 10-11=1911/3619, 8-10=-2510/4232 WEBS 5-12=133812395, 6-12=-8611795, 6-10=27V568, 7-10=-356/463, 4-12=861/795,4-14=-279/568, 3-14=356/464 WEBS 5-12=1338/2395, 6-12=-861/795, 6-10=-277/568, 7-10=356/463, 4-12=861/795, 4-14=279/568, 3-14=3561464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 lb uplift at joint 2 and 399 lb uplift at joint 8. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIrrPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Mm9m/mMOu•M RMF1WI86E6 C6�lRtl fiFN6A4L lElLASatl GAIO'110N6CJ6TOIAEA I�IIYFRy ACInWWIEWIG'YPY:n Ve,X/Ecgn O�mieleeM Mnole cn In T,mOa.P0.ee,G (1®IeM ne QReeae $etlelry Ergiw Mmea m®Iblm�rm VnlmtlNmis p¢Mmpe Rl0. mMRSvu wovMpWe Y.tl GeaWbw}W bb ub Trm pm{-nE�.gvp W.6W+MEnp4,mrA MIDW meMTDO,epasbw Lrela6unI�PE Bt6d QNawc(0.PeWemY vgseuYV,Y�SbM16eTJMe^f.^Tw <ePm+Tm W1W m0/. inb,TGN.Tna �eevmP3u'A4e0,]mitlM1m.e�.NOYTYtlis Yquiwba,Y0.^mi6[a 0.es.M1Q,r✓eMm®GTImM1Bifp W+57.MAe.NaPe WC.PSOC. Yo1pAeNmbudlPFl. TIm MPw'elJgelOO Yhtl,�dMLm.'Jbgl.eulv9.eb+0.YVWsb, mY �efauELydM1 ma➢4wame..+w�12r 1N44 Houu 60feerv0W9161! 519 W1e8M. M1EUYnp Megwmf Cmum.aEmraeee vlinav TW uaw n+AemNG�M1edM16uY^Dfmww,6YMln*r:noml��w6feW MlA enl6Bfiaan/enrcNh GemNOW TPH Yfine W,e>pm�h, ✓b RVurp.M1Y6b Culno(6v Trvn Nlpm,6Ma�.y egermtl Tmm Y�ufadmr,wYeeeM1ueCeYMNeCmIrGTm6mm�pMM]%iie2n bmM1sl T1'�6 Ovu6vmTvx 6yvYi,Eepv�tlgtrrlSmp. FL ppe; �,lyj018 eepif¢Nlmnumoabf nT0.1.OW,rOYO'101641 R¢f Trv9ee-gebMe;pmtlpuCeamyynuy fvmupMSY CMAwtMwiOen m�e6yA�vNOTfm6Wbq Jot Truss Truss Type City Pty MORNINGSIDE WRMSCMB3L15X10 A04 ROOF SPECIAL 4 1 �RENAR y Aa118566 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1 Wss.com mg d Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek 6.0012 7x6 II Inc. Sun Aug 11 17:51:09 2019 18 17 4x10= -�� 3x6 = 5.6 = 2x4 II 1.5x4 II 3.00 12 3.8 = 6.8 = 1.5x4 II 11-7-10 21-2-10 2332 &1-0 11-1-10 1940 0.11-1023.62 298-0 38-0-0 8-1-0 3 10 7-4-0 I." rI." I s 6-a I 03-0 0 o mlm I Dead Load Deft. = 31161n Plate Offsets(XY)— f6:0-1-12,Edce1 f8:0-3-00-3-01 f9:0-0-t0Edge] rl2:0-5-120-5-41 115:0-6-00-4-01 fl8:0-3-00-1-121 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(L-) 0.4711-12 >978 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.65 11-12 >706 240 BCLL 0.0 a Rep Stress incr YES WB 0.86 Horz(CT) 0.36 9 n1a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight:222lb FT=10% LUMBER - TOP CHORD 2x4 SP M 30 *Except' T3:2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-6-3 oc bracing. Except: 6-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 4-14, 6-14, 7-11, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1496/0-7-10 (min.0-1-12) 9 = 149310-7-10 (min.0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -396(LC 12) 9 = -398(LC 13) Max Grav 2 = 1496(LC 1) 9 = 1493(LC. 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2638/1661, 3-4=2695/1806, 4-5=-182711260, 5-6=-1711/1287, 6-7=-3864/2485, 7-8=4600/3045, 8-9=4664/2831 BOT CHORD 2-18=1285/2275. 4-15=-339/622, 14-1 5=-1 30012412, 7-12=-538/563, 11-12=1756/3622, 9-11=2410/4194 WEBS 3-18=496/346, 15-18=-1183/2249, WEBS 3-18=-496/346, 15-18=-118312249, 4-14=1031/816, 6-14=-535/104, 7-11=812/852, 8-11=395/501, 12-14=-727/1878, 6-12=-1779/3245 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=1311; 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 0OL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-M wide will fit between the bottom chord and any other members. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396lb uplift at joint 2 and 398 lb uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard eracamNM'nvew N'0.1 AOCF TW166E6 rsrrEm, GFHFNL 1FAId6utl CIXlOrtCW6 W6iONEP I�OYERI PCFiCYhFDGYENf-bm VaT/Jvpi i✓�aMtb wa0 rnLsw On Tuaa OeV OauFY r1OOl rAPa Q $m[y Erg4r Neve YwlfeMm.INb tlruMs6vW mTa TOO.oN/Pyw�a anmcbn@ae NMWusibMTWbGutl. Tw �e{oE,�plistp 0a. 6pv.WyEpev}Mutlm m/TW m,amb an JIMIBM,W f4628� �4+o✓MpJa,amtl�prarFp ngootiPlYb0.CagndTrp6TmstlaliaMmmelW only..etlwTRl.iME �mumadn¢,ba6igam3�'as,a�YGlyM,s elNnTm Mary6dtigmW nmesAlP/,YPa 0�.0.Qmvl MmrtvtlagaJar X,a 6uiT+iO^�i�r.Fgam,tOJW6IC.0.180.4a1diL^i9 aieW1GFI TYagmma1bM19O MW�arIWT�rz. velud^11+�R^N.+Iu4.LebN✓m wlbc^BNYbM,^+,n^a'bL1Y WTW NoryeErylneeMOG91615 451fl1ame6M. 6oi1*OOu9esaMferYem aB mea rt FVFMiCDWMpuBa+uaG �duva.Mw a�.a�lT>vab,nMvtir,R660W6+r�aOMin ma sb.nwMFawMwWtiG�'m. �eawe�Da�awd tluradEVTunOWPm.6VaeN1Y ENMeratl T„m 4amRaLmr.w4va cTUMe 64n.]ya0obatl Laaaa rF a,�R/gN�G�6aaMM.LLIM£{rsb'Ep'sw®NOTMfi.dZW OaaYywmTruu 6yrlm E..Tnaaralury WlGp.N RHnu.. OSa: W.. ' mpltl'mf bmmva n6M1ttl FTW I.fimlrp1e A184t Fai True-ILpWyabn MB®O»mw,l'nam boa bpd3W WNParNngnheMtl0.1 PwS ivam Jot, Truss WRMSCM63L15X10 A05 �TW�Type JOtypiy�RENAR�MOIRNINGSIDE A0118567 ce loctionall A-1 Root Trusses, Fort Pierce, FL 34946, designQa altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Ina Sun Aug l l 17:51:10 2019 Pagel ID:ld 0OXyyT61Bl_TXo1jwHHzefvK-eZnlz3Lwi18Yb1_gmzpHW3PHPuORUJsiGM4aJzyosUl Zan-10 111-0 &1.11 11-1-10 i8h12 19.11 2 0d 311 3880 T-o-u o-1-n i an-1s s-n-z 1-1ae�2 zae r-1-9 ra-s 106 6.00 12 5x6 = 6x6 = Dead Load De0. = 3/181n 20 19 -- I. = 1.5x4 It 4x8 3x6 = 6z8 = 2.4 II 4x6 = 3.00 12 6.8 = 1.5x4 II IEISi r Plate Offsets (X Y)— 14:0-5-0,0-3-01 f5'0-3-0 0-2-01 [6:0-3-0 0-2-01 f8.0-1-15 0-"I 19:0-0-0 0-1-121 19'0-3-0 Edoel 110:0-1-14 Edge] (13.0-5-12 0-5-01 f17'0-5-12 0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.47 12-13 >968 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.66 12-13 >689 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.37 10 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix-MSH Weight: 2361b FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 `Except' T4,T5: 2x4 SP M 30 BOTCHORD 2x4 SP No.2 *Except* B2,134: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3'Excepl' W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-7-11 oc bracing. Except: 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 4-16, 6-15, 7-12, 6-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 149610-7-10 (min. 0-1-12) 10 = 149310-7-10 (min.0-1.11) Max Horz 2 = -159(LC 10) Max Uplift 2 = -390(LC 12) 10 = -393(LC 13) Max Grav 2 = 1496(LC 1) 10 = 1493(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2720/1708, 3-4=2696/1746, .4-5=-1882/1316, 5-6=-1597/1275, 6-7=-3883/2495, 7-8=-0666/3091, 8-9=-4498/2839, 9-10=4689/2838 BOTCHORD 2-20=1355/2368, 4-17=-249/554, BOTCHORD 2-20=1355/2368, 4-17=-249/554, 16-17=-1277/2398, 15-16=651N597, 7-13=568/619, 12-13=-175413632, 10-12=-2425/4218 WEBS 3-20=297/251, 17-20=-1231/2208, 4-16=-973f761, 5-16=286/510, 6-15=-1361/532, 7-12=-858/880, 8-12=389/504, 13-15=-872/2170, 6-13=-189613507 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=13ft; 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 S 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 nonconcument 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 2 and 393 lb uplift at joint 10. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIrrPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard RDJFIFNBSES CEaLIRi).f.FliFMilWd6etl CIXO1iR11,b GalOYE1iI�'FA'IALq.MIlEOG4>ENI-Imn VM/Ce�.W«mMeM rtelroufmPn irvu beO�IDrmOlrbO)w]M QfW«w5M/meaN'M L 6�=.MFn4«n�nbmmeMlt�n m.lin«a W�MS GUGmPa TO. YRW wnreb GWm NYN,®1bPalODbG,etl. Nnirvs W„FNa�AP�uum wTW igimab vn JaMepNp FEBtW3 jag aOn Aym.uv,N�a^Y�.m�WbFa Ceb^mP.nq«rm1Gk«f m,roloO>h. W,T0.,.Pn Cr6^d.^� b.�Vw,C,E�mv.���p �TdM NMbXwYEneMalne u5lms A.0.0.r�.aN¢at ryrl>«eWVipO«P�.«AmmdJNRC.Oa®4Lm,«rMVcof «a IPL,.Th Wa'aaPe TOOMmrYl.a t/Oa T .v16g1,aY^B..bTL�Ybn�M «ay,YtlbObae uslsuna ma. a an«caRv�.acmma�m u,m,.,.now«a.roo.mww.ism•«eo�.r.�ae.eaeac�w«rsm.nm,o..me„ IA�F^L,�W]b/iRM6BLI.aan«n,u1,mT�m P^t^�- 1FVt mfineMntlemm'4+W alwNEe Tu¢v MI1m,.6me�y 6gbs.riq T,uw uwGadw.,W..ppm.y.b(My.Conu.tlgrl,pa,nwCp Et.Y M'L'arvo,u.f. Ta6yilyEgim«HOTlnfim]Pry 0..gmeTrvq 6y.lan @psanml>+�4 A7 RRmm.R31918 0@e: pLlyAt9 <V4lmlbnvwoMfvMv, Ti0.l.Cep,+p�lONX8M1 RqA iniw.