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HomeMy WebLinkAboutTRUSS PAPERWORKMAINE W MEN MiTek- Lum/ -'esign values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 1619145-PACE-4912 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PACE 2000 Project Name: MURRAY Model: Tampa, Fl-33610.4115 Lot/Block: Subdivision: SCANNED Address: 4912 PINETREE DRIVE By City: FORT PIECE State: FL St. LuCl2_ COurlty Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 58 individual, Truss Design Drawings and 0 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. Iseal# ITruss Name I Date No. Seal# I Truss Name I Date 1 IT15929688JAl 1/3/19 118 1 T15929705 1 C2 1/3/19 �1 T15929689 I A2 11/3/19 119 1 T15929706 I C3 11/3/19 I3 T15929690IA3 11/3/19 120 1T159297071C4 11/3/19 I 14 IT15929691 A4 11/3/19 121 1T159297081CJ1 11/3/19 15 I T15929692 A5 113119 I22 1 T15929709 I CJ3 11/3/19 I 6 T15929693 A6 1/3/19 23 T15929710 1 CJ5 1/3/19 7 IT15929694IA7 1/3/19 124 IT159297111CJll 1/3/19 18 1 T1 5929695 1 A8 11/3/19 125 1T159297121CJ31 1/3/it9 19 I T15929696 I A9 11/3/19 126 1 T15929713 I CJ32 1/3/19 1 110 I T15929697 I A10 11/3/19 127 1 T15929714 I CJ51 11/3/19 I Ill IT1592969B I Al l 11/3/19 128 1 T1 5929715 1 CJ52 11/3/19 I 112 IT15929699IA12 11/3/19 129 1T159297161131 I1/3/19 I 113 15929700IA3 1/3/19 130 1 T15929717 D2 1 /3/19 14 T15929701 I A14 11/3/19 131 I T1 5929718 I D3 1 /3/19 115 T15929702IB1 1/3/19 132 T15929719IEJ2 113/19 �16 T1592970362 1/3/19 133 T15929720I EJ3 1/3/19 1117 I T15929704 I C1 11/3/19 134 I T15929721 I EJ4 1 113/19 I The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/'rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIfrPI 1, Chapter 2. J�P�'CER%IJIM'P,Fj� No 22839 ?lam; STATE OF .64IJ %Al . O R t eof /ONA� e 0% Walter?. Rnn PE No22639 MiTek USA, Inc. Fl. Den 6634 6934 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 Finn, Walter 1 of 2 RE: 1619145-PACE-4912 - Site Information: Customer Info: PACE 2000 Project Name: MURRAY Model: Lot/Block: Subdivision: Address: 4912 PINETREE DRIVE City: FORT PIECE State: FL No. I Seal# Truss Name I Date 35 IT15929722JEJ7 1/3/19 136 IT15929723JEJ71 11/3/19 1 137 1 T1 5929724 1 G 1 11/3/19 1 138 I T15929725 1 HJ2 11/3/19 1 139 11/3/19 1 _T T1592961HJ7 11/3/19 1 41 _1T159297281HJ71 11/3/19 42 1 T1 59297291 HJ72 11/3/19 143 1 T159297301 K1 11/3/19 1 144 1 T1 5929731 1 K2 11/3/19 145 1 T1 5929732 1 K3 11/3/19 1 146 11/3/19 1 _1T159297331K4 147 1 T15929734 I K5 11/3/19 148 1 T15929735 1 K6 11/3/19 49 1 T1 5929736 1 K7 11/3/19 150 1 T15929737 1 K8 11/3/19 1 151 I T15929738 I V1 11/3/19 1 152 I T15929739 I V2 1 1 /3119 153 1 T7 59297401 V3 11/3/19 154 1 T15929741 1 V4 11/3/19 155 1 T7 5929742 1 V5 11/3/19 1 156 1 T159297431 V6 11/3/19 157 1 T159297441 V7 11/3/19 158 1 T1 5929745 1 V8 11/3/19 2of2 N �A Job Truss Truss Type ----�T Oty' Ply T15929688 1619145-PACE-4912 Al Roof Special 1 1 Job Reference (optional) Builders FirslSource, Fort Fiece, FL 34945 n.ZZU s NOV 1b Lulo mI l ex mausmes, Inc. I nu dan s lu'.ur:uv eu Iv rage I ID:epS17JH5 W HAyDgeXS8525Vzl ynS-a1 RGOSySCRgHx84DZj?pnDLG1 FRnJJgtbt121xzz5dL 10.9-13 18-5-15 20-2-0 26-10-1 31-5-1/ 37,1-8 40.2-8 -- - 4-8-f —. 'mil .. 2x4 5.6 = °XO axis = 3x4 = 3x6 = 2x4 6x6 = 169-13 a i i.uao STP = 3x6 = axis = Scale=1:78.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TIC 0.75 BC '0:89 WB 0.77 Matrix-SH DEFL Ven(LL) Vert(CT) Horz(CT) in (roc) /dell Ud -0.29 16-17 >999 240 -0.53 16-17 >676 180 0.03 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 234 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc pudins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 4-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-10-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-17,7-16 OTHERS 2x4 SP No.3 REACTIONS. (Itc/size) 12=1016/0-6-8, 2=228/0-8-0, 18=1792/0-10-9 Max Harz 2=296(LC 12) Max Uplift 12=-484(LC 13), 2=-138(LC 12), 18=-720(LC 12) Max Gmv 12=1016(LC 1), 2=314(LC 23), 18=1792(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-155/415, 3-4= 189/621, 4-5=-122/665, 5-6=-744/822, 6-7=-7487798, 7-9=-1516/1174, 9-10=-3129/2117 BOT CHORD 2-19=-327/137, 18-19=331/137, 17-18=-1466/907, 16-17=-242/397, 14-16=-586/988, 13-14=-111311624,12-13=-1729/2671 WEBS 3-19=-25/313, 3-18=-526/441, 5-17=-14BW958, 5-16=-06/517, 6-16=-449/468, 7-16=-692f731, 7-14=-395/658, 9-14=-528/556, 9-13=-848/1373, 10-13=-681/608, 10-12=-2702/1718 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat.,11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-53 to 4-6-13, Interior(1) 4-6-13 to 20-2-0. Exterior(2) 20-2-0 to 26-2-0, Interior(1) 26-2-0 to 40-0-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=11h) 12=484, 2=138, 18=720. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 3,2019 Q WARNING- Verily deaf9npenmetersand READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEM/F]4]3 rev. 1GTa1Of5BEFORE USE Design valid for use only with MBekla connectors. Ma design is based only upon parameters shown, and Is for an Ii ivltlual building component, not a fuss system. Before use, the bullding designer must verity Me cpplicabllly, of design parameters and property Incorporate this design Into Me overall bulldingdeslgn. Bracing Indicated is to bucNing of Individual truss web antl/or chord members only. Additional temporary and permanent bracing Welk' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke Easr Blvd. fabrication, storage, delivery, erection antl bracing of trusses and huss systems, seeANSUlpll Quality Criteria, DSB-89 and SCSI BuldhD Component Tampa, FL 33610 Safety tr formations vallobie from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Y i j Job Truss Truss Type Oty Ply T75929689 1619145-PACE-4912 A2 Roof Spedal 1 1 Job Reference (optional) Bulders Flrst5ource, Fort FaM, FL 34945 ry 2x4 tlZZU s NOV 10 LU10 ran eK mausmes, ma. I nudan J IU:UI:10 zU I V Sx6 = 6 3x6= 2.4 II 6x8 = exn 3x6 = 3x4 = n.. „,.o..o STP= 6.8 = Scale=1:78.9 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES .Code FSC2017/TPI2014 Cat. TC 0.69 BC 0.85 W B 0.72 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl L/d -0.2316-17 >999 240 -0.4216-17 >842 180 0.03 12 n/a n1a PLATES GRIP MT20 244/190 Weight: 236 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oe puriins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 4-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-1-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 7-16 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=999/0-6-8, 2=263/0-8-0, 18=1773/0-10-9 Max Horz 2=305(LC 12) Max Uplift 12=-478(LC 13), 2=-146(LC 12), 18=-721(LC 12) Max Grav 12=999(LC 1), 2=343(LC 23), 18=1773(LC 1) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-127/342, 3-4=-189/591, 4-5=-119/627, 5-0=-7011789, 6-7=-706f767, 7-9= 1466/1135,9-10=-2812/1934 BOT CHORD 2-19=-274/114, 18-19=-278/113, 17-18=-1442/918, 16-17=-204/334, 14-16=-573/950, 13-14=-1090/1580,12-13=-1601/2424 WEBS 5-17=-1419/936, 6-16=419/432, 5-16=-106/545,7-16=-692/730, 10-13=-566/528, 10-12=-2493/1622, 7-14=-387/649, 9-14=-528/550, 9-13=-710/1122, 3-19=-11/304, 3-18=-524/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 20-2-0, Exterior(2) 20-2-0 to 26-2-0, Interior(1) 26-2-0to 40-0-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 3) Provide adequate damage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except (jt=lb) 12=478, 2=146, 18=721. Walter P. Finn PE No.22839 MiTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 0 WARNING -Verily deafen pammeasar and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIP74M rev 10111,2015 BEFORE USE • Design volid for use cAy with Meek® connectors. this design Is bosetl only upon parameters shown, and Is for an Inc Mdual bulling component, not a hum system. Before use, the buflding designer must verity Me applicability of design parameters and property Incorporate thls design into the overall bulldIngdesiga,&aeingInd cared istoprevent bucking oflndvoualhum weband/or chord memberseNy. vJdBlonatemporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of homes and hum systems, seeANSI/IPII CYa111y CMeda, DSB419 and BCSI Bulding Component Tampa, FL 33610 Safety Infmmationcyolloble from Toss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Div, Ply T75929690 1619145-PACE-4912 A3 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 162018 MiTek Industries, Inc. Thu Jan 310:07:182019 6.001 22 5x6 = 5x6 3x6 = 2x4 II 2x4 = '"» — "`» — 'A° — °•� — �.o II &B— 7-7-4 12-70-3 19-2-0 27 2-0 2]-5.13 34-7-8 41-5-0 7-7.4 5.2-15 i 6-3-13 2 0 0 fi-3-13 7-1-11 E&8 Scale=1:78.7 Plate Offsets (X )O-- f3:0-3-0 0-3-0] (5:0-3-8 0-2-4] I6:0-3-0 0-2-01 f 11:0-3-8 0-2-01 f 12:0.3-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.37 12-13 >929 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.84 Vert(CT) -0.5212-13 >662 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.91 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 242 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, BOT CHORD 2x4 SP No.2 *Except* except and verticals. 4-16: 2x4 SP No.3, 12-15: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or4-5-3 cc bracing. Except: WEBS 2x4 SP No.3 1 Row at mini 4-15 OTHERS 2x4 SP No.3 WEBS 1 Row at midi 5-14, 7-13, 8-12, 9-11 REACTIONS. (Ib/size) 10=1026/0-5-0, 2=507/0-8-0, 16=1592/0-10-9 'Max Horz 2=330(LC 12) Max Uplift 10=-500(LC 13), 2=-200(LC 12), 16=-691(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=463/367, 3-4=-118/266, 4-5=-729/794, 5-fi=-630/800, 6-7=-7521774, 7-8=-1535/1178, 8-9=-2327/1647, 9-10= 954/769 BOT CHORD 2-17=-306/332, 16-17=-307/328, 15-16=-1247/975, 4-15=-1245/1034, 13-14=-301/586, 12-13=-948/1307,11-12=-169012370 WEBS 3-17=0/304, 3-16= 550/454, 4-14=509/929, 6-13=-216/274, 7-13=-978/872, 7-12=-236/598,8-12=-1 114/843, 8-1 1=-666/654, 9-11=-1677/2376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-0 to 4-6-13, Intenor(1) 4-6-13 to 19-2-0, Exterior(2) 19-2-0 to 27-2-0, Intedor(1) 27-2-0 to 41-3-4 zone;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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 10=500, 2=200, 16=691. Walter P. Finn PE No.22639 MiTek USA, Ina FL Cad 66U 69U Parke East Blvd. Tampa FL 33610 Date: January 3,2019 QWARN/NG- VenfydmdgAparametcreand BEAD NOTES ON TNASAND/NCLUDED MITEKBEFERANCEPAGEMb7473ree rM34nOISBEFOBE USE. valid for use only with Mill connectors. This design Is based only upon parameters shown, and is for on individual building component not OF a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bulltling design. Bracing Indicated to bucWing of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' 7 prevent Is always required for stability and to prevent collapse wM possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeAN5VIP11 Quality Cmnla, D5349 and 1051 Building Component 6904 Panne East Blvd. Batty mformar one iloble from Truss Rate InsfiMe, 218 N. Lee Street Suite 312, Nexontlria. VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply T75929691 1619145-PACE-4912 A4 Roof Special 1 1 Job Reference (optional) Builders RrstSoume, Fart Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 310:07:19 2019 Page 1 ID:epS17JH5WHAyDgeXS8525Vzl ynS-evrxXa8Yg2j9ESj5xMnKuNSsFIZ7J6152juLvAzz5d6 -1£-0 1-7-4 14A-0 1)-2-0 23-2-0 27-10-12 32-7-8 37-1-0 41£-6 —]7 -7h12-- Scale = 1:81.5 6.00 12 3x6 = 3x6 = 5x6 = b l l.Sxa b l V = 3z6 = 2z4 11 ST1.5A STP = 6XB = 5x6 = 6xa = 7a-4 W1z7az3w a2a7-ee a41se a-11-0 Plate Offsets (X Y)- f3:0-3-0 0-3-4] (5:0-3-0 0-2-0] (6:0-3-0 0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.19 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.37 12-14 >882 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) -0.01 16 n/a n/a BCDL 10.0 .Code FBC2017/FPI2014 Matrix-SH Weight: 242 In FT=20% LUMBER- BRACING - TOP CHORD 2x4SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 4-16: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=904/0-6-8,2=432/0-8-0,16=1798/0-8-0 Max Horz 2=345(LC 12) Max Uplift 11=-437(LC 13), 2=-201(LC 12), 16=-696(LC 12) Max Gmy 11=917(LC 24), 2=487(LC 23), 16=1791 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-433/138, 3-4=-257/502, 4-5=-07/461, 5-6=-573/715, 6-7=-7011700, 7-8=-1937/1439,8-9=-1643/1179 BOT CHORD 2-17=-259/308,16-17=-260/304,15-16=-1441/1181,4-15=-242/462,12-14=-806/1013, 11-12=793/1012 WEBS 3-17=0/333, 3-16=-647/547,.5-14=-645/893, 7-14=-6707704, 7-12=-653/1031, 8-12=-1058/864,9-12=-4827789,9-11=-1235/989,5-15=-1180/850 Stmctural wood sheathing directly applied or 4-0-2 oc pudins, except end verticals. Rigid ceiling directly applied or 3-0-7 oc bracing. 1 Row at micipt 5-14, 5-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) -1-5-3 to 4-6-13, Interiar(1) 4-6-13 to 17-2-0, Extedor(2) 17-2-0 to 29-2-0, Interior(1) 29-2-0 to 41-4-12 zone; cantilever left and 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 psf bottom chord live load nonconcunent with anyother 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 = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except at --lb) 11=437, 2=201, 16=696. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 Q WARNING- Venrydesign perametammdREAD NOTES ON MIS AND MCLUDEDMREKREFERANCEPAGEMX74nmv. 10Aa'V2D15BEPOREUSE Design valid for use only with MOek® connectors. 1h6 design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcablli y of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bral inglndicatedIstopreventbucklingofIndividualMrsweband/or chord members only. Additionaltempoma ondpermanentbmcing MiTek' Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabricatlon storage, dellvery, erection and bracing of trusses and truss systems, seeANSUml1 Quality Criteria, DS"9 and 11CSI Building Component 6904 Parke East Blvd. Safety Informationovoiiabie from Taus PIal Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Tnus Truss Type Oty Ply T15929692 1619145-PACE-4912 AS Root Special 1 1 Job Reference(optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Thu Jan 3 10:07:21 2019 Scale = 1:82.0 5x6 = ...... r_ 5x6 _ 5x6 = 7 r�s:>r�-yulrayLe 3x6 = STI.5s3 STP= 3.6 II 6xB = -7-4 14-0.0 0 90 22-2-0 2&90 30-78 35-11-4 I 41-6- .0.0 d1.108 63-12 5-7777-4 2 38 Plate Offsets (X Y)— 13:0-3-003-41 [5:03-00-2-01 116:0-2-8 0-2-81 [18:0-0-0.03-01 LOADING (pal) SPACING- 2-0-0 CS]. OEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(L-) -0.14 17-18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 VerUCT) -0.3217-18 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.94 Horz(CT) 0.02 12 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 268 lb FT=20% LUMBER- TOPCHORD 2x4'SPNo.2 BOT CHORD 2x4 SP No.2 *Except* 4-20: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or5-11-4 oc bracing. Except: 4-0-0 oc bracing: 19-20 WEBS 1 Row at midpt 6-19 REACTIONS. (Ib/size) 12=966/0-6-8, 2=550/0-8-0, 20=1618/0-8-0 Max Horz 2=390(LC 12) Max Uplift 12=-466(LC 13), 2=-214(LC 12), 20=-749(LC 12) Max Grav 12=966(LC 1), 2=570(LC 23), 20=1618(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-609/278, 6-7=-793/798, 7-8=-8217754, 8-9=-2174/1629, 9-10=-1898/1394, 10-11=-1032l759,11-12=-913/738 BOT CHORD 2-21=395/463, 20-21=396/459, 19-20— 1265/1083, 4-19=389/573, 18-19=-386/534, 17-18=-957/1219,16-17=-957/1219 WEBS 3-21=0/334;3-20=-633/575, 7-18=-425/480, 14-1fi=0/250, 9-16=-1152/932, 10-13=-867/771, 11-13= 948/1286,6-18=-85/357,19-23=-1040/796, 6-23=-1051/816, 13-16= 741/978, 10-16=-744/1014,8-18=-80V(796,8-16=-762/1170 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Interior(l) 4-6-13 to 15-2-0, Extedor(2) 15-2-0 to 19-2-0. Interior(l) 19-2-0 to 22-2-0. Exterior(2) 22-2-0 to 28-2-0, Interior(1) 28-2-0 to 41-4-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pet 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 arectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 12=466, 2=214, 20=749. Walter P. Finn PE Na12839 MRek USA, Inc. FL Cart 66U 69U Parke East Blvd. Tampa FL 33810 Data: January 3,2019 QtWLFWXG-Venly Oesfgn peremerersand READNG7ES ON MSANDUlCLUD£DMrrEKREPERANCEPAGEW747 mr lGr 015BEPORE USE Design volld for use, only with MRe4d1 connectors This design Is based only upon parameters shown, and 6 for on lad idual building component. not a truss system. Before use, me building designer must verify me applicobilcy of design parameters and properly Incorporate this design into me overall bulldingdesign.Bracing Indicated is to prevent buckling of lnalvidual frrsaweb and/or chord members only. Additionaltempomryondpermanentbroctng MiTeK b always required for stobllty and to prevent collapse calm possible personal injury and property damage. For general guidance regording the fobdcan'om storage, delivery, erection and bracing of busses and truss systems sesAN9171Pit Quality Criteria, DSBBV and BCSI Building Component 69U Parke East Blvd. Safety Intormationwallable from Trust Rote Institute, 218 N. Lee Street. Sune 312. Alexandria VA 22314, Tampa, FL 33610 T i russ Type Oty' Ply T15929693 rJob- 9145-PACE-4912 �A6�Fdcrf Special 1 1 Job Reference (optional) Builders FirstSource, Fort Face, FL 34945 r1-6� 13-2-0 14-e-e 17-2-e zz-2-0 B.ZZU S Nov 1B ZU16 MI I OK mouslnes, Inc. InuJan J IU:0/:23 Dula rage i ID:epS17JH5WHAyDgeXS8525Vzl ynS-Xh4SNyB31HDaj3l sACrG3DcITzvzaFwPgz-sZ2xzz5d2 ze-7-6 z69-o 34a-8 41�a ----- - -- - - �1=G=0�E-3=12-�1=6=11'�2=6--0=-8-S1U-e- 67-00-4-0 5x6 = Scale = 1:86.2 7 27 6.00 12 5x6 - 2x4 I I 5x6 = 2x411 4 5 61 - 5x8 = 8 9 2B 5x6 i 29 326 SxG 25 2x4 II 2 jN OIO m 1 $16 = 1J )o S STP = 30 2x4 31 3z8 - 15 14 13 12 x8 2g 19 2x4 11 3x8 = ST1.5xB STP= 3x6 = 3x4 = STI.5x8 STP= 5x12 = 3x6 11 6xB = 2.4 11 2x4 = LOADING (psQ SPACING- 2-M CSI. DEFL. in floc) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Veis(LL) 0.11 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.23 16-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.64 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* 5-19,9-14: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=574/0-8-0, 12=991/0-8-0, 19=1592/0-8-0 Max Horz 2=305(LC 12) Max Uplift 2=-268(LC 12), 12=-478(LC 13), 19=-674(LC 12) Max Grav 2=589(LC 23), 12=991(LC 1). 