-Ra«M„vM,n FUGom,�,L«m�,mn upn�LNCaluv„Pe r0m p,nn.u,gM1 prtli,Vu¢ Job rmssType nN Plr MORNINGSIDE WRMSCMB3L15X10 �Truss A06 HIP CAT 1 1 �RENAR A0h 18568 Job Reference (optional) � A-1 Roof Trusses, Fort Plerce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Pnnt: 8.210 s May 18 2018 MiTek Industries, Inc. Sun Aug 11 17:51:11 2019 Page 1 ID:ld OOXyyT61Bi_TXoliwHHzefvK-7ILPBOMYSOGPCVZOJhKW3GxT5IJPDIVrVOpBsPyosUk 5z8 = 8.8 = 6.00 12 3x4 II 20 19 „ " car 11 3x4 = 3%8 = 6z6 = 2x4 II 1.5x4 II 3.00 12 4z8 6x8 = 7�xy83�=t 11-1-10 11710 1V42 20.11-10 21 1 2 2 30J-1/ 3a-00 G1-1 so-s on I a-1a1a 7-1-s 7a-s 0 10 1814 Dead Load Deli. = 3/16 in Plate Offsets (X,Y)— 16:0-6-0,0-2-81 17:0-5-00-2-01 f9:0-3-0 0-3-01 110:0-1-14 Edcel r13:0-7-0 0-3-101 f15:0-2-00-2-01 117:0-5-12 0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.52 12-13 >869 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.7612-13 >596 240 BCLL 0.0 • Rep Stress Incr YES WB 0.94 Horz(CT) 0.49 10 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight:2361b FT=10% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W5,W7: 2x4 SP No.2, W8: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or2-7-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. Except: 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 6-15 2 Rows at 1/3 pts 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149610-7-10 (min.0-1-12) 10 = 149310-7-10 (min.0-1-11) Max Horz 2 = -142(LC 10) Max Uplift 2 = -377(LC 12) 10 = -379(LC 13) Max Grav 2 = 1496(LC 1) 10 = 1493(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2726/1693, 3-4=2684/1698, 4-5=-2615/1715, 5-6=-2046/1407, 6-7=-1779/1336, 7-8=-3591/2313, 8-9=-3758/2186, 9-10=4709/2822 BOT CHORD 2-20=134612376, 5-17=-275/539, BOTCHORD 2-20=-1346/2376, 5-17=-275/539, LOAD CASE(S) 16-17=122112359, 16-31=773/1777, Standard 15-31=773/1777, 8-13=-263/390, 12-13=2416/4247, 10-12=-2412/4238 WEBS 3-20=-298/257, 17-20=-125212205, 5-16=-808/620, 6-16=336/580, 7-15= 3732/1680, 9-13=-872/796, 7-13=2701/5317, 13-15=-1796/4186 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=13ft; Cat. II; ExpB; 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, with BCDL = 7.Opsf. 6) Bearing atjoint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 2 and 379 lb uplift at joint 10. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. The building designer shall verify that this parameter fits with the intended use of this component. wo�ebr,.....m.•r-f wDE TwssEs(•s9�larx eEVErv.�rwrse,earm�Imi+swslouEn tev+Em acufommruevre,,.v.nsmm w..•,.n.a..e�av,eT�D.w�a•+B rtDm.b u. Qcow Ea�ME^YB�o�Mno eI,�IWmw MYvdM®fYMmd TID. YMM mavmpnu&itlb�vCbOa IOD wW lrvvDWnENbfM'gPa.6ya"-xME^Gb�1.Mma,mu,I TOO,myal,m lv4v M,gnd Wrpb T,mbBCYImM1IWwy.wEV Tp.f.TMbign®u,rybm,be4gce%mm,,.uWNpuYu�JOUTm.Ivvry BJ,lrysBs m{mJlrydOw Jue1DDnLID PEGt909 . V•1ob Xav EgNeeMBG91815.. ���•�'�Eep6cy'mYryrvvi�Bn,preLAy JEn dnLry'BegncmCC�.AO DMYV Df,Pe. iMarEevP��aYG'�f®✓Pa Pv NRFI.TI�4pwJG9�R0 �tl btl,mdMTm.MiYg4^`2^G.�4.mWN>tmC b�es9tluPbUn.eap.Wfl TP4 blmazMrtmmM14eu�nJ f1N N915�WtlBPlA, n. Re„4 R3f9b tuIYTJMT,uf Dmy,�r.9ga6y ENb�arcf irro Vm,CaYmr. mYa„oTawY�bW�]M�Ce Mab 4�T 9��M Cor�b„�aIM f�N'Eq,eia.t NOTM lyiM�~B"�f•. B Dadynea Tun Bytlen EnBN®ufgtwVmB. Id p®¢: p8�}/M1B ♦Wtlir�t,anuwa66vIn TV4l Gq,ryM10a1160.1 Fs, T„mua-RFWu�smdNsmm,v.L 6,myls„ a pMdM�lsp De,er,�npme evMFl fiW Tna Job Truss Truss Type Oty Plv WRMSCMB3L15X10 A07 Hip Structural Gable 1 1 �RENARMORNINGSIDE A0118569 Job Reference o lional A-! Rom Trusses, Fort Pierce, FL 34946, cesigngalwss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sun Aug 11 17:51:12 2019 6.00 12 5x6 = 3x4 = 5A0 MT20HS= 11N 22 21--'- 3x8= 11-V 15 13 3x6= 4x4= 2x4 I1 18 16 14 1.5x41: Us= 3x6= 3x6= 5x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.13 13-28 >771 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.16 13-28 >607 240 MT20HS 1871143 BCLL 0.0 Rep Stress lncr YES WB 0.40 Horz(CT) 0.01 15 nla n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight:220lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-5-10 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-3-0 oc bracing: 15-18 WEBS 1 Row at midpt 7-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-11-10 except (jl=length) 2=0-7-10, 16=0-3-8. (Ib) - Max Hom 2=126(1-C 10) Max Uplift All uplift 1001b or less at joint(s) except 2=-263(LC 12), 15=398(LC 9), 13=-164(LC 13), 11=-152(LC 13). 16=-118(LC 23) Max Grav All reactions 2501b or less at joint(s) 16 except 2=865(LC 23), 15=1672(LC 1). 13=345(LC 24), 11=344(LC 24). 11=317(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1314/914, 3-4=98V776, 45=-9057792, 5-6=677/664, 6-7=-575/630, 7-8=0/436, 8-9=6/507, 9-10=17/386 BOTCHORD .2-22=527/1108, 5-20=-285/377, 19-20=3411810, 15-18=-1309/666, 8-18=-445/219 WEBS 20-22>61411022, 3-20=-343/347, WEBS 20-22=-614/1022, 3-20=343/347, 5-19=507/468, 7-19=243/606, 7-18=998/601. 10-15=-391/344 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=13ft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right posed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 2, 398111 uplift at joint 15,164 lb uplift at joint 13. 152111 uplift at joint 11, 118 lb uplift at joint 16 and 152 III uplift at joint 11. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSUTPI I. The building designer shall verity that this parameter fits with the Intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Oly MORNINGSIDE WRMSCMB3L15M AO8 Hip 1 [1Y 1 �RENAR AOx118570 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@aibuss.com 5x6 = Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Sun 3x4 = 5x6 = 11 17:51:13 2019 Page 1 Dead Load Deb. =1116 In 7.5x4 It 3x6 = 6x6 = 3x4 = 3x6 = 3x6 = 3.8 = 3.6 = 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 0.71 Vert(LL) -0.3212-14 >884 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.4212-14 >673 240 ,BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.02 12 n/a n/a BCDL 7.0 Code FBC20171TP12014 Matrix-MSH Weight: 196lb 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 4-4-1 oc purins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-12, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 786/0-7-10 (min. 0-1-8) 12 = 1825/0-7-10 (min. 0-2-2) 8 = 368/0-7-10 (min. 0-1-8) Max Horz 2 = -114(LC 10) Max Uplift 2 = -234(LC 12) 12 = 594(LC 9) 8 = -254(LC 8) Max Grev 2 = 817(LC 23) 12 = 1825(LC 1) 8 = 424(LC 24) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 3=-1164/609, 3-4=-685/393, 4-5=-535/402, 5-6=-329/613, 6-7=3301765, 7-8=-325/518 BOTCHORD 2-15=-345/965, 14-15=-345/965, 13-14=18/277, 13-22=-181277, 22-23=18/277, 12-23=-181277, 11-12=-345/507, 11-24=-345/507, 24-25=-345/507,10-25=-345/507, 8-10=-300/221 WEBS 3-14=542/518, 5-14=311/555, WEBS 3-14=-542/518, 5-14=311/555, '5-12=11401811. 6-12=-856/923, 6-10=-12117703, 7-10=-409/513 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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2341b uplift at joint 2, 594 lb uplift at joint 12 and 254 lb uplift at joint 8. 7) This truss is designed for a map factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Qw..r.eeva6M,..e+vu�,�, aaor rouEEEa t�T+tR+Tsv+s+w.rwvs..+eauwmnsasrouea re�rvs�tl ae[rmwtFtt �rar� v.mrmw w.eema.a nna,meonan r,m Dwa D,e.w trDmwe. se®wenv�^�..4.n..,ean..mun,uem�..e. eam u,v.roo.v+r/A.m:,.ne.peru wse.mavm.rwbuwe prim oap,W+,sme b.-ee�tlerev�le. mimw*oo �a2emw.e .t.iweuNmr£ums �1.0. eaa apmam.mseq..sae,:�gnepvbLybuwa,alpndenLLgsTmapnem usrvOvry.uaurhl. l,n[ mmpnw,t�r gemaimv..ua.enrvwm Jwrnmrvr.vr.8un.guau icpwtitip man Winot wEipMpInO W9�615 B.dN.pp�t].w.'v.6emin.Id4a RC, 0.1DD,kd Ydlgrn'auy 1PLI.TInnprma NllelDD wryYtlmJOvirm, mlWry MYnq. e,wy..MY.�a.Mb�ap MibXn,epeAlry Y51SWo. BW. D. Mla RMYv�l iena nw�4a;eE6 n�Tw.l�pw,*9tloAteai Ra}irun� eemm.wbHMeCwuMeT�mnN �i+gh.vc.'m�n.oMtTe svalYEN�oxOt OS BJ6am Dw9�wTvn ai+i.^E^J+�nMOUN -teD. D&1LNt9 gaprM..tlnJT6M1,r,�,.i,girm.hgtRtM.vM,deeYm Pm6,MdAt1� (Tier® Job — 6 Truss Truss Type Oty Plv RENAR MORNINGSIDE WRMSCMB&15= A09GE HIP SUPPORTED GABLE 1 1 A0118571 t Job Reference (optional) A-1 Koof Trusses, YOr Ylerce, FL 34945, eeslgnLaltruss.com 5x6 = Run: 8.210 s Mav 18 2018 Print: 8.210 s Mav 18 2018 MiTek Industries, Ina Sun Aug 11 17:51:15 2019 Sx6 = 31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 = 3x6= 3x6= LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC O.60 Vert(L-) 0.47 16-18 >379 360 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.36 16-18 >487 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.01 19 n/a nla BCDL 7.0 Code FBC2017/rP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except 10-0-0 oc bracing: 18-19 8-2-7 oc bracing: 16-18. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-8-0 except Qt=length) 16=0-7-10. (lb) - Max Horz 2=102(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 31 except 19=-394(LC 8), 30=120(LC 12). 16=-299(LC 8) Max Grav All reactions 2501b or less at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 30, 31 except 19=691(LC 24), 16=602(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 14-15=-329/536,15-16=-684/809 BOT CHORD 29-30=152/384, 28-29=-152/384, 27-28=-152/384,26-27=-150/382, 25-26=150/382, 24-25=-150/382, 23-24=-150/382, 22-23=-150/382, - 21-22=150/382, 20-21=-150/382, 19-20=150/382, 16-18=607/562 WEBS 14-19=579/839,14-18=-694/424, WEBS 14-19=579/839, 14-18=-694/424, 15-18=-389/531, 3-30=-119/253 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=13ft; Cat. 11; Erp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 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) Provide adequate drainage to prevent water pending. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-M oc. 7) This truss has been designed for a 10.0 pat bottom chord live load noncencurrent 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-M 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 Ib uplift at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 31 except Qt=1b) 19=394, 30=120, 16=299. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/rPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Dead Load Dan. =1/16 In PLATES GRIP MT20 2441190 Weight:235lb FT=10% 0.'M\0.C�TRaB8E6(lie3EA1, GENEAeL iE.Li6adCdLirIM6p16r8lfR(9N'EC)NMIMNEEW4Nfbn,.NM'4R^Pm�^H�RIm]roYm Mirvs0.p^B.�a,G(1Rp1utlM ©Ruwtva'9MImw BTI+b Erb phne\F,e1YMua. MYn oMM,\Wplm Cp T9D.uMM�punncbepM M3Mu,W MOp TwmbaM/u�TmfCOE.E..p.rr:gP.w B�aa gPRF�^1.MvtlmpglODrc➢�^r�-\a Jael6nuJiq PE 6r809 �%RV.cwtlRnpJeWY wq,mep.wpMY/trOSBuIenWMmybT,mb=tNmMtDU tM/. Y�TGF\. Tpd �nueg4enw Falp FM.tin,.a,ffiIOyNusdbTVOtrq&ibgb Mrgrynae2pdH Wlgb Hd®Eryme,Iq W81815 Oen�,P,Qni,I, eLnialMeoMBii?Vd9e.FAmtrtltlEn RC.M®G.4Lb0=V ��giP4\.TMwrn'tl Pw Tpp pry6,tlesdepTrv®.MJb.p Ha�0a�6MgFFa�/rlaadba66�Alw6wn � m6iiW MWnnW BaJm./Jem Wp[nTIODNNpvbw. wtl9'>SbJ6a GYa48DrWeq B,pbnAmtl�n R6G1Vwtl+�NiAMSFA�nY�bTa✓Y�/tr. lR p6�pe=w\�f Y5I SIIUL dM. RGiB,R.R%9N 06�,pf.,Tpn h0. .6,,,uYrEryY�e cdiva bwuilw.an4w,P.wv EH�Fh�Mtrvgmdup,pprtiVhMVMwYM.LLiln 6yetlr egVwre NGTEnB NAv➢+�vT.m81m�E^A�Y�^YB¢d+OY DaM1: (0'ILAIB ��b Imm\ m w mr�F Th,. BagnyY Q4016 M, Rulinme\-ResrzLwtim d p'e pav,wp F my Imry p ygbmC Y.Pn1 W pnpn prtuvsvF tl Al Rmf i„mua. Job puss Truss Type ON PN RENARMORNINGSIDE ' WRMSCMB3L15X10 B0s GE COMMON SUPPORTED GAB 1 1 AOx118572 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 6.18 Vert(LL) -0.01 9 n/r 90 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 9 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.05 Hord(CT) 0.00 8 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.01 9 n/r 120 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-4-0. (Ib) - Max Horz 2=-62(LC 10) Max Uplift All uplift 1001b or less atjoint(s) 2, 8,13,14,11,10 Max Grav All reactions 250 lb or less at joint(s) 2,8,12,13,14,11,10 FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (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=13ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 lost 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) 2, 8, 13, 14, 11. 10. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S). Standard CT PLATES GRIP MT20 244/190 Weight: 56 lb FT=10% Job Truss Truss Type Ory Ply RENARMORNINGSIDE WRMSCMB3L15X10 B02 COMMON 3 1 A0118573 � Job Reference (optional) . , nw� uum - urmi , r4 .rraro,u siyn�yuaiwss.com R1 Kun:a.2lus May1a2%aPnnn 4x4 = 3x4 = 1.5i4 II 3x4 = 5 Page 1 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.05 6-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.06 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCDL 7:0 Code FBC2017/TPI2014 Matrix-MSH Weight: 48 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 540/0-7-10 (min. 0-1-8) 4 = 540/0-7-10 (min. 0-1-8) Max Horz 2 = -62(LC 10) Max Uplift 2 = -154(LC 12) 4 = -154(LC 13) Max Grav 2 = 540(LC 1) 4 = 540(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-636/433, 3-4=-636/433 BOTCHORD 2-6=212/503, 4-6=-212/503 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 joint(s) except at --lb) 2=154, 4=154. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSlrrPI 1. The building designer shall verify that this parameter fits with the intended use of this component LOAD CASE(S) Standard R4VFTF1166E6 CBELLE41'A GENFFK IQMSNCONMIOXS CJ6IONEPRWEIt1ALM AEDGY-91i•I¢mVe^M�9^We9JmMwtlwVadTe Trvo DaW^�+BROV)mW Yw QhwlveVBM1mMIu•AI qG mail vn WJp.bnJw�^B��eW^>tiMb Ju's^dO.upWi rm�b�'}YJme�eTWaA'.urb,ml.1MJ®.:n�u.Wtr�. b�inc�s�ev. wLYlY�m�p o.�iigl��&ud'MYMmvcwl3�PTtlw GFs.W OxeeynYmNWNmMBUW.]O^4^•.FMmiWIJBv15C.0�i6q Yvl YeffiO wlNlR.1. TI�4Pe�JJMi00 �dmlber JOe Tr�f,n(1W9B��9. �>aRmNbSn OSM��ryvW3q 1NWeBHmrse�En4nW�ip LA 91t15 14516Y4uBBM. mb�u^G4W JmedmryOegaNGmem.umxsuaeJanTW Wlupe�asntl OYMabBuan-fe�mp+�b^W wwnmrn Rs.�'%PmMbgTR wuSA•nor.MarcHbGa�J B'^'�+Q. 4M+be �pmGlusM RPsa. FL 31BM CW1w WE�TuapNy�r.6p[iy Erq iv NTr�Hwl.bmS Wn.aNw�bfi�lq�Cenvmgrr0i4enJaCv0gaw6nb�nwtl.T1�8}a'y Ery6�JNOTABWW [, ja@T�ByJm EywN�dWO.M OM: OMYdfiB •ulJwf bms�nnih�lnTR1.40.rO1Y0ID1841 M1Tm_q�p�lp,pgppy„yybv.TbmapddAJ�Oe.�I P.�iw�psmb,bnol AlPMTnufa Job WRMSCMB3L15X10 Truss B03 Truss Type Ory COMMON 1 Ply 1 �RENARMORNINGSIDE A0,118574 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 MiTek Industries, Inc. Sun Aug 11 17:51:18 2019 Page 1 ID:Id OOXyyT61Bi_TXo1jwHHzefvK-OSG3foRxp99PY_bMEfy9dkk26sXM6at6c00cVyosUd -1401 -00 &-2-0 11-11.14 6-2-0 5-9-14 4x4 = 4 R I.0X4 II 3x4 = 3x4 = LOADING(psf) SPACING- 2-U CSI. DEFL. in (loc) Well L/d PLATES TCLL 20.0 Plate Grip DOL 1.25 TC ,0.42 Vert(LL) -0.05 5-11 >999 360 MT20 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.06 5-11 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.09 Horz(CT) 0.01 4 nla n/a BCDL 7.0 Code FBC2017/fP12014 Matrix-MSH Weight: 45 lb 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 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 439/0-3-8 (min. 0-1-8) 2 = 53210-7-10 (min. 0-1-8) Max Hom 2 = 73(LC 12) Max Uplift 4 = -113(LC 13) 2 = -152(LC 12) Max Grav 4 = 439(LC 1) 2 = 532(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-612/436, 3-4=615/437 BOTCHORD 2-5=-272/482, 4-5=272/482 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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 lb uplift at joint(s) except Qt--lb) 4=113, 2=152. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIRPI 1. The building designer shall verify that this parameter fits with the intended use of this Component. LOAD CASE(S) Standard GRIP 244/190 FT = 10% Job Truss Truss Type pry Ply RENARMORNINGSIDE WRMSCMB3L15X1O BOs4 MONOPITCH 1 1 AO118575 1 Job Reference (optional) A-1 Root Trusses, Fort Pierce, FL 34946, design@altnrss.cem Run: 8.210 s May 18 2018 Pdnt: 8.210 s May 18 2018 MiTek 1.5x4 II 4 3x4 = 1.5A II 4x4 = Inc. Sun Aug 11 17:51:18 2019 Page 1 LOADING(psf) SPACING- 2-M CSI. DEFL, in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 6-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 • 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) -0.01 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH Weight: 62 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS j 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-0-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 527/0-7-10 (min. 0-1-8) 5 = 43310-3-8 (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 (Ib) or less except when shown. TOPCHORD 2-3=-619/207 BOTCHORD 2-6=-497/499, 5-6=-497/499 WEBS 3-5=-557/554 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf; h=13ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=1b) 2=117, 5=200. 5) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard YemgM'mYYM'MI ROCF TYV68E6 r6E11Ei7.GEVFafJ.lEAM6 WGolIDRd16 CJ6TUnER(9VlFAI RCIR� .EWIrM'Om, Ve91 �WvPMMMud stl wYs cn Td Tuu 0.p.OM^Y IiW)YdM QFlea, 1 S+saMEylnv nMna YwlbMmVnb Wlrm CtaCmMlOO. md/PryYs mmfapmwuW Ce evW bTa TVV bvJl. gsi�m Dmqu EnpPevup Q.a 6aVcry EnperAM VYenegTW reprtmbm .N�NBOwNp PE 83BP] 0.rm.M0.WeY,muy�fYppmN�%�G���AGn9nJPergb Tim 61�Ye]mMlOOwq.vgviVN.iln Cuyamngee.tWry m,6Ew.Tu3vYYTWmdYUTw FieryCMyYM VVavffiIyefM BYrNLV+b�.tiMrsYotYMY6.Gn@C. WI4Yb9 edeaYTRI.Tn 4P^^Id OSTVO eaq WmNMTnm, WyHp Ev.S.gebge.mWsb. �hYmYT1Jb0.,�+,veAfp VrTplp Flpuse EGYeYMG W91B15 LLSt 9Gu�091A Vuew.,Nv�iA,ame�M�MMYE �amlvcnY RPWn.R9(918 Gu4'ee Y�E eYTm Vny,�.GK�f Ewvw�me Tvo VwN �Av+1NaGYG+mdMT1�i EIa+Y'vEry,vexOTTe BiilFe aYv/Qiw 6Yeln^EV^+Y�aauN Md�. /i t�Y]IYnmMaJbafnTR1.C� @OAIBAIIIap Trmn�IbpcMYndb@v,YrY.eay4m.upMOb]Mn�M+almtann'mMA1PM T,um DAe OMNd119 Job Truss Type Ory P1Y RENAR MORNINGSIDE WRMSCME13L15X1 FBOs4GE GABLE 1 1 AQ18576 Job Refemnce o donal A-1 Hoor Trusses, Fort Pleme, FL 34946, designlSaltruss.com Run: 8.210 5 182018 MTek 1.5x4 11 4 3x4 = 1.5x4 11 516 = Inc. Sun Aug 1117:51:192019 LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(L-) 0.05 6-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 6-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) -0.01 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH Weight: 70lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2xtlSP N0.3 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 8-0-10 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuida. REACTIONS. (lb/size) 5 = 43310-M (min. 0-1-8) 2 = 527/0-7-10 (min. 0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 5 = -200(LC 12) 2 = -117(LC 12) Max Grav 5 = 433(LC 1) 2 = 527(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 23=-619/207 BOTCHORD 2-6=497/499, 5-6=-497/499 WEBS 3-5=557/554 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft; Cat II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C EMedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-" oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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) 5=200, 2=117. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the Intended use of this component. LOAD CASE(S) Standard QPaOoeigLynv4r6u-41RWF1WI6FE6('61P3]. GEIIERPL lE06atl WNpV1Ox6LU6T011ERB9VVEIC)ALFNOMEWucT'1-MmTVMjEtipi pvs»,uv xq cox ndpgpe Tu®dep Pwlnp (IW)WOm $aieR/Eylrs Mmwvlwl Wgaue VNw Nra¢a NSW mob TOD. my Np�a mniaUplux enaENuuf lu9q TGpNMrNM. •s Orsgn Erg4an,p0�b{cexx EnpMl. OwxSmmry TOD nyaMeT JeMBDunLxpE0tP03 Ons.Ae�rMwM�4SPS����+^9�xG ti6ybNGx9^AWe96 Txx<rytYlmtlm TDOmJY.ubriq-1.TnC^gn mmgm.b+M19mN3a,s.xStihmGrsdtlaa Trvnlmmrl Bual'rWYWm�LdYdM N1rIe1bYX EMMMn0U91615 6WxV Oas¢i.,.AOnm.btldEx WC.Wi66.kxipiSW tde and lCFl.11�ypwN of WlDO xq dO�Tnm,Nrergl.m6ny Narye. F>b9•-�-�'O �eMBSMxapeMJj 451614tie &d. JEeBr14FMeP.mmtl CmCm.PO,WotlNnmTW WYspvmretl G^SSB^-+mEr0u4JwJ fmi\'aw�l6Mebyfmm4m I05RIFm�MTRN6SAxnryxmClmy wY9u'+�x. rtim�'+smC RFmm.R&9M GUIYa HIxT,m ONprw.6puMy Erip0.xiud T,m 04mlaNr,. Wex ePb®664Wq�CmYvc1 A,W,rymwvtigprYpvM Mdwi Te 6pyly0npinveTOT0v 0iiCM Oapavirvv 6yM,EyiivNMx�4&A.W OBIe Ofl�IN01B �OYJUW IavumuAlxCmTRt.CeppgMO]01040 R�T,uvn_flgpy[ynd B.wOaN,m.N.'nmlbmipdJGbGFemlNaElrnrym,rn NAI Rml Trvvu Job Truss - OtY PIYRENARMORNINGSIDE WRMSCMB3L15X10C01G :E�s;Type LE 1 1 A0118577 1 Job Reference (optional) ..-, .—... . , — I--, — .aYrro, u syul,n muss.com YE13H a May Id 2U18 Pnnt: 8.21C ID:ld_OOXyyT61Bi_' 44 = 44 = 17:5120 2019 Page 1 i Iv LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vart(LL) -0.13 12-15 >999 360 MT20 2441190 TCDL 10.0 _ Lumber DOL 1.25 BC 0.73 Vert(CT) -0.20 12-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Horz(CT) 0.02 12 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix-SH Weight:1081b FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2z4 SP No.2 WEBS 2x4 SP No.2 `Except- W2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5.4-9 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16, 17, 18, 20, 21 MiTek recommends that Stabilizers and require cross bracing be installed during truss erection, in accordance with Stabilizer Installation quids REACTIONS. (lb/size) 2 = 72210-8-0 (min. 0-1-8) 12 = 722/0-8-0 (min. 0-1-8) Max Horz 2 = -90(LC 32) Max Uplift 2 = -213(LC 8) 12 = -213(LC 9) Max Grav 2 = 722(LC 1) 12 = 722(LC 1) FORCES. (to) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-3=-1095/321, 3-4=784/164, 4-5=-7411163, 5-6=-716/183, 6-7=-708/209,7-8=708/211, 8-9=-716/185, 9-10=7411165, 10-11=-7841165,11-12=-1095/318 BOT CHORD 2-23=-255/974, 23-24=-255/974, 24-25=-255/974, 25-26=-255/974, 15-26=255/974,14-15=-255/974, 14-27=255/974, 27-28=-255/974, 28-29=255/974, 29-30=-255/974, 12-30=2551974 BOT CHORD 2-23=255/974, 23-24=-255/974, 24-25=255/974, 25-26=-255/974, 15-26=-255/974, 14-15=-255/974, 14-27=255/974, 27-28=-255/974, 28-29=255/974, 29-30=-255/974, 12-30=255/974 WEBS 7-16=65/396, 3-19=-341/188, 18-19=342/188, 17-18=342/188, 16-17=-335/184,16-20=-333/181, 20-21=-342/188, 21-22=-3421188, 11-22=-340/186,15-16=0/327 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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip-DOL=1.60 3) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=213, 12=213. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)158 lb down and 122 lb up at 2-0-0, and 158lb down and 122 lb up at 17-3-4 on top chord, and 67 to down and 66 to up at 2-0-0, 14 lb down and 1 lb up at 4-0-12, 14 Ito down and 1 Ib up at 6-0-12, 14 to down and 1 to up at 8-0-12, 14 to down and 1 lb up at 9-8-0, 14 Ib down and 1 Ito up at 11-3-4, 14 lb down and 1 lb up at 13-3-4, and 14 to down and 1 to up at 15-3-4, and 67 lb down and 66 lb up at 17-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TP11. The building designer shall verify that this parameter fits with the intended use of this component. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=60, 7-13=-60, 2-12=14 Concentrated Loads (lb) Vert: 3=36(B)11=36(B)15=1(B)23=32(B)24=1(B) 25=1(B) 26=1(B) 27=1 (B) 28=1(B) 29=1(B) 30=32(B) Job Truss Type Oty PlyRENAR MORNINGSIDE WRMSCMB3L15X10 FCO2 COMMON 2 1 ' A0� 18578 Joh Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com Run: 8.210 s Mav 18 2018 Print: 8.210 s Mav 18 2018 MITek 4x4 = Inc. Sun Aua 11 17:51:21 2019 13 3x4 = 5x8 = 314 = 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 0.36 Vart(LL) -0.14 8-14 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.20 8-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.02 6 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix-MSH Weight: 881b 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 5-1-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-7-0 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 = 799/0-7-10 (min. 0-1-8) 6 = 799/0-7-10 (min. 0-1-8) Max Hom 2 = -90(LC 10) Max Uplift 2 = -220(LC 12) 6 = -220(LC 13) Max Grav 2 = 799(LC 1) 6 = 799(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12071810, 3-4=-893/602, 4-5=-893/602, 5-6=1207/810 BOT CHORD 2-8=-583/1051, 6-8=-594/1051 WEBS 4-8=-283/513, 5-8=-369/390, 3-8=-369/391 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=13ft; Cat. II; Exp B;Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=220, 6=220. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard QPYr OcdONrymk�0.-i1 PpJFTW186E6('6ELt3t}GEHEML IFIAL4vtlCffiIdTIJN6 W5IOYER �YERi ILRMYIhEOGYENI-4n�YerTyyap. pvuxxnatl Wwlum6mTm ducal OnWp(IDOjWM Qs6rtyEpi�,Wvie YVl Cbcem YeYm M'a�BelW en0.TOO.mry Pyeu wavla(Bb�e�u9b vJb6u l®bbxy. Neinm Ovp, GgLamnp Be.6pW-yEryBmf.0.utlmwry TOp,ap�rm s, � BML=PE BtB49 �6.0.�e��OrpdeeLL-Nvsy�ri.p nepviitily49�<vgnAN6egYTmebp.M mMl[ID my wM1R1.Tn �ou�q'm,kN�amd4+e.nddVyWwNAn T.uneanry&#Mgu Oe,vimuA�4TdAe V.Tb Noma OpbttMp C�91615... pe:ta. �BOL4g Oegm.^0.m.Y3d0.RK.0.1BGIMbibq �deaWTPLI.11�gmdtl0.10O JYa irm.�9LLpEa6^B.6tr4.YiuCehn Mp,vnpYWb0.reymaLlly Y519Y 1e&W eeeuLNODamwmw Cmbw. ipDxtl0.pmbe�tl C�NBxdE�&dNrc�*id��6s1e1Yme+nuxnlB5IX1T�Nl MIRM�Inme,el,nrmwcea�de��'. TPH aefwa6yxve+^�tiem mG RPb,0.R9e9W @aBSJ0.Trvq Ovpiw. 