19=1592(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-696/559, 3-4= 701/809, 4-5- 52/321, 5-6=49/297; 6-7=-869/937, 7-8=-891/881, 8-9=-1553/1397,9-10=-1546/1397,10-11=-1197/983,11-12=-924/866 BOT CHORD 2-20=-519/570, 18-19=-1068/805, 17-18= 306/402, 16-17=-1183/1571 WEBS 3-20=-370/587, 6-17=-95/461,7-17=-387/472, 8-17=-1006/997, 13-16=-654/979, 10-16=-536/749, 10-13=-325/378, 4-20=-7237770,4-19=479/559, 6-18=-1013/839, 1.1-13=-617/933, 8-16=-127/282 Weight: 265 lb FT=20% Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. Rigid ceiling directly applied or 54-5 oc bracing. Except: 4-7-0 oc Dacing: 18-19 10-0-0 oc bracing: 14-16 1 Row at midpt 8-17, 4-20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=5.Opsf; h=15ft; Cat. it; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 13-2-0, E tefior(2) 13-2-0 to 17-2-0. Intenor(1) 17-2-0 to 22-2-0, Exterior(2) 22-2-0 to 28-2-0, Interior(1) 28-2-0 to 34-7-8, Exterior(2) 34-7-8 to 40-7-8, Interior(i) 40-7-8 to 41-4-12 zone;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 fare 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This tmss has been designed fora live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=1b) 2=268, 12=478, 19=674. Walter P. Finn PE No.22839 MiTek USA Inc. FL Calf 9634 6904 Parke East Blvd. Tampa FL 31610 Data: January 3,2019 QWABNING.Vedrydes/gnpanmete.and RE401107ES ON TNISAND INCLUDED MDEKREP FUINCEPAGEMIL7473.. fWAYl015BEFOBEUSE Design valid for use only with MBek® connectors. ihls design Is based only upon parameters shown, and Is for on IndNidual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate this all Into Me overall buildingdesign. Bracing Indicated is to buckling individual Muss web and/or chord members only. Addiilonai temporary and permonambrocing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69M Parka East Bid. fobricatlon storage, delivery, erection and bracing of trusses and Muss systems. seeANSUa'll Quality Cdfedu. DSB49 and all Building Component Tampa, FL 33610 Safety Inlormatlolnvoaable from Truss Plate Institute, 218 N, Lee Street Suite 312, Alexandria, VA 22314. I Job Truss Truss Type Oty Ply T15929694 1619145-PACE-4912 A7 Roof Special i 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:25 2019 Page 1 IO:epS17JH5WHAyDgeXS8525VzlynS-T3CCoeDJFuTlyNBFHdtkBeipOjg6jptzOf-f7pzz5dO -1-6-0 5-104 11-2-0 148-0 1 - 0 22-2-0 2a-7e 28-9-0 32-7-a 4W l-6-B -- — - 1=a0 S-tiT - —3=8-0 0-8-0 -- -]=O=D =1� -1Oa -P-B is SAS = 3x6 = 3x4 = ST1.5x8 STP = 6x8 = BLi:E 5T1.5x8 STP = 3x4 II 3x6 II 41E8 p4 11.2-0 F 14 zu 1-0 2z1-0 32-o-]440-0 e6-e T19 4qa-10-lzn-0 a 1-2-e Scale = 1:79.9 Plate Offsets(XY)— f4:0-3-00-2-01 f10:0-5-80-2-41 f17:0-6-00-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0A4 20-21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.2920-21 >584 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.71 HOrz(CT) 0.01 20 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 265 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 5-20,9-16: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. fib/size) 2=597/0-8-0, 14=1043/0-8-0, 20=1494/0-8-0 Max Harz 2=305(LC 12) Max Uplift 2=-268(LC 12), 14=-505(LC 13), 20=-666(LC 12) Max Grow 2=603(LC 23), 14=1043(LC 1), 20=1494(LC 1) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-777/545, 3-4=-773/773, 4-5=-94/265, 6-7=-857/833, 7-8= 816/846, 8-9=-1115/1101, 9-10=-1110/1098, 10-11=-1006/859 BOT CHORD 2-21=-591/661, 19-20=-10531831, 17-18=-76711117 WEBS 3-21= 305/526, 6-19=-963/1026, 6-18=-253/621,7-18=-343/433,8-18=-6657719, 10-15=-331/336, 11-15=-457/774, 11-14=-982/1083, 4-20=-420/467,4-21=-622/676, 15-17=-512/826,10-17=-393/524 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 on bracing. Except: 4-10-0 oc bracing: 19-20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD"=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-53 to 4-6-13, Interior(1) 4-6-13 to 11-2-0, Exterior(2) 11-2-0 to 15-2-0, Interior(1) 15-2-0 to 22-2-0, Exterior(2) 22-2-0 to 26-7-8, Interior(1) 26-7-8 to 32-7-8, Exterior(2) 32-7-8 to 38-7-8, Intedor(1) 38-7-8 to 41-4-12 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=268, 14=505, 20=666. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 O WARNING -yenly Eealgnpardmefem arsd READ NOTES ON THISANDWCLUDED MREKREFERANCEPAGEMD7473mx. IGMAX115BEFORE USE �■� Design valid for use only with MBeI� connectors. This design is based only upon parameters shown, and Is for an Ind Adual building component, not pi.��w a fruss system. Before use, me bul ding designer must verify Me applicability of design parameters and properly incorporate this design into The overall bulldingdesign. Btacing Indicated is to buckling Individual truss and/or members only. Addifionol temporary and permanent bracing MiTek' prevent of web chord Is always required for stability and to prevent collapse wnh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and muss systems. seeANSV P11 Cualryryyy ClBoda, DSB49 and BCSI Balding Component 6904 Palle East Blvd. Safety mfemlaPlate tbngvoilabie from Truss PlaInsfittrle, 218 N. We Sheet Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T15929695 1619145-PACE-4912 AS Roof Special 1 1 Jab Reference (optional) Builders FirstSource, Fort Piece, FL34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:26 2019 Page 1 ID:epS17JH5WHAyDgeXS8525VzlynS-xGma?_D4Cb9aXmRrKPzgsFzm7_USF57fJ4DfGzz5d? 1-6-0 4-10:1 9-2-0 131-0 14-8 22-21 24-38 2B-9-0 al-_1,3fi-0-0 41-6-8 -- - - 160 ¢1V 4=3=1 —4:�- 1-0-0 -6-0-- —'— 3-59 4-1� tl OB =4b -6F 5x6 = Scale = 1:82.0 7 5x6 = 5x6 = 6x8 G 3x4 5x6 — 5x6 = 26 27 6.00 12 4 6 10 28 2x4 1 6x6 11 3 25 2x4 II 2 18 . 16 1 IN to a m 1 4= 17 29 30 ]m . x8 STP= 20 19t&X4 __ 3x8 = 14 15x8 II 13 12SIFTa ST1.5x8 STP= 2x411 3x6 = &B = ST1.5xB STP= 3x4 = 2x4 I 6x8 = 6x8 = 2x4 11 1ae-0 9-2-0 1E-2D 144-0 22-2-04169 9-2-0 4-0-0 4-2241 76-0 17-0 1-1p8 5S0 4 5- e ".0 Plate Offsets(X,Y)-- 14:0-3-00-2-01 [9:0-3-00-2-0][13:0-3-80-3-0] [16:Edge0-2-4] LOADING (Pat) SPACING- 2-0-0 Cat. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.20 16-17 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Ved(CT) -0.39 16-17 >664 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.77 Horal 0.15 13 11 n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 259 lb F7=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 6-19: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 9-14: 2x4 SP No.t OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=577/0-8-0, 13=124B/0-8-0, 19=1344/0-8-0 Max Horz 2=305(LC 12) Max Uplift 2= 263(LC 12), 13=-582(LC 13), 19=-619(LC 12) Max Grav 2=585(LC 23), 13=1248(LC 1). 19=1344(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-M act bracing. Except: 5-0-0 oc bracing: 18-19 WEBS 1 Row at midpt 8-16 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-684/601, 3-4=-420/403, 4-5=-338/416, 5-6=-130/269, 6-7=-643/607, 7-8=-568/667, 8-9=-440/565,9-10=-471/501, 10-11=-162/282 BOT CHORD 2-20=-6791572, 18-19=-1067/948, 6-18=-999/977, 16-17=-289/5B3 WEBS 3-20=306/470, 5-20=-375/477, 6-17=-156/591, 7-17=-240/311, 8-17=322/428, 8-16=-253/285,14-16=362/312,10-14=-423f700,10-13=-1046/973,11-13=-234/313, 5-19=-270/194 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exteror(2) -1-5-3 to 4-8-5, Interior(1) 4-8-5 to 9-2-0, EMerior(2) 9-2-0 to 13-2-0, Interior(1) 13-2-0 to 22-2-0, Exterior(2) 22-2-0 to 24-7-8, Interior(1) 24-7-8 to 30-7-8, Extedor(2) 30-7-8 to 36-7-8, Interiodl) 36-7-8 to 41-4-12 zone;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 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=263, 13=582, 19=619. Walter P. Finn PE No32839 MiTek USA Ina FL Cad 6634 6904 Parke East Blvd. Tampa FL 33010 Date: January 3,2019 QWAHNING-Verilydesign parametersend HEAD NOTES ON THISAND WCLUDEDMITEKIREFEBANCEPAGEMI1-74YJ rev. 1NGY2015HEFOHE USE Design valid for use only with MOeI� connectors. This design Is based only upon parameters shown, and s for on Individual building component, not ��- a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall buldingdeslgn. &doing Indicated bloprevent buckling ofIndividual pass web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property. damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSUTP11 Quality CMOM, DSB89 and BCSI Building Component 69D4 Parke East BNd. Safety Infemsatbmvoilable Rom Truss Plate Insfltute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T15929696 1619145-PACE-4912 A9 Roof Special 1 1 Job Reference (optional) buuaers rustbource, an neue, D.44U b NQV IQ 4U I D IVJI I - III- I I IU - I . Q­ ... Q­ , .e= ID:epS17JH5W HAyDge%S8525VzlynS.teuLOfFCYpnpgvgzlRRmHKNIwfDw8N06cZgBzz5cz 1-66 7-2.0 11-2-0 14-8-0 21-0.0 28-9-0 291- O 36.0-0 41-6-e Sx6 = 6z8 = 6 26 27 7 _ zA II 3x4= bn.oxe of r- uv II 3z6 = 3z4 = BT1.5%8 6TP P 6x8 = axis = 2.4 11 Scale = 1:78.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TIC0.77 BC 0.78 WB 0.85 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Lid 0.21 14-15 >999 240 -0.4514-15 >581 180 0.18 11 nia n1a PLATES GRIP MT20 244/190 Weight: 247111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 6-7: 2x6 SP No.2 except end verticals. BOT CHORD' 2x4 SP No.2 -Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 5-17: 2x4 SP No.3 5-4-0 oc bracing: 16-17 WEBS 2x4 SP No.3 -Except* WEBS 1 Row at midpt 7-12, 7-15 7-12: 2x4 SONo.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=587/0-8-0, 17=1321/0-8-0, 11=1240/0-8-0 Max Horz 2=293(LC 12) Max Uplift 2=-269(LC 12), 17=-601(LC 12), 19=-516(LC 13) Max Gray 2=590(LC 23), 17=1321(LC 1), 11=1240(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6481459,.3-4= 493/518, 5-6=-628/607, 6-7=-524/659, 7-8=-513/559, 8-9=-157/269 BOT CHORD 2-18=-455/493, 16-17=-939/751, 5-16=-888/770, 14-15=-207/457 WEBS 12-14=-314/265, 7-14=-245/299, 4-18=-290/351,4-17=-441/435, 5-15=-261/621, 645= 171/285,8-11=-1025/990, 9-11=-209/297,8-12=-404/666 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 7-2-0, Exterior(2) 7-2-0 to 11-2-0, Interior(1) 11-2-0 to 21-0-0, Extedor(2) 21-0-0 to 27-0-0, Intenor(1) 27-0-0 to 29-4-0, Extedor(2) 29-4-0 to 35-4-0, Interior(1) 35-4-0 to 414-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=269, 17=601, 11=516. Walter P. Finn PE No.22339 III USA, Inc. FL Cult 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 Q WARNING -Veraydesfgnparametamand READNOTES ON TNISANDWCLUDEDMREKREFERANLEPAGEMD7473®v. to DIGGI5BEFORE USE Design valid for use only with M0e6 connectors, This design is based only upon parameters shown and is for an Individual building component, not a frass system. Before use, the building designer must verify the applicability of all parameters and properly incorporate this design Into the overall bullchgdesign. Bracing Indicated is to buclsing individual mussweb members only. Additional temporary and permanent bracing KWIC prevent of and/orchard Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guldance regarding the fobdcatlon, storage. delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSM9 and BC51 Buill Component 6904 Parke East Blvd. Safety Informalbnavailcble from Truss Plate Institute, 218 N. Lee sheet Suite 312 Alexandria VA 22314, Tampa, FL 33610 Job Truss Truss Type Cry Ply T75929697 1619145-PACE-4912 A10 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:05 2019 Page 1 ID:epS17JH5 W HAyDgeXS8525Vzl ynS-2D?ebozm7lySZIfP60W 2KOIUNfg52ix1 gXVcQLzz5dK 1-6.0 5-2-0 9-2-0 14-8-0 19-0.0 25-2-0 28-9-0 31-4-0 36- -0 41-6-8 1=6=0 - - - 9_ - =0 4=4-0 - - 6=2=0 3'T- 27= 180 a-b=8- - -- - - - - Scale=1:77.2 Sz8 = Sx8 = 6 7 8 4x6 3z4 309 5 29 31 6.00 12 Sx6 - 5x6 - 4x6 Q 3 10 28 N IN 7 0 16 15 io m 19 1 S 18 17 o � o o .6 3x4 = 3z6= 3x8 = 14 13 12 11 .Sx85TP= 22 21 3z4 = ST1.5x8 STP= 3x6 = 3x4 = ST1.SxB STP = Boa = 6x8 = 4-24--00 00 2-0 220 28-9-0 3--0-00 36&0 36� 41-68 55--2200 4-0 5-0�.40 -04 21 I 4 05-8-0 Plate Offsets(X,Y)-- I3:0-3-0,0-2-01 I6:0-6-00-2-81 f8:0-6-00-2-81[12:0-3-80-3-0] LOADING (psf) SPACING- 2-M CSI. OEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.18 21-22 >936 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.3621-22 >461 180 BCLL 0.0 - Rep Stress Incr YES WB 0.96 HOrz(CT) 0.14 12 n/a hire BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 2521b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 5-21: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 5-1-0 oc bracing: 20-21 8-13: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=591/0-8-0,12=1232/0-8-0,21=1311/03-0 Max Horz 2=273(LC 12) Max Uplift 2=-268(LC 12), 12=-489(LC 13), 21=-581(LC 12) Max Gmv 2=591(LC 23), 12=1232(LC 1), 21=1318(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-769/513, 3-4=-621/532, 5-6=-553/559, 6-7=-6751758, 7-8=-6751758, 8-9=-411/488, 9-10=-162/284 BOT CHORD 2-22=-498/615, 21-22=477/514, 20-21=-957/808, 5-20= 909/822, 17-19= 161/431, 16-17= 145/36B,15-16=-145/368 WEBS 5-19=-335/620, 6-19=-264/263, 13-15=-409/344, 8-15=-383/348, 9-13=-425/682, 9-12= 1030/965, 10-12=-240/316,4-21=fii8/621,6-17=-283/345, 7-17=-389/472, 8-17= 363/430 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-53 to 4-6-13, Interior(l) 4-6-13 to 5-2-0, Extedor(2) 5-2-0 to 9-2-0, Interfor(1) 9=2-0 to 19-0-0, Exterior(2) 19-0-0 to 25-2-0, Interior(1) 25-2-0 to 31-4-0, Extenor(2) 31-4-0 to 37-4-0, Interior(l) 37-4-0 to 41-4-12 zone;C-C for members and forces 3 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 2x4 MT20 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 20.0psf 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. 7) Provide mechanical connection (by others) of fuss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=268, 12=489, 21=581. Walter P. Finn PE No.22839 hfil USA, Inc. FL Cart 6634 Ill Parka East Blvd. Tampa FL 33610 Date: January 3,2019 O WABNMO-VedfydeslgnpaameMrsaadRE DNOTE50NTHISANDPICLUDWMREKBEFEBANCEPAGEMII74TJrev. 1W0a2a15BUORa 5E Design valid for use only with Weill connectors. This design Is based only upon parameters flown, and Is for an Individual building component, not ��- a fnrss system. Before Ise, the building designer must verify the applicability of design parameters and properly Incorporate mis design Into the overall building tleslgn. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 6 always required for stability and to prevent collapse with passible personal Injury and property damage. For general guldance regarding the fold lon, storage, dolNery, erection and bracing of trusses and truss systems. seeA 4SVIP11 Quality CMorla, DSB-89 and BCSI Building Compaaant 69M Parke East BNd. Salary mlopnatbtnvallabie from rmss Plate Institute. 218 N. Lee Street Suite 312, Alexantltla, VA 22314. Tampa, FL 33610 G Job Truss Truss Type Dry Ply T15929698 1619145-PACE-4912 All ROOF SPECIAL GIRDER 7 1 Job Reference (optional) muiurers rususource, ton PIeds, FL 3494b 8.220 s Nov 16 2018 NTTek Industries, Inc. Thu Jan 310:07:07 2019 Page 1 ID:epS17JH5 W HAyDgeXS8525Vzl ynS-?c7POU?l UMCsocpoE2W Pr]d IT VmW hGKHr_iUszz5dl A=6-0 3-2-0 ]-2-0 14-8-0 1]-00 25-2-0 33-0-0 36-0-0 41-68 1 - -32= 441=0 -0 2-0-0 9 8=2� - 0 - -8 Scale=1:78.9 5z8 = 5x6 = INS = 6 7 8 46 3x4 5 9 Special 12 5zB = 5z6 =0 3 Z>4x66.00 a' ,a l 2x4 2 17 o I' d '• '• __ 16 4 22 15 23 13 12 11 . xB STP= 20 19 18 3x4 = 3x8 - ST1.5x8 STP= 2z4 II 3z6 = 2z4 11 3x4 = 6x8 = 3x6 - 3x4 = 3.4 = Special _ 3 2 0 7-2-0 13-11-1 1 -e Opp 17- 25-2-0 33-0-0 36-0-0364 0 41-fi-0 3-2-0 4-0-0 6-9-1 00- 6 2-4-0 ff 8-2-0 8-2-0 I 2 2 0 0 5-2-8 Plate Offsets (X V)-- f3:0-6-0 0-2-81 f6:0-6-0 0-2-81 t7:0-3-00-3-41 18:0-6-0 0-2-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.09 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.1918-19 >867 180 BCLL 0.0 Rep Stress Incr NO W B 0.65 HondCT) 0.01 18 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Weight: 244 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc pudins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 5-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-11-11 on bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 4-18 OTHERS 2x4 SP No.3 REACTIONS. (Ill/size) 2=517/0-8-0, 18=1457f0-8-5, 12=1179/0.8-0 Max Horz 2=253(LC 8) Max Uplift 2= 240(LC 8), 18=-632(LC 8), 12=-478(LC 23) Max Gmv 2=519(LC 19). 18=1475(LC 19), 12=1206(LC 20) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-669/224, 3-4=-717/191; 4-5=-239/385, 6-7= 650/458, 7-8=-650/458, 8-9=-270/219, 9-10=-85/295 BOT CHORD 2-20=-359/543, 19-20=-355/548, 18-19=6281712, 17-18=-1188/594, 5-17=-1157/589, 16-17=-302/187 WEBS 3-19=-190/288, 4-18= 991/500, 5-16=-326f778, 6-16=-556/346, 7-15=-511/448, 8-13=-507/288,9-13=-269/727,9-12=-1044/475,10-12= 261/177, 6-15=-3501656, ' 8-15=-3D4/592 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottomchord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=240, 18=632, 12=478. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2341b down and 115 Ib up at 3-2-0 on top chord, and 44lb down at 3-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 34 -54, 4-6=-54, 66=-54, 8-10=-54, 2-18=-20, 11-17=-20 Walter P. Rnn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: January 3,2019 Q WARNING -Vedrydeslgnya..ohveaad REAONOTES ON MIISANO INCLUDED MrrEKREFERANCEPAGEMIP7427rev. IM1132015REFORE USE valid for use only with MBek0 connectors. This design is based only upon parameters shown, and Is for on Individual building component, not Nit a toss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design into the overall buildingdedgn. Bracing Indicated stoprevent buckling ofIndividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stobllily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Uusses and huss systems, seeANSVIPII Quality Criteria, DSM9 and BCSI Building Component 6904 Parke East Blvd. Safely Nfomtationovoilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314. Temps, FL 33610 Job Truss Truss Type Oty Ply T15929698 TJb 1619145-PACE-4912 A11 ROOF SPECIAL GIRDER 1 erence o [tonal Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 310:07:07 2019 Page 2 ID:epS17JH5W HAyDgeXS8525Vz1 ynS-?c7POU?1 UMCsocpoErZWPr7JITVmWhGKHr_iUszz5dl -LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 20=-20(F) ,&WARNING- Venfydeegripivametorsand READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE 116,7 S. 162)3401S BEFORE USE. Design valid for use only with M9e1S connectors. This design is owed only upon parameters shown, and Is for an Individual building component, not a huss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdeslgn.BacingIndicated istoprevent bucbingoflndNldualtrussweband/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication. storage. delivery, erection and bracing of trusses antl truss systems. seeANSVIPII Quality Cdlnb. DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infoennlbnovarable from Truss Plate Instli 218 N. Lee Street, Sure 312, Alexandria, VA 22314. Tampa, FL 33610 I Job Truss Truss Type City Ply T15929699 1619145-PACE-4912 Al2 ROOF SPECIAL 1 1 Jab Reference (optional) builders rinnaource, OR race, IL daaaa 5x6 = 4 b.ZLll S NOV Ib[Gt b Ml l ex industries, Inc. the dan dIU:U/:Ub zuiu rage 3x4 = 3x6 =3x4 = 5x6 = 255 6 726 8 Scale=1.77.5 0 I I 21 Ira 0 3x6 = ST1.5x8 STP = 3x8 = 3.6 — 3x4 = 3A 6x8 = 2x4 11 6x8 = 3x6 11 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.15 13-15 >999 240 TCDL 7.0 Lumber COL 1.25 BC -0.60 Vert(CT) -0.3013-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. (Ib/size) 2=137/0-8-0, 19=1371/0-8-0, 13=1684/0-11-5 Max Horz 2=190(LC 9) Max Uplift 2= 107(LC 12), 19=-665(LC 9), 13=-648(LC 8) Max Grav 2=137(LC 1), 19=1422(LC 23), 13=1694(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-330/417, 3-4=-659/585, 4-5=-532/578, 5-7=-1063/951, 7-8=-9W810, 8-9= 229/664,9-10=-033/662, 10-11= 177/375 BOT CHORD 2-19=-299/371, 18-19=-299/371, 16-18=-608/1063, 15-16= 532/955, 13-15=-266/282, 12-13=-301/251,11-12=-301/251 WEBS 3-19=-1291/1137, 3-18=614/995, 9-13=-138/294, 10-13=-044/396, 8-13=-1325/964, 8-15=-725/1060,5-18=-688/482,7-15=-514/551 PLATES GRIP MT20 244/190 Weight: 2331to FT=20% Structural wood sheathing directly applied or 5-3-3 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 7-6-15 oc bracing: 16-18 8-0-1oc bracing: 15-16. 1 Row at midpt 8-15, 5-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fl; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 11-0-0, Extedar(2) 11-0-0 to 17-0-0, Interior(1) 17-0-0 to 31-4-0, Extenor(2) 31-4-0 to 37-6-5, Intedor(1) 37-6-5 to 42-2-4 zone;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 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=107, 19=665, 13=648. Walter P. Finn PE No.W39 M1Tek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ,&WARNING-Vetllydetl9nP?ramete2enb READ NOTES ON TNISANOMCLUOEOM/TEKREFERANCEPAGEW74n.re.. 18N31191SBEFOREUSE Design valid for use only with MReirG, connectors. This design Is based only upon parameters shown, and Is for an Inc Mdual building component not a truss system. Before use, the building designer must verey the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated Is to prevent buckling ofIndividual tnsssweb and/or chord members only. Additional temporary and permonentbrocing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcallon. storage, delivery, erection and bracing of trusses and hum systems, seeANSVIPII QuaW Catode. DSB89 and BCSI Building Component 69M Parke East BNd. Safety InformoBomvailable from Truss Plate InstiMe, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oft` Ply 1619145-PACE-4912 A13 Hip 1 1 Job Reference (optional)T75929700 bu iaers rusibource, run riece, rL crew tl.LLUsrvoV la [Ultl MileK IOOasinee; IDc. Inuuan 3TU:U/:1uzunu Scale=1:79.9 5x8 = 6.00 12 4 3x6 = 2x4 II 3x6 = 3x8 = 5x6 = 5 25 6 7 8 9 Sx6 i 26 3C 324 10 10 11 7 5 16 2 0 7x10'= Sx12 = STP= 22 21 19 18 2x4 II 13 12 STI.5x8 STP= .5xB 20 14 3x6 = ST1.5xB STP= 4x6 = 3x6 = SA = 2x4 11 2x4 11 5x8 = 3x6 = 3.6 II 60 - 9nn 14-6-20-4-0 26-8-4 3-3-3 3. 4-4-0 n0 san anns0 a00 2e0n n.ono 1 n-o-n Plate Offsets _(X Y)-- [4:0-6-0 0-2-81 [9:0-3-0 0-2-01 [12:0-3-8 0-2-81 [15:0-4-00-2-81. [17:0-4-4 Edae] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lrd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.77 Ven(LL) 0.34 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5216-17 >855 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.91 Horz(CT) 0.14 11 n1a n/a BCDL 10.0 Code FBC20171TPI2014 Matnx-SH Weight: 238 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 6-18,9-13: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1249/0-8-0, 2=-731/0-8-0, 22=2671/0-8-0 Max Harz 2=123(LC 12) Max Uplift 11=-501(LC 8), 2=-887(LC 24). 22= 1147(LC 9) Max Grav 11=1249(LC 1), 2=365(LC 9), 22=2671(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1492/2094, 3-4=-311/351, 4-5=-1428/1301, 5-6=-2680/2155, 6-8=-2717/2178, 8-9=-2318/1908, 9-1 0=-2568/201 1, 10-11= 2356/1851 BOT CHORD 2-22=-1783/1420, 21-22=-1783/1420, 6-17=-30a/350, 16-17=-2059/3000, 15-16=-2059/3000,9-15=-569/855,11-12=-1517/2022 WEBS 3-22=-2549/2057,3-21=-1618/2327,4-21=-113B/899,4-19=-1240/1632,5-19=-1135/989, 17-19= 820/1322,5-17=-1072/1489,8-17=-335/304,8-16=0/298,8-15=-882/592, 12-15=-1448/1932,10-12=-348/364, 10-15=-192/355 Structural wood sheathing directly applied or 3-1-13 oc puffins. Rigid ceiling directly applied or4-1-1 oc bracing. Except: 10-0-0 oc bracing: 13-15 1 Row at midpt 4-19 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) -1-5-3 to 4-6-13, Interior(l) 4-6-13 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 33-4-0, Extedor(2) 33-4-0 to 42-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with anyother live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=501,2=887,22=1147. Walter P. Finn PE NoI21139 MTek USA Inc. FL Cad 6634 6904 Parke East Bald. Tampa FL 33BIO Date: January 3,2019 OWARNONG-VerifydesignParnmefereand READ NOTES ON MSAND INCLUDED MmEKREFERANCEPAGEMM1747a rev. 10413,2016BEFOREUSE. Daslgn valid for use only with MTek®connectors. Phis design Is based only upon parameters shown, and Ls for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters cnd propefly Incorporate this design Into the overall bulldingdesign. Bracing Indicated to prevent buckling of individual trussweb and/or chord members only. Addtiionaltempomryandpennanenibracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and hum systems, seeANSVTPII GualilMyy CRr dp, DSO-89 and BC81 Building Component 69M Parke East Blvd. Safety hdannatlandvoilabie from Truss Plate InslihAe, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Oly Ply T75929701 1619145-PACE-4912 �Truss`rype A14 Hip Girder 1 2 Job Reference (optional) eunaem rlrstaource, 6.00 F12 ran nece, rL tw94b a.-Qas rvav r o zu ro mu ee amusuna, n.. ,nu aan a u:v:mcma rnye, ID:epS17JHSW HAyDgeXS8525VzlynS-mBcOiD52cpCjmgOKWiOkXIBlhDBNGmV75w7mOzz5dA 11 5I 30-24 2 431-810-0 2040 3 -0 4272-0.13 -1 5-0-0 5-0i 2-0a -0 Scale = 1:81.5 NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED 5x8 = Special NAILED 3x6 = 3x8 = 3x4 11 3xa = 3x6 = 3x6 = NAILED Sze = 5x6 i 4 30 531 32 MIS 34 35 7 36 8 37 9 38 39 10 40 41 11 P49Oil Lim, E h�!=i 111nBffV,41lfA1 2x4 11 1 1.5x8 6TP= 5x8 = Lll 49 49 be at - bz b3 2] 26 42 25 4324 44 23 45 46 47 22 NAILED 46 = 4x6 = 1] 16 ST1.5x8 STP= 46 = 4x6 = 5x8 = 3.471z10 - NAILED NAILED NAILED ]�U 11 3.8 II &a = NAILED NAILED NAILED NAILED SpecialNAILED NAILED NAILED NAILED Special NAILED NAILED 2x4 II Fk4 = 4x6 = 4x6 = LOADING (pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.81 BC 0.78 WB 0.88 Matrix-SH DEFL. Ved(LL) Ven(CT) Horz(CT) in (loc) Wall Ud 0.60 20-21 >742 240 -0.68 20-21 >652 180 0.15 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 554 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc puffins. 4-8,8-11: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-12 oc bracing. BOT CHORD 2x6 SP No.2 *Except* 7-22: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' 3-27: 2x8 SP 240OF 2.OE, 3-26: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=-3726/0-8-0, 13=2325/0-8-0, 27=7554/0-8-0 Max Horz 2=-94(LC 6) Max Uplift 2=-3893(LC 20), 13=-1359(LC 9), 27=-4654(LC 5) Max Gmv 2=2387(LC 4), 13=2325(LC 20), 27=7554(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-5113/8308, 3-4=-2141/3617, 5-6=-2847/1833, 6-7=-6354/4043, 7-9=-6465/4107, 9-10=-7717/4895,10-11=-737B/4667,11-12=-0647/4102,12-13=-4363/2605 BOT CHORD 2-27=-7297/4630, 26-27=-7297/4630, 25-26=-3444/2198,.22-23=-301/495, 21-22=01255, 7-21=-55B/582,20-21=-473317717,19-20=-4506,7378,18-19=.9649/6140, 13-15=-2224/3799 WEBS 12-15=-1703/1072,3-27=-7116/4446,3-26=-3889/6156,4-26=-467313033, 4-25=-2827/4605,5-25=-2603/1820,5-23=-2076/3365, 6-23=-2481/1747, 21-23=-1443/2415,6-21=-2549/4046,11-18=-962/1937,15-18= 2366/4046, 12-18=-1442/2259,11-19- 1004/1461,9-21=-1396/879,10-19=-706/630,9-20=0/301, 10-20=-286/420 d a7 ]a�d NOTES- 1) 2-plytruss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back IS) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=151t; Cat. II; Exp C; Encl., Waller P. Finn PE NoIN39 GCpi=O.18; MWFRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 MTek USA, Na FL Cad 6634 5) Provide adequate drainage to prevent water pending. 