6y�aRyEyvm rd Tnm N�WWv,mYeB eEviW 6b�lMeEOMdVn�N'm Mme6^GNir/BBB brvdrs4iY�6pmN)Enp6�uADT0.BUBivq ��9m-aTrvv 6yeWn6gnwINMOVN✓4M OBIS �IY[019 aaINYimllam wsi(mCFTRf. GgB+� OaY16410.x, TnmB-P�paPmMINPg OwmpJ, Y, ®ybnt v Bni,trlE�iBW 0.`rOmpBnm Ynd41 gMTrvma Job truss CO3 PTmssrype MMON �QIYPIY�RENARWRMSCM83L15X10 A0118579�MORNINGSIDE nal A-1 nooT I russeS, ran tierce, rL S9 b, eeSlgn(ioe l MSS.Cem Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Sun Aug 11 17:51:22 2019 Pagel ID:Id_00XyyT6I0i_TXo 1)wHHzefvK-IIWaU9USlOfrl bu7TU 157buQllj7glupTl E_DlGyosUZ 4x4 = fia 3x4 = Sx8 = 4x4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Wall 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) -0.20 7-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Hom(CT) 0.02 6 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 84 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied ors-1-6 oc puriins. BOTCHORD Rigid ceiling directly applied or 7-3-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 70010-3-8 (min. 0-1-8) 2 = 79010-7-10 (min.0-1-8) Max Horz 2 = 99(LC 12) Max Uplift 6 = -180(LC 13) 2 = -219(LC 12) Max Grev 6 = 700(LC 1) 2 = 790(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1183/804, 33=-868/596, 4-5=-865/594, 5-6=-1166!/89 BOTCHORD 2-7=-640/1030, 6-7=619/992 WEBS 4-7=-276/488, 5-7=-333/367, 3-7=-369/390 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C7C 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 nonconcument with any other live loads. 4) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas wherea 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) 6=180, 2=219. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT)deflection per ANSIRPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard NegM/mY�BY'4,RMFTRYS6E6 r6ELLElt}, CEIIFRPt1RM4MCOlIIYLmiSCUSTOYER(9WER'fILRNMrtFWYENI-brm VerIIrY4eryer�enMWiul wbnmEm Twf AY(e,Uiv®y(fUgWM Qi'4s Y $YJYY E,96��ief,mim[Ira,bfo�m.Un4utll'n�W CetlmWTO. mbR�®mevSm Wnu NYb,mtlb MlW B%W^E^J�^0.N 4w.4�MEnG��).0.Wme^YiW,eiA>a^mw JVN BBMI¢PE=2 .Wnala9.myMNyb0.Cegnd0.rg4 TnmbP0.6mtlrolOD VJY.,nOui%-L1MJeGmm�Rbm.WYW umPiiv.e3NMY mlue ptle Teel: wY WIYb 1buMFNI,MAr9CS91615 Crner,0.(I�iNvmtl0.P�•. b��geMYM�"WYY9e BJ=.GB�w.ev.m,vJay.OtC.Oe®B.1vibMNW WTPN.TI�µpw.JmtlniOBSW wrbtlmaNTm.Y+bv69 BerY^Y�fa4. b,Y,lmvl .e4T�6Y nam.aBw�«.Yramm.a�wmxv.mo.,ewv.�+a..momY.mae.am*e�a��swxr�.ee,�,lesmo-ww�%m.,a sai.m.,m,.e.aay.�Yv�Y.w. m�f an,ewe�a F1P-.YSBM. neY�.nsYsvB bYYEY0.Tea�WyuU 6p�.yEgvr�NTrve Ygba�fw.,sYe cAw�6Mi%ECSWa.N�FTAviMq%YY4�Md�TN6�E,yvmrsNOi0.B� CeIY�nTm Sytle, Eey'ncotapdYTvq.N BN: BM}M1B •Nfv�t YVRge3YW niR1.CWNgJ09)1641 Reliri¢0.-ypWwtlnYbb,m,ele•e'.f IvmupYA30�e,10. eM,{�mv,m Y41 RMTrvas¢ Jab Truss Truss Type Ory Plv RENAR MORNINGSIDE WRMSCMB3L15X10 C04GE GABLE 1 1 " A0� 18580 Job Reference o llonal 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 7x6 O 6.00 72 10 6x8 = 4x4 = gye 10E-] 1&412 19-112 2S1Y6 10.&] &1-5 0. 6-7, a4-14 Inc. Sun 11 17:51:23 2019 Page 1 (n7RK1 DhcGukmHjyosUY Dead Load Defl. =118 in Plate Offsets (X,Y)-- 15:0-2-0 0-0-121 17:0-1-0,0-1-81 19:0-6-8 0-3-01 111:0-2-8 Ednel r13:0-1-10 0-0-127 r17:0-1-10 0-0-121 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.15 8-9 >547 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.3911-27 >582 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) -0.01 10 We n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 195Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Stmctural woad sheathing directly applied or 5-2-13 oc purtins, except end verticals. 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. All bearings 0-3-8 except (jt=length) 2=0-7-10, 10=0-2-12. (lb) - Max Hom 2= 294(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-182(LC 12), 8=140(LC 8). 9=421(LC 12) Max Grav All reactions 250 lb or less at joint(s) 10. 8 except 2=717(LC 1). 9=1130(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2.3=-936/516, 3-4=-605/326, 4-5=-454/338, 5-6=-171/379, 6-7=-159/373 BOTCHORD 2-11=724/797, 6-9=-630/485, 8-9=-251 /142 WEBS 3-11=-420/465, 5-11=-3/308, 9-11=-432/485, 5-9=705/640, 7-9=-398/488 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exte lor(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSUTPI 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 noncencument 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-" wide will fit between the bottom chord and any, other members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s)10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182lb uplift at joint 2, 140 lb uplift at joint 8 and 421 lb uplift at joint 9. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Tmss Truss Type ON Plv RENARMORNINGSIDE WRMSCMB&15X1O CO5 ROOF SPECIAL 1 1 A0118581 ' Job Reference (optional) . , FZ i „uaoePai rie, w, FL 54v4v, nun: o.ziu s May 18 2u18 6.00 12 5x6 = 5 6 18 MITek Industries, Inc. Sun Aug 11 1 /:hl:24 5x6 = 3x6 11 3x4 = 1910 It1&9-12 19.11�2 2Si1-8 100, &&ii D- w"I nd14 Dead Load Deft.=1116In Plate Offsets (X.Y)— I2:0-0-4,Edge1 14:0-3-0 0-3-01 15:0-1-12 0-0-141 f6:0-0-0 0-1-151 r!•0-1-0 0-1-81 110:0-2-12 0-3-41 112:0-4-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wait L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(L-) 0.09 8-9 >935 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.23 12-15 >966 240 BCLL 0.0 • Rep Stress Incr YES WB 0.51 Hoa(CT) 0.01 11 n/a n/a BCDL 7.0 Code FBC2017rTP12014 Matrix-MSH Weight: 151 Ib FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-10 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-3-8 except (jt=length) 2=0-7-10, 11=0-2-12. (lb) - Max Horz 2= 295(LC 12) Max Uplift All uplift 100lb or less at joint(s) except 2=-189(LC 12), 11=-379(LC 12). 8=-150(LC 8), 9=308(1-C 9) Max Grav All reactions 250 lb or less at joint(s) except 2=752(LC 1). 11=764(LC 19), 8=271(LC 24), 9=602(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2.3=-11001628, 34=742/393, 4-5=-94/302, 6-7=-172/278 BOT CHORD 2-12=855/959, 10-11=-713/410, 5-10=477/399 WEBS 3-12=453/511, 4-12=01314, 10-12=519/591, 4-10=-695/622, 7-10=-272/385 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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 2, 379 Ib uplift at joint 11, 150 lb uplift at joint 8 and 308 lb uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard �.vs•.�ewY A,�e,. m'a• aocs icuecEs tsr+� uExExu rw.s.ewnommswsrwEa IsurEm.=�,or+9Enauem-m,i. con. e�w w...,...w,..e„�w,.,er,.,m a..Pa..w numwn. t � �EnG^�r/nluau YrllJe.m.Mh®Mnv4e fffia]mM T14 d✓/.V�wuvm i'de W4 Y,etl bTe lOUb 4.elE 4.i.m�ay„EN^�Aq(n6R�.h EnO�m}bW m^^YTCO A.�.w� JmelBpmI�PE 63PW TMRTwidaniLJ rwClm.bWdmYe�e..�✓9.�)mtluwdOO Trvulmsry BAfrosau,^p'.M'aAe WTW Hvuu EnpbpvM9G91619 0.re.wC .Muetly.,mC�.� me,ay"�c.en�9a�BCIv1YlNV'.�9.N1P1-I w PeBwW a�,w.e Cmfe,P. ursaoMVVnMmoWML..�a+wl@bwaRBvll+ry Cu�y .^,6tl Ir�bmti,r, �'YMXws JEv r,m.i.l^YV�^9..I.W>mY,�EseYhu^YN.IbM^+FwN<Y M 1B5C9Pm��MOhTHM69C wnM1.. �Ia,L tiYm'e�. TA, NM1�aW<apmEVnsmd 491m WO�BM. nHum, bnY.d PnTxe6vay.6).[Yq F�pvwNT,m YMa9va. mYu.oWam 64,M n. uwm,w+. F�eerm P.rs.:�aw.ra cP..wyr.y.�.enm a.e,.u.�9a.v,+..sr... sr.�arv.�,a.ne�a.ua—o9nvn19 oMag .wn..e�o..msa.ceTw,. cc„�nemcalamT„.,,.._ RyN�evbb0rtwaAnnlmn5 v pNIYC.Ywapa w•em,pmg,b, W al R¢lT,um doe as Truss Type QN PlY MORNINGSIDE WRMSCMB3L15X10 CJ1 Comer Jack 8 1 IRENAR A01�18582 ' - Job Reference (optional) - _ A-1 Roof Trusses, Fort Plerce, FL 34946, design@a1truss.com Run: 8.210 s May 18 MITek Industries, Inc. Sun Aug 11 I LOADING(psf) SPACING- 2-0-0 Cat. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 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 n/a We BCDL 7.0 Code FBC20171FP12014 Matnx-MP Weight: 6 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 0-11-11 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 accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -5/Mechanical 2 = 181/0-7-10 (min. 0-1-8) 4 = -21/Mechanical Max Hom 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. (to) 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 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,cennection (by others) of truss to bearing plate capable of withstanding 51b uplift at joint 3, 71 lb uplift at joint 2 and 21 lb uplift at joint 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIFFPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOADCASE(S) Standard QhwOwapN/nvMPe •i1.p TFV66E6 r6ElLPt•4FNFIW.lEiW6atl WNLRFTI6QISRlNE0.19WEiC)pLM1IbWLEp(ilr�NPl[nn V.