6904 Parke East Blvd. Tampa FL 33610 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. Data: 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. January 3,2019 Q WARNNG-VerHydeelgnpmamefemand RE DNOTE50NMSANDWCLUDWD KflEFERANCEPAGEM67479me I&VU40150EFOREUSE Design valid for use only with MRekle connectors. ibis design h based only upon parameters shown and Is for an Individual building component not �� a buss system. Before use. Me bustling designer must verily Me applicability of design parameters and property Incorporate this design Into Me overall buadingdesign. BracinglndicWed6topreventbucklingoflndMducltrusswebmd/orchwdmembersaNy. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding Me storage, delivery, erection and bracing of trusses and truss systems, seeANStnP11 Quay CMeno, DSB-09 and SCSI Building Component Plate Institute, 218 N. Lee Street Suite 312, VA 22314 6904 Parke Eest Blvd.fabrication, Tampa, FL 33610 Safety Informaibrravol oble from Truss Alexandria, Job Truss Truss Type Oty Pty T75929701 1619145-PACE-4912 A14 Hip Girder 1 2 Job Reference (optional) Builders RrstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:15 2019 Page 2 ID:epS17JH5W HAyDgeXS8525VzlynS-mBcOiD52cpCjmgOKWiOkXl8lhDBNGmV75w7mOzz5dA NOTES- e) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=1b) 2=3893, 13=1359, 27=4654. 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 10) "NAILED" indicates 3-10d (0.14B'x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 131 lb down and 271 It, up at 7-0-0, and 1971b down and 3271b up at 35-4-0 on top chord, and 81 lb down and 80 lb up at 7-M, and 299 Ib down and 141 Ib up at 35-24 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-11=-54, 11-14=54, 2-22=-20, 18-21=-20, 13-17=-20 Concentrated Loads (M) Vert: 4=-104(B) 1U-150(B) 22=-54(B) 7=-1 04(B) 26i (B) 18=-299(B) 9=-90(B)20=-70(B) 30=-104(B)31=-104(B)32=-104(B) 33=-104(B) 34=-104(B) 35= 104(B) 36=-90(13) 37=-91 38=-90(B)39=-90(B)40=-90(B)41=-90(B)42=-54(B) 43=-54(B) 44=-54(B)4146=-54(B)47=-54(B) 48=-70(B)49=-70(B) 50=-70(B) 51=-70(B) 52=-70(B) 53=-70(B) ,&WARNING-Vswfxdeslgnp.fersand READ NOTES ON TMMAND/NCLUDEDM?EKREFERANCEPAGEMQ74"l .. Ia=O15HE1iOREUSE valid for use only with MBelrw connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not let a Muss system. Before use, Ore building designer must verify the applicability of design parameters and papery Incorporate MIS design Into the overall buildhi,deslgn. Bradng Indicated is to prevent buckling of Individual hussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Cualft Cdfedo, DS11d9 and ICSI Building Component 6904 Parke East Ill Safety NformaNamvolloble from Truss Plate institute. 218 N. Lee Street Sure 312. Alexandra, VA 223W, Tampa, FL 33610 Job Truss Truss Type O1y Ply T15929702 1619145-PACE-4912 B1 Roof Special 1 1 Job Reference o tional omioem nrxaource, ran nece, "anew 2x4 0.4LU s Nov la Lulu MI I ex 46 = 6 an57 7 mc. inu4an 31U:U/:Le Lvia rage I 3_UOWTygIUtZUK1 SfcEZLGJtFazz.5cy 11-12 3x6 = 5x6 = zxa 11 �.. 3x6 =— VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 5x12 = LOADS IMPOSED BY SUPPORTS (BEARINGS). 4-1-12 ]-9-0 13-11-8 26-0-6 31-11-12 a-1-19 as -a s-5, 12a.n s.7d Scale=1:69.1 Plate ONsets(X)— f15:0-0-00-1-121f15:0-3-40-0-121120:0-0-00-0-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.16 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.2414-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.09 21 n1a We BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 2061b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 4-17: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 2=1273/0-8-0, 21=1166/0-3-8 Max Harz 2=389(LC 12) Max Uplift 2=-561(LC 12), 21=-440(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2150/1366, 3A---2346/1601, 4-6=-1708/1240, 6-7=-1114/987, 7-8=-1113/980, 8-9=-1024F756,10-21=-1166/819,9-10=-1116/839 BOT CHORD 2-18= 1416/1833, 17-18=-246/290, 15-20=-195/456, 4-20=-147/402, 14-15=-1591/2101, 12-14=-1103/1464,11-12=-602/868 WEBS 3-18=-265/302,4-14=-713/579,6-14=-194/512,6-12=-786!/32, 7-12=-473/655, 8-11=-441/460,9-11=-710/1017,15-18=-1192/1572 Structural wood sheathing directlyapplied or3-9-10 oc purlins, except end verticals. Rigid ceiling directly applied or 4-8-5 oc bracing. Except: 10-0-0 oc bracing: 15-17 1 Row at midpt 6-12, 8-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Int nor(1) 4-6-13 to 20-2-0, Extedor(2) 20-2-0 to 264-8, Interior(1) 264-8 to 31-10-0 zone; cantilever left and right exposed ;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcu Tent 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, with BCDL= 10.0psf. 5) Bearing at joint(s) 21 considers parallel to grain value using ANSVTPI 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 100 lb uplift at joint(s) except (jt=lb) 2=561, 21=440. Wafter P. Finn PE NoM39 NiTA USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 3,2019 O WARNING -Verity desr9eysmmefs..d READ NOTES ON TNISAND MCLUUEU Mr/EKREFERANCEPAGEMX74T8mv. 10N1032015BEFOREUSE Design valid for use only with Miele® connectors. has design is based only upon parameters shown, and Is for an Inc vldual building component, not a truss system. Before use. the building designer must verity the applicabilty of design parameters and propeay Incorporate this tlesign into the overall buildingdeslgn. Bracing Indicated Is to prevent buclAngofindMduaitamweband/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and buss systems sseANStlIPiI Guamy CRnB, DS2-89 and SCSI Balding Component 6904 Parke East BNd. Safety Informatblpvailable from Truss Plate Instltme, 218 N. Lee Street Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Gty Ply T15929703 1619145-PACE-4912 B2 Roof Special 2 1 Job Reference (optional) Builders RmtSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:31 2019 Page i ID:epS17JH5W HAyDgeXS8525VzlynS.IDZT3hH4rkDSglePet_BNvyutBir7Vxspao_JTzzSow 1-6-0 4-1-12 7-9-0 13-11-8 20-2-0 26-0-8 32-5-0 -F1-6-01 4-1-12 3-Y4 6.2-8 18 6-2-8 6 0 8 4x6 = 2x4 0 Scale=1:67.9 0 20 io ".. — 3X6 = — — °.. — 2x4 = 3X6 = 5X6 = 2z4 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 5x12 = LOADS IMPOSED BY SUPPORTS (BEARINGS). 4-1-12 7.9.0 13-11-8 20-2-0 26-4-8 32-5-0 4-1-12 3-7.4 6-2-8 - 6-2-8 6-2-8 6-0-B Plate Offsets(XY)-- 115:0-6-120-4-01120:0-1-00-1-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) OA7 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.26 14-15 >999 180 BCLL 0.0 ' Rep Stress Mor YES WB 0.86 Horz(CT) 0.10 20 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* _ . 4-17:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1290/0-8-0, 20=1182/Mechanical Max Horz 2=381(LC 12) Max Uplift 2=-568(LC 12), 20=-449(LC 13) FORCES. (Ib) - Max CompJMax: Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2185/1393, 3-4=-2508/1717, 4-6=-1747/1270, 6-7= 1152/1016, 7-8=-1152/1011, 8-9=-1107/811,10-20=-1182/826,9-10=-1127/847 BOT CHORD 2-18=-1426/1864, 4-15= 232/490, 14-15=-1695/2258, 12-14=-1117/1499, 11-12=-642/937 WEBS 3-18=-372/375, 15-18=-1305/1737,3-15=-251/371,4-14=-847/671, 6-14=-194/514, 6-12= 7881733,7-12= 502/688,8-11=-399/432,9-11=-724/1050 Structural mod sheathing directly applied or 3-8-3 oc purlins, except end verticals. Rigid calling directly applied or 4-6-9 oc bracing. Except: 10-M oc bracing: 15-17 1 Row at midpt 6-12, 8-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extenor(2) -1-5-3 to 4.6-13, Interior(1) 4-6-13 to 20-2-0, Exterior(2) 20-2-0 to 26-4-8, Interior(1) 26-4-8 to 32-3-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except (jt=lb) 2=568,20=449. Walter P. Finn PE NoIN39 MiTek USA, Inc. FL Cart 6BU 6904 Parke East Blvd. Tampa FL 33610 Data: January 3,2019 QWARN/NG-VeliYcea9nperemerereanERE4VNOTES ON TNISANOINCLUDED MITEKREFERANCEPAGEMU74nrev. 1GT32015BEFORE USE Design valid for use only will MBek® connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify Me applicability of design parameters and properly incorporate his design into the overall buildingdesign. Bracing indicated a to prevent bucKng of Individual truss web and/or chard members only.. Adtlitlonaltemporarycndpermonentbrocing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricotloR storage, all creation cnd bracing of trusses and truss systems UnCANSVTP11 Quall CdlBdo, DSB-89 and SCSI Building Component 6904 Palle ;Blvd. Sobly M/opnatbrpvoiloble tram Truss Plate InsHtule. 218 N. Lee sheet Sure 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dty Ply T15929704 1619145-PACE-4912 C1 Roof Special Girder 1 n L Job Reference (optional) Builders FrslSource, Fort Piece, FL 34945 6.00 12 Ul Sx6 3`8 II HTU26 HTU26 8xl4MT20HS= = HTU26 HTU26 HTU26 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 310:07:32 2019 Page 1 ,vDgeXS8525VzlvnS-mP7sG11ic2LIISDbCbVNw7V1mY1_sw1_?1EXXsv=5cv HTU26 3x6 II HTU26 HTU26 ST1.5x8 STP= HTU26 HTU26 7,10 — 7-0-12 13-40 19-0-0 26-8-0 l 7- -12 8-3-4 5.8-0 7-8-0 Scale=1:53.9 Plate Offsets (X Y)-- (2:0-1-11,Edge] (3:0-3-0 0-3-01 [5:0-8-12 Edge] (7:0-4-12 0-4-4] [8:0-4-8 0-1-8] [9:0-7-0 0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell L/d PLATES GRIP TOLL '20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.28 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 VerI CT) -0.39 9-10 >795 180 MT20HS 187/143 BCLL 0.0 Rep Stress ]nor NO WB 0.97 Horz(CT) 0.08 7 n/a We BCDL 10.0 Code FBC2017lTPI2014 Matnx-SH Weight: 340 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3-Except' 6-7: 2x8 SP 240OF ME, 4-9: 2x4 SP No.2, 5-7: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=625410-8-0, 2=4737/0-8-0 Max Harz 2=304(LC 8) Max Uplift 7= 2685(LC 9), 2= 2288(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0cc bracing. WEBS 1 Row at midpt 5-7 FORCES. (lb) - Max CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-9740/4641,3-4=-6921/3181,4-5=-6906/3188, 5-6=-445/193 BOT CHORD 2-10=-4279/8569, 9-10=-4251/8514, 8-9=,386218884, 7-8=-0899/8995 WEBS 3-10=-1227/2399,3-9=-2770/1673,4-9=-2613/5789,5-9=-3340/1360, 5-8=-973/2897, 5-7= 9619/4172 NOTES- 1) 2-ply truss to be connected together with 10d (0.131")3") nails asfollows: Top chords connected as follows: 2x4 -1 row at 0-7-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp.C; Encl., GCpi=0.18: MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except at=lb) 7=2685,2=2288. 10) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 14-1Odxl 1/2 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to connect tmss(es) to back face of bottom chord. 11) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 11-1Odxl 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 24-6-12 to connect trusses) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 66U 6904 Parke East Blvd. Tampa FL 33810 Date: January 3,2019 QeVMN/NG-Verlrydeslgnp.etersand READ NOTES ON TNISANOINCLUOEOM?KNEFERANCEPAGEMO74nmv.]GT2201aaEFORE USE Design valid for use only with MiTek® connectors. This design Is based oNy upon parameters shown, and 6 for an Individual building component. not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into me overall building design. Bracing Indicated a to prevent buckling of individual truss web antl/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stobrily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Tmss systems. weAN6VIPIi Quaint, Cd da, DSBA9 and SCSI Building Component 6904 Palle East Blvd. Safety Infannollorkwoilobie from Truss Plate Instilute, 218 N. Lee Sheet Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T15929704 1619145-PACE-4912 C1 Roof Special Girder 1 2 Job Reference o lanai Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 310:07:32 2019 Page 2 ID:epS17JH5WHAyDgeXS8525VzlynS-mP7sG11ic2LIISDbCbVNw7V1 mY1_swU?l EXXsvzz5cv LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-54, 5-6=-54, 2-7=20 Concentrated Loads (lb) Vert: 10=-1533(B) 12=-728(B) 13=-728(B) 14=-728(B) 15=-741(B)16=-728(B) 17=-728(B) 18=-732(B) 19=-1162(B) 20— 1162(B) Q WARNING- Verily CeslgnpvametersanOREAO NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMX7013mv. 10222015BEFOBEUSE Design valid for use oNy with MreM connectors. This design 0 based only upon parameters shown and b for an individual building component, not a muss system. Before use, the balding designer must verily the applicability of design parameters and properly incorporate this design Into the overall buildbgdesign. BroclOgindicatedIstopreventbucWingoflndMtlualtnssswebonctorchordmembersoNy. Additional temporary and permanent bracing MiTek' k always required for stability and to prevent collapse wih "Hole personal Injury and property damage. For general guidance regording the fabrication, storage, delivery. erection and bracing of busses and huss systems, seeANSI/IPIt Quality Criteria. OSS29 and SCSI Building Component 69M Parke East Blvd. Safety Informationavolloble from Truss Plate Inuifflute, 218 N. We Sheet. Suite 312. Alexandra. VA 2231 A, Tampa, FL 33610 Job Truss Truss Type Oy Ply T75929705 1619145-PACE-4912 C2 Roof Special 1 1 Job Reference o liorlal Builders Flrst50urce, FOn rlece, rL 04U40 2x4 0 o.ccasrw. roc,.,o 5x8 = 2x4 II 6x8 Q 3x6 = 2x4 11 5.8 = 2x4 II HS = 2x4 11 bi Load bir- 3x6 II 3x6 = Scale = 1:51.9 LOADING last) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.80 BC 0.57 WB 1.00 Matrix-SH DEFL. in (loc) Well L/d Vert(LL) 0.21 13-14 >999 240 Vert(CT)-0.3313-14 >955 180 Horz(CT) 0.10 9 n/a n1a PLATES MT20 MT20HS Weight: 164111 GRIP 244/190 1871143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purtins, GOT CHORD 2x4 SP No.2 *Except' except end verticals. 5-15,10-12:2x4 SP No.3 BOTCHORD Rigid ceiling directlyapplied or 5-1-10 oc bracing. WEBS 2x4 SP No.3 *Except* 812x6 SP No.2 OTHERS 2x4 SP Ni REACTIONS. (lb/size) 9=963/0-8.0, 2=1065/0-" Max Horz 2=246(LC 12) Max Uplift 9=-391(LC 13), 2= 442(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1724/1306, 3-4=-1301/1086, 4-5=-1375/1250, 5-6=-1383/1251, 6-7=-2622/2181, 7-8=.2178/1722, 9-11=-915f749, 8-11=885/739 BOT CHORD 2-17=1316/1462, 16.17— 1316/1462,13-14=-1050/1344 WEBS 3-16=-445/472,14-16=-905/1162,4-14=404/510,7-13=-1429/1352, B-13=-1714/2173, 6-14=-85/259, 6-13=.1031/1228 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCOL=5.0psf; h=15ft; Cat. II; Eta C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-5-3 to 4.6-13, Intedor(1) 4-6-13 to 11-0-0, Extedor(2) 11-0-0 to 21-0-0, Interior(l) 21-M to 26-54 zone; cantilever left and 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) 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 3-6-01all by 2-0-0 wide will tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joints) except (jt=lb) 9=391, 2=442. Wafter P. Finn PE NoIH39 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 A WARNING -Witty design PmamefersensiREAD NOTES ON TN/SAND INCLUDED MRENREFERANCEPAGEMIF74Tarev. 10N3401SBEFORE USE. Design valid for use only with Miler connectors. IDB design Is based only upon parameters shown, and S for an IndNlduol building component, not a trust system. Before use, the building designer mustverily the applicability of design parameters and properly Incorporate this design Into the overall any. Addltionol temporary and pennanantbraii MiTek' bulldrngdesign.Bracing Indicated is to prevent budding of Individual huts web and/or chord members Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance recording the fobrlaation storage, delivery, erection and braChg of trusses and truss systems, seeANSU1P11 dually Cristo, DSB49 and SCSI Building Component cars Parke East BNd. Safaty WormatbNvollable from Truss Plato Institute. 218 N. Lee Sheet Suite 312, Alexantlda, VA 22314, Tampa, FL 33810 Truss Type Qty Ply =jobTruss 2 C3 Roof Special 1 1 Job Reference (optional) bmloem rlrst,ource, on nerd, IL anon 6.220 5 NOV 1 B 2Ula MI I ex InaUSineS, InC. I nU Jan 31 U:U/:Ub 2U19 Scale=1:52.0 5A = 2x4 II 5xe = 4 20 5 21 6 3x6 = 5x8 = 2x4 II 2x4 II ST1.5x8 STP = 5x6 - 3x6 11 3x6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017RPI2014 CSI. TC 0.75 BC 0.96 WB 0.95 Matrix-SH DEFL in floc) Utlefl Up Ven(LL) 0.26 13-14 >999 240 VeR(CT) -0.36 13-14 >862 180 Horz(CT) 0.16 9 n/a We PLATES GRIP MT20 244/190 Weight: 155 lb FF=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc pudins, BOT CHORD 2x4 SP No.2'Except' except end verticals. 