* E r-,fe enCsMn�f ✓.TUTw MxQ BnMnp (1Wj mtl Pe berm%E,gimnb,enn tlslCYoe m. Vnb,tlara®tl W M lM R D.mq Ppue mrvcYv µffie NYte wo]Iw lOBb1 Wtl. N0 T, 6egn EryinMy6.e. Sp EnF .M Wm, zTOUmeeS,ben JueIBBWpp PE6t6m. 0..v. Ba uiWecN�eTl MBabYy Bn'B,v,Y,A�.N<dOseOiB,Pe i96.4d We6rG utlevq If, 1Npov. � bNY�Tnm,vLWgBe^i^G.bA4mWla Nbemq JW MB,�iinV� 4�SI STLutle BiWlre®W U91615 dAe AAb9BeeVtiMfm.DeYw.N,WefMw¢pMiW We:P�+emtl GLL'6NT eaPr O.N^'uB�W�^I6tleWNtrnRvn�5C0i^b4alMlRM6BCI.ma,e1e.xu11m0e''NY+ea'�. 1PFtYMe4vrtWuiE1'Y^W RPinU. 1Eee aQPeT,m 0.tlper.6pemey Fryi�rNtlTw NMaLw.mJne olsvYV 9efMtyeCauNepraaf,q�nradrpgtlp�6s bnTl�l.lM6{u'u'lyE,gbeer<NOTMBulfiq DaTxuTivn 6N�e^EpYwNeq OviCeq-L➢ pgie pL1.M9R01B aep4Yxtlbmnw oLYMnT0.1.Co0y.pN0'd1641 PW Tr,�a-Rep,M,sbnolbaduml, nmebvl b po4tibtl�iPMTeaMenpembs'o-�N4, VmlTnos Job Truss Truss Type Dry Ply=RENARNGSIDEWRMSCM63L15X10 CJ3 Comer Jack 4 I A0118583 nal A-1 Root I msses, Yon Pierre, 1-1- 34945, design(Naltruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek industries, Inc. Sun Aug l l 17:51:26 2019 Pagel ID:ld OOXyyT6IBi_TXoljwHHzefvK-Bel4KXYywd9HWDCuiK51AR39jLeAEly2yryRulyosUV -1-4-0 2-11-11 1-4-0 2-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip 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 FBC2017/TP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing direcflyapplied or2-11-11 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 accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 64/Mechanimi 2 = 212/0-7-10 (min. 0-1-8) 4 = 23/Mechanimi Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -74(LC 8) 4 = -29(LC 9) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed; porch left exposed;C-C for members and forces 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 nonconcurtent 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 beadng plate capable of withstanding 43 lb uplift at joint 3, 74 lb uplift at joint 2 and 29 lb uplift at joint 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSVTPI I. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 12 lb FT=10% QVeu.vmgFy,..wai.•4,awrrwrss99 rs¢,Fm.rwrxu Tvuss.aeamimnswsmusnleuTrmram�ve,y raw w•m.u.w.m wrememm®aw•a..+e lmy.+am sxo-wE.vr���a.o-no-o-. uo w�.m..w mmoowroo.vMuw m,..no.o�weo-,®em,wTwma..aen.nT,m ma�„s,�e..mv 0...sw�vEm�xo.ewmnnTw mee.nm .tarnaowmr�axem a.,r. v. w,��..raw.a'"°�mu�i,.`��'�°"�°"''���'u.my.ae...,yer,,.,.sV+>aa•wmoe,h.w Txl.Tn. �e.�c.�9.�....a,mpw,�..aoo-n,.. e..m%���e. e..,.aa•m++raa. µram x.,sea�ee.enm e�s�91s ��v^•.tie.�aaae.ne.e. mc.ma,vse �+.�ltt,.Tl.gmima.i➢O corm.^ran.ro.�rv..G.w.wnmv.Aw.>wwoe.ei...+om�+h usl s,wc. arm elEe Bi']N9^T9^®stl Cm>uN. N,GeaMMNM1W W0.P�.WNW+.+>m61]^] �SM1HlnbmdnS�GIM1M�eNIb/iRN60CAaenM1 w1bMr✓B� ,4M1VYv rtµvaTS+uaC D.; WR1918 Pllva(MTusa MMV�.6PN[YE^Ne. vtl Trm YMa9aa. uJm ofuW.trYwi>].Cegr.]V�.1�/�.�./�iMYG✓�MdMTl.6t®9Y ETiwbMOTM 6tl49 �T+wTuv 6Ymm EMnv Jvp.�9'<✓9. L➢ OM: OYI'VA19 �WeAxst Ynvmaph�laTRl.4pppNOZM841 PVIT�.-gapM.y.,dNhwml.imgbRwTdbC.ileW C<wllW�pms,m W4lRmlTxp¢ Job Truss Type Ply WRMSCM63L15X1 TD07 HIP GIRDER �Qty 1 1 �RENARMORNINGSIDE "A0J18584 Job Reference (optional) A-1 Roof Trusses, Fort Pierre, FL 34946, design@attruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Sun Aug 11 17:51:27 2019 Page 1 ID:2SLVR04mpe1X3Ng72nCSfyiz3n-fgJTYtYahwH87Mn5F2cGiecAGkunzASCBVi_QUyosUU -14-0 5-M 10-0-0 15-M 16-4-0 140 F- 5-M 5-0-0 5-0-0 F- 1-4-0 1=4 11 1. = 3x4 = LOADING(psf) SPACING- 2-0-6 CSI. DEFL. in (loc) Udell Lid TCLL 20.0 Plate Gdp DOL 1.25 TC 0.77 Vert(LL) 0.11 7-8 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.10 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.03 5 We n/a BCDL 7.0 Code FBC2017/1-PI2014 Matdx-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD 2-0-0oc purins(3-7-11 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. REACTIONS. (lb/size) 2 = 967/0-8-0 (min. 0-1-8) 5 = 967/0-8-0 (min. 0.1.8) Max Horz 2 = 53(LC 26) Max Uplift 2 = -618(LC 5) 5 = -618(LC 4) Max Grav 2 = 967(LC 1) 5 = 967(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1611/1140, 3-15=-1404/1063, 15-16=-140411063, 4-16=1404/1063, 4-5=-1612/1141 BOT CHORD 2-8=-992/1388, 8-17=1007/1404, 17-18=-100711404, 7-18=100711404, 5-7=-959/1389 WEBS 3-8=-264/355, 4-7=-263/355 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=1311; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 618 lb uplift at joint 2 and 618 lb uplift at joint 5. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 150 lb up at 5-0-0, 66lb down and 92 lb up at 7-0-0, and 66 lb down and 92 lb up at 8-0-0, and 113 lb down and 150 lb up at 10-0-0 on top chord , and 157 lb down and 204 lb up at 5-0-0, 43lb down and 65 lb up at 7-0-0, and 43 Ib down and 65 lb up at 8-0-0, and 157 lb down and 204lb up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Incmase=1.25 Uniform Loads (plf) Vert: 1-3=61, 3-4=-61, 4-6=61, 9-12=-14 Concentrated Loads (lb) Vert: 3=-65(F)4=-65(F) 8=-157(F) 7=-157(F) 15=62(F)16=-62(F) 17=34(F) 18=-34(F) 3x4 = PLATES GRIP MT20 2441190 Weight: 65 lb FT=10h Job Tmss Truss Type Ory RENAR MORN INGSIDE WRMSCMBKIWO HJ2 DIAGONAL HIP GIRDER 2 �PIY 1 AO118585 Job Reference (optional) A-1 Root I msses, Fort rience, FL a4 u, ceelgn(Nalbuss.com Run_ 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Sun Aug 11 17:51:28 2019 Page 1 2-9-3 LOADING(psf) SPACING- 2-M CS]. DEFL in (Too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a We BCDL 7.0 Code FBC20171FP12014 Matrix -MP Weight: 12 Ile FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or2-9-3 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. (lb/size) 3 = 21/Mechanical 2 = 208/0-10-7 (min. 0.1-8) 4 = -14/Mechanical Max Horz 2 = 80(LC 4) Max Uplift 3 = -24(LC 19) 2 = -144(LC 4) 4 = 47(LC 19) Max Gmv 3 = 43(LC 24) 2 = 208(LC 1) 4 = 53(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psh h=13ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-M oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ib uplift at joint 3, 144 Ile uplift at joint 2 and 47 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib clown antl 171b up at 14-9, and 751b clown and 87 lb up at 14-9 on top chord, and 12 It, down and 39 lb up at 14-9, and 12 lb down and 39 lb up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) This truss is designed for a creep factor of 1.60, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. The building designer shall verify that this parameter fits with the intended use of this component. ' 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=60, 4-5=-14 Concentrated Loads (Ib) Vert: 8=55(F=28, B=28) 9=45(F=23, B=23) Pum9W mMPe'0.11:OOFTWReE6('6E4FTj,GE1.FMt1EAtl3W 4ODDDOiSCUfi1WER(9UrtRy KM1iSVitbI��NI'bw YeM 6vi�V✓MM M,W wleaw Pn Trvn D„T Dn�^N nDDiugM Q44av r $ev`ME^i�nM1niv e,rl CLm wa llnbuWv�Yvvm WTOD. mYRW wx3a,G�eluOb,mNbNTOD NSLva OnNe EMNVMY W.6L YE�9��I.Mwlm^^/LOD iei ®daw L,gIBMIaENE TrvvwyslmWTDpoMT.vgvTnl.lMprymm�ryv�,pNegmiHmn wLbbrya�p„vavn T,mmnryBW.pYw,vpvuuryaow dW WNdpNau ErgFmtlry LA]16t5 Omv.���v�pmam+vp�eupmpv0liybwengndo���gp yNvq�BWfip DnS�.i.0. matllMPiC. D• rv140tiVr�tN1PLI lF, TPv^�dNTDDaq TbtlistlPa Txn,'opv.q,.,n/p,,bgs.wl®s6x vlba�GNtlbM,aryWNT a Ge Butl+NDupvetl De3�m pmuaW v4FMRIDWMpvbxfatl DtlWwdttBeitrp Dum�vv�ly,elyLM^m RLLT rydiNNtrTTe eb 68CPm�v4nrcMly MtiY�'v-'<. ihltlMVOi vR el/<�vb RN-. e6M. RFum.r91N8 C�WJl�Trve Ds¢v.6pmy6q�rrvtl Txn 4wlvM,.We, oOVWEbL�ly6CvmvtgiW Wmi,'.MpCTtlpslshryMiN 6{�u'ETEryp:slY]TMDUMe,p Ovy�wvTm6TMnEp�vafghlSnR. [➢ Dqy RgryylplR RJYal4�mmo6M1SEi,TRlt Cmpa 111MR41 RVI Tn®v-Rgvgt pm MNeGmnwnle,glvnt spcAYit�Ynul O�n0anpmb,c,dA1 gMTnmv Job Truss Truss Type Ply=RENARINGSIDEWRMSCMB3L15X10 �Qty A0118586 HJ5 Diagonal Hip Girder 2 onal A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.00m Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc, Sun Aug 11 17:51:29 2019 Page 1 ID:ld OOXyyT6IBi_TXo1jwHHzefvK-bDRDyYarDWsNgxTNTfko3heXYeuR5UVepB5UMyosUS -1-10-10 3-9-9 7-0-2 ' 1-to-10 I 3-9-9 3-2-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 7-10 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.02 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 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 pudins. BOTCHORD Rigid ceiling directly applied or 10-M cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 82/Mechanical 2 = 310/0-10-15 (min. 0-1-8) 5 = 143/Mechanical Max Horz 2 = 141(LC 4) Max Uplift 4 = -55(LC 4) 2 = -182(LC 4) 5 = -114(LC 5) Max Grav 4 = 90(LC 19) 2 = 310(LC 1) 5 = 143(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=-305/140, 3-11=311/158 BOTCHORD 2-13=193/271, 7-13=193/271, 7-14=-193/271, 6-14=1931271 WEBS 3-6=-300/214 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft; 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 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 55 Ib uplift at joint 4, 1821b uplift at joint 2 and 114 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 It, down and 90 lb up at 1-4-9, 77 lb down and 90 It, up at 14-9, and 36 lb down and 41 It, up at 4-2-8, and 36 to down and 41 lb up at 4-2-8 on top chord, and 51,11b down and 40 lb up at 1-4-9, 51 lb down and 40 lb up at 14-9, and 10 lb down and 40 It, up at 4-2-8, and 10 lb down and 40 Ib up at 4-2-8 on bottom chord. Thedesign/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 1-0=60, 5-8=-14 Concentrated Loads (Ib) Vert: 11=57(F=29, B=29) 13=46(F=23, B=23) 14=9(F=-0, B=4) 3x4 = PLATES GRIP MT20 244/190 Weight: 31 lb FT=10% Job Truss Truss Type Oty Ply WRMSCMB3L15X1OJ2 JACK -OPEN STRUCTURAL 9 1 =RENARMORNINGSIDE A011858nal A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 a May 18 LOADING (Pat) SPACING- 2-M CSI. DEFL. in (loc) Vdetl 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 0.04 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and require cross bracing be installed during truss erection, in accordance with Stabilizer Installatlon Guide. REACTIONS. (lb/size) 2 = 187/0-7-10 (min. 0-1-8) 4 = 9/Mechanical 3 = 35/Mechanical Max Horz 2 = 63(LC 12) Max Uplift 2 = -62(LC 12) 3 = -24(LC 12) Max Grev 2 = 187(LC 1) 4 = 26(LC 3) 3 = 35(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C'Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60plate 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/rPl 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 pat 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint and 24 lb uplift at joint 3. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOADCASE(S) Standard Inc. Sun Aua 11 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 10 4�w. n. xn auFTw66E6 rsEaary 6EHE+w TEilu6.aewmnoveeufiram6n �E,IYEk] wRrmr+{EOCu2vr M„ w,h amy, Veom,w ma..e wmmamTwamq,amAp tram maw Qwem.6mwo y.'..a.E�m.rwemw«nem.m..ua...um.m emm m.wroo. myate. m..m.eum, m.owm.aawToo .m. ueum.�,aeemma o..66.n.+6 E,.;e�..y w..am.,,ir Too �..m®m ammaw�wvE6xam w,m.wo.�mm'.m�.ea�.° ww�e. as�am�,n'��,maamw°�wc. wmAiea`.ieme� 'mme.`�.a�Tw.'�.Tn.�a�a�°u..m,>e�m.n"m�:.dmre`a"�'rumm��6.�i..aewi�.m.��ea'a""r:ws�`°w'"a="`w vawm xo.ze En6sxenw e6sieis a����' erwa,mgoma.m.awm..w.n6m.,.woaaw Tooww>.mo•.meo,ee.umawa.uaeo.m.,n6wynx.,e«t6.satwawahrn.,a6Er:+«�e�w.eao..m¢meo. Tw,e�°,o-..wre�ma iyAFLL918 auN.das T,mp,e'm�r,6mauy E�yumrNT,w WWMr.uNu. o6wanbfimay.ta�a.c'lgRBa WcnFmmp GTmCvs.ImaW.TM 66so@EnPvbNOTw OJbq wgmmTem 6yYm,EpFV WmY6✓UR.m •VYcl Ymv«maaa�anTRf. acgryR40M16M1 y4Trvmm-flepw-sYnpgpOsmr;FgNn, v pd,4W awNwmSmpsmY.b,a1M1 pw(Trv¢a Uia� aLl}(dlt9 Job Truss Truss Type Dry Plv RENAR MORN INGSIDE WRMSCMB3L15X10 J5 Jack -Open 4 1 A0� 18588 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc- Sun Aug 11 17:51:31 3x4 = 5-0-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ved(LL) 0.11 4-7 >554 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) 0.09 4-7 >637 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 7.0 Code FBC2017/FP12014 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 5-M oc pudins. BOT CHORD 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 avide. REACTIONS. (lb/size) 3 = 122/Mechanical 2 = 278/0-8-0 (min. 0-1-8) 4 = 48/Mechanical Max Horz 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. (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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed: end ver8cal 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 pat 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 81 It, uplift at joint 3, 1021b uplift at joint 2 and 51 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Oty Plv RENARMORNINGSIDE WRMSC63L15X10T01GE COMMON 1 1 A0118589 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek bx4 = Inc. Sun Aug 11 17:51 _32 2019 Page 1 LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.05 13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.04 13 >999 240 BCLL 0.0 Rep Stress lncr YES WS 0.10 Horz(CT) 0.00 11 n/a . n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MR Weight: 47 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-M oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15 = 427/0-3-8 (min. 0-1-8) 11 = 427/0-3-8. (min. 0-1-8) Max Horz 15 = 76(LC 11) Max Uplift 15 = -177(LC 8) 11 = -177(LC 9) Max Grav 15 = 427(LC 1) 11 = 427(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. WEBS 3-15=212/337, 7-11=-2121337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIr160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 177 lb uplift at joint 15 and 177 lb uplift at joint 11. 7) This truss is designed fora creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard JUNE 20, 2019 I TYPICAL HIP / KING JACK CONNECTION I STDTLOI Y 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 r` 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) � �� rg G91615 RF 9W Dat%W=Wtrz%9 1. fEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 3494 ALTERNATE DIAGDNAL BRACING TO THE BOTTOM CHORD I'-3'MAX. DIAL. 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 8 24' O.C. 2XG DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 15d NAILS, AND ATTACHED TO BLOCKING WITH (S) - 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 V(5) - IUd COMMON WIRE NAILS. ENO WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE - FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WINO SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF IOd (131' X 3') NAILS SPACED 6. D.C. - FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-99, 02, 05), 150 MPH CASCE 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. AL 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 \ STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS " -URAL TUD AN ADEOUATE 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. JULY 17, 2017 I STANDARD PIGGYBACK TRUSS I STDTL04` THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7.05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. - NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8', TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48' O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5- X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. J 8Mp PEMW W1Ne XWHFpMWp N81615 k519Ltla BW. RPiau. R.V918 Wig: 08M1 L3818 JULY 17, 2017 I TRUSSED VALLEY SET DETAIL- SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772-4D9-1010 VALLEYTRUSS (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.) GENERAL SPECIFICATIONS: 1. NAIL SIZE =WX 0.131'=10d 2. WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL'A° 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS -01. 7. VALLEY STUD SPACING NOTTO EXCEED 48'O.C. BASE TRUSSES VALLEY TRUSS (TYPICAL) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4' X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. 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 3/12 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. JeMBMUpFE6tPA9 1M-k Hw FmAempO CA MIS }R% W.RB� ftP' BM. F. =1910 Bea Geh9 FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06 a A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURE W/( GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE=3'X 0.131'=1Gd 2. WOOD SCREW =3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE PER DETAIL •A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS- 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. y II��i ii �I li I II I i VALLEY TRUSS BASE TRUSSES (TYPI LLL _ r vmi DETAIL A (NO SHEATHING) N.T.S. I " SEE DETAIL'A' BELOW (TYP.) 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 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/TWO USP MAX SPACING =24- O.C.(BASE AND VALLEY) WS3 (1/4' X 3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. Jp BWM PEB WTtlaC/.91615 K515t ow, BIW. RPira,R3a9�6 Oye: Byl}2019 DULY 17, 2017 I I I` (HIGH WIND VELOCITY) ^IL I STDTL07 r A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 ATTAI WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MP, MAX MEAN ROOF HEIGHT= 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD =50 PS MAX SPACING = 24' O.C. (BASE AND V) SUPPORTING TRUSSES DIRECTLY UNL�...,...� 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 SPFS 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 6112 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12/12 PITCH) eye Kiob HW 99 HpMbYp CA 91615 N5151 WR 6W, MO: O'LINMIB FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 h A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6. O.C. VER STUI SECTION B-B TRUSS GEOMETRY ANO 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 * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: 1. MINIMUM GRADE OF N2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP N3 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. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240 VERTICAL 2X6 SP OR SPF STUDVBRACE 02 DIAGONAL BRACE (4) - 16d NAILS16d NAILS _SPACED 6' O.C. (2) IDd NAILS INTO 2X62X6 SP OR SPF N2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - IDd NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - IDd NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK B. THIS DETAIL ODES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE S. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 05-01-12 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 2X4SPM31STUD 12'O.C. 3-8-10 R-11 6.6-11 li-1-13 2X4SPz3ISTUD 16'O.C. 3-3-10 4-9.12 6-6-11 9-10-15 2X4SPn3/STUD 24'O.C. 2-8.6 3-11-3 5-4-12 8-1-2 2X4SP#2 12°O.C. 312-15 5-6.11 fifi-11 11-8-14 2X4 SPW2 16'O.C. 3.6-11 4-9.12 646-11 10-8-0 2X45P M2 24'O.C. 3-14 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 10d NAILS 6' D.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER BOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF 02 OR SP R2. ROOF SHEATHING NAILS lOd TRUSSES 8 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL FEET STUD DESIGN IS BASED ON 1.60 CONNECTION OF BRACING om: T-BRACE / I -BRACE DETAIL FEBRUARY17,2017 WITH 2X BRACE ONLY I STDTL09 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. 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 PUES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2XB 2X8 T-BRACE 2X8 I -BRACE. BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 1-BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2XB 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 OETAILS ,...... lNneXWza EnA ^azMA MU Y51 b� Woe BXy R Fvm.ft N946 Dac aLIN20z9 FEBRUARY 17, 2017 1 LATERAL BRACING RECOMMENDATIONS I STDTI-100, TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2XG STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH C WEB WITH (3) - 10d C SCAB WITH (3) - 10d TO TOP CHORDA \NAILS \NAILS (0131' X 3% ATTACH TO VERTICAL VEB WITH (3) - 10d NAILS(0131' X 3') � I' •• I' 10A BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0131' X 3') IN EACH CHORD ATTACH TO CHORD WITH (2) N12 X 3' WOOD SCREWS (021S' OIA1 USE METAL FRAMING J L ATTACH TO VERTICAL L ATTACH TO VERTICAL INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB VITH (3) - IOd OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (D131' X 3') EDGE OF STRONGBACK (00 NOT USE DRYWALL TYPE SCREWS) TRUSS 2XS 4' - STRONGBACK � (TYPICAL 0' WALL SPLICE) (BY OTHERS) THE STRDNGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - D- LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - IOd NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK 15 NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) Y "FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL STDTL11 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). O' 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1ROOFTRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST. LUCIE fiLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE. 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 zo .135 93.5 85.6 74.2 72.6 63.4 J .162 108.8 - 99.6 86.4 84.5 73.8 Mi .128 74.2 67.9 58.9 57.6 50.3 z S 0 .131 75.9 69.5 60.3 59.0 51.1 N .146 81.4 74.5 64.6 63.2 52.5 Mi VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - I6d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 845 (LB/NAIL) X 115 (DOLU = 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 FVT- NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.000 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 UPLIFT TOE -NAIL DETAIL STDTL12 ` "I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LD - .131 59 46 32 30 20 z —1 .135 60 48 33 30 20 .162 72 58 39 37 25 J 2 .128 54 42 28 27 19 Z Z OJ .131 55 43 29 28 19 W .148 62 48 34 31 21 J N J CV Q � Z .120 51 39 27 26 17 C7 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 e 0 .148 57 44 31 28 20 H) NU I ES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER 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 BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WINO OOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. eee USE (3) TOE -NAILS ON 2X4 BEARING WALL sea USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S. )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW END VIEW FE13RCJARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS - A-rnuur-1 Kuaats — - - - - - -- - — 451 LUCIE 4RTPIE PIERCE, 3494 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE FORT PIERCE, FL 34946 772-409-1010 7-10, 29'-0" Mean Height, Exp. B, C or D. I.0X4 VFLLv Xwss EnpnCnnO CA 9f 815 u5191ue &y , R Plera,R319W April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 �� z FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 nzAB9-1010 (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 JmNopu PEAlpd MIs 0.�Nep 0.Fv[..FL 10 Wb: �O .FEgRUARY 17 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTLI5 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD, FORT PIERCE, FL 34W 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 20 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 - 48 36' -2681- - 4022- —2454— --3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 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 IDd NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' OIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN_ THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO 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 Y• V ••� dye, F� BEAK • 1Od NAILS NEAR SIDE + IDd NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' .FROM ANY INTERIOR JOINT,'(SEE SKETCH ABOVE). 00 NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR ODES 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 WOOO. 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. E. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY17,2017 I SCAB APPLIED OVERHANGS I STM10 + _ A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34949 772.409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XG 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' OIA. X 3') SPACED 6' O.C. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SMALL 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 SE NOTE: 'TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' D.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.