5-16,10-12: 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* 8-9: 2x6 SP No.2, 8-13: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=963/0-8-0, 2=1065/0-8-0 Max Horz 2=190(LC 12) Max Uplift 9=-364(LC 13), 2=423(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-1677/1410, 3-4=-1453/1188, 4-5=-1763/1556, 5-6=-1766/1549, 6-7=-1848/1487, 7-8=-2995/2427,9-11= 9021746, 8-11=-833/683 BOT CHORD 2-17=-1349/1441, 5-15=-255/313, 14-15=-1218/1630, 13-14=-2553/3122, 12-13=-256/313, 11-12=-316/381 WEBS 3-17=-252/415, 15-17=-924/1178, 4-15= 562/657, 6-15= 244/309, 6-14=-220/432, 7-14=-152B/1361,7-13=-7797770, 8-13=-2248/2777 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-7-5, Intedor(1) 4-7-5 to 9-0-0. Exterior(2) 9-0-0 to 15-0-0. Interiog-1) 15-0-0 to 17-e-0, Exte lor(2) 17-8-0 to 23-0-0. Intedor(1) 23-0-0 to 26-5-4 zone; cantilever left and right exposed ;GC 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 lost 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 Tit 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 joints) except (jt=lb) 9=364, 2=423. Walter P. Finn PE NoM39 MiTek USA Inc. FL Cad 6634 9904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 Q WARNING-VeN1ydedgnpaf ..antl READNOTESONTNISANDINCLUDEDMmEKREFERANCEPAGEM674TJrev. laT32015BEFORE USE • Design valld for use only with MOek® connectors, fits tlesign Is based only upon parameters shown, and Is for an Individual building component, not a hues system. Before use, the building designer must verify Me appllcablllty, of design parameters and properly Incorporate this design Into the overall bulltling tlesign. Bracing Intlicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stablllN and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, electron and bracIng of trusses and buss systems. saaANSUIPII Quality CmPIb. DSBd9 and BCSI BWBkIg Component 69N PaAce East Blvd. Safety 6sfoenatlonovoiloble from Truss Rate Instltur e, 219 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply T15929707 1619145-PACE-4912 C4 Rao/ Special Girder 1 2 Job fleference o tional Builders FirslSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:38 2019 Page 1 ID:epS17JH5WHAyDgeXS8525Vz1 ynS-bZU7X4NTBu6SONglYscnAO136y3zGjYuQA_r3Zzz5cp -1-6.010.6-0 14.4.0 19.8-0 23-10.0 25.0 2E8-0 1-6-0 7-0-0 3-6.0 3-10.00 1-2-0 1-8-0 Special 5x8 - NAILED NAILED NAILED Special NAILED 3z4 NAILED 2x4 11 NAILED 5x8 = 6.00 12 3 18 4 19 2021 5 22 23 6 � _ 3x4 = 2x4 II NAILED 5x8 = NAILED .4 II Special NAILED NAILED NAILED LOADING(psQ SPACING- 2-0-0 CST. TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 TCDL 7.0 Lumber DOL 1.25 BC 0.82 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 BCDL 10.0 Code FBC20177TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2'Excepf* 6-8: 2x6 SP M 26, 15-16: 2x4 SP No.1 BOT CHORD 20 SP No.2 *Except* 5-12: 2x4 SP No.3, 7-11: 2x6 SP M 26, 7-9: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 8-16: 2x6 SPNo.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2008/0-8-0, 8=1925/0-8-0 Max Horz 2=168(LC 24) Max Uplift 2=-1168(LC 8), 8=-1134(LC 9) ayeuai Scale = 1:52.0 2x4 II 3x4 II m 2x4 II c 16 ] w o w B �, �o 3x411 ST1.6x8STP= 5x8 DEFL. in (too) Well Ud PLATES GRIP Vert(LL) 0.36 5 >861 240 MT20 244/190 Ven(CT) -0.44 7-10 >718 180 Horz(CT) 0.26 8 n/a n/a Weight:.301 lb FT=20% BRACING - TOP CHORD Structural mod sheathing directly applied or 4-9-10 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-1-14 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3657/2122, 3-4=-3910/2388, 4-5=-5768/3561, 5-6=-5825/3595, 6-7=-5445/3233, 7-8= 1068/689 BOT CHORD 2-14=-1934/3152, 13-14=-1937/3171, 12-13= 278/487, 5-11= 477/526, 10-11=3047/5064, 7-10=-3003/4974 WEBS 3-14=-89/566,11-13= 2205/3567,4-11=-1412/2237,6-11=-605/930,6-10= 643/1253, 3-13=-745/1124,4-13=-1640/1187 NOTES- 1) 2-plytmss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads am considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=lb) 2=1168, 8=1134. 9) Graphical puriin representation does not depict the size or the orientation of the pur in along the lop and/or bottom chord. 10) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1971b down and 3271b up at 7-0-0. and 1321b down and 211 lb up at 19-8-0 on top chord, and 299 Ib down and 141 Its up at 7-0-0, and 416 lb down and 309 lb WARNING- Veritydesignparametersand READNOTES ON THISANDINCLUDEDMIrEKNEPE CEPAGEM1474mmv. 14TAMa15BEFORE USE. sign volld for use only with Nil connectors. Tills design Is based only upon porcmaiers shaven, antl 6 for an IndMducl building component, not mss svetem. Before use. me building desinner must verify the aoollcobilliv of deslan oarameters antl Drooetiv Incomorote MIs design Into the over, for Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 �i MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply - T15929707 1619145-PACE-4912 C4 Roof Special Girder 1 2 Job Reference (optional) Builders RrstSource, Fad Piece, FL 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Thu Jan 310:07:38 2019 Page 2 ID:epS17JH5WHAyDgexS8525VzlynS-bZU7%4NTBu6SONglYsmAO136y3zGjYuQA r3Zzz5cp LOAD.CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6= 54, 6-7=-54, 7-8=-54, 2-12=-20, 7-11=-20, 8-9=-20 Concentrated Loads (lb) Vert: 3=-150(F) 6=-90(F) 14=-299(F) 10= 416(F) 18=-104(F) 19=-104(F) 20— 104(F) 21=-104(F) 22=-90(F) 23=-90(F) 24=-54(F) 25=-54(F) 26= 54(F) 27— 54(F) 28=-70(F) 29=-70(F). AWARNING- VeNrytlesign Pammetemann BEAD NOTES ON THISANU INCLUDED MTEKREFERANCEPAGEMa7473MK 10/OUGOISBEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of musses and truss systems, see/WSIBRPII Quality CrIfedo, DSB-89 and SCSI Bultllny Component 6904 Palle East Blvd. Safety U fommtbrrnallable from Luss Plate Imill 218 N. Lee Smeat, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 , Job Truss Truss Type Oty Ply T15929708 1619145-PACE-4912 CJ1 Comer Jack 18 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 C 8.220 s Nov 162018 N➢Tek Industries, Inc. Thu Jan 310:U7:382u1e Page 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 2 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - Scale =1:8.5 PLATES GRIP MT20 244/190 Weight: 7lb FT=20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=-41/Mechanica1,2=181/0-8-0,4=9/Mechanical Max Horz 2=60(LC 12) Max Uplift 3= 41(LC 1), 2=-117(LC 12) Max Grav 3=48(LC 8), 2=181(LC 1), 4=18(LC 3) FORCES. (M) - Max. Comps Max. Ten. -All tomes 250 (lb).or less except when shown.. NOTES- 1) Wind: ASCE 7-10; Vuli=170mph (3-second gust) Vasd=132mph; TCDL=42psh BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and fight exposed ;C-C for members and forces & all for reactions shown; -Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 flat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100111 uplift at joint(s) 3 except at=lb) 2=117. Waller P. Finn PE No.22839 Mnek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Data: January 3,2019 QWARNING. Vehr deslgnparamefereand READ NOTES ON MIS AND INCLUDED MmEKREFERANCE PAGE M1474TJrev. 1041a2015 BEFORE USE. Design valid for use only with MBek® connectors, the design Is hosed only upon parameters shown, and Is for an Individual building component, not o truss system. Before use, the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall building deslgn. Bracing Indicated is to bucking of lndNiduol muss web and/or chord members only. Additional temporary and permanent bracing M!Tek* prevent Is always required for Stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB49 and BC31 Building Component 6904 Parke East Bind. Safety mfarmatbnavailable from Truss Plate Insttiule, 218 N. We Sheet, Suite 312, Alexondno. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T15929709 1619145-PACE-4912 CM Comer Jack 7 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 162018 MiTek Industries, Inc. Thu Jan 3 10:07:40 2019 Page 1 ID:epS17JH5 W HAyDgeXS8525Vzl ynS-XyctymOijVMAGgg7gGfFFpgW ImwoknfBtUTy8S=5cn -0-6-0 3-0.0 - - — — -� 1-6-0 ~ 3.0.0 Scale = 1:13.5 3-0-0 .LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(L-) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 14 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=38/1vechanical, 2=224/0-8-0, 4=26/Mechanical Max Hoa 2=114(LC 12) Max Uplift 3=-61(LC 12), 2=-113(LC 12) Max Grew 3=41(L3 19), 2=224(LC 1), 4=52(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-00 no puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;G-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas, where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 3 except (jt=lb) 2=113. Walter P. Finn PE No.22839 III USA Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 A WARNING -wfiIyd.Vmpsusvr.ersand READNOTES ON TR/SAND/NCLUDEDMIiEKREFERANCEPAGEMIP74Mmre IM032015DEFOREUSE Design valid for use only with MnekO connectors. This dedgn Is based only upon parameters shown and Is for an IndNltlual building component, not a truss system. Before use, the building designer must verify me appllcobllb, of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckiing of individual muss web and/or chord members only. AddMonol temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible persond Injury and property damage. For general guidance regarding me fabrication, storage, dellvery, erection and brocing of trusses and truss systems seeAN$VIP71 CuaIIN Criteria. DSO-89 and BCSI Building Component 6904 Palle East BNd. Safety infolmatbnavallabls from Truss Plate IrssttMe, 218 N. We Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tnus Type CRY Ply T75929710 1619145-PACE-4912 CJ5 Comer Jack 7 1 Job Refe e w (opfo all Builders FirslSource, Fort Place, FL 34945 8.221) 5 NOV 16201 B MITek lndustneS,Inc. Inu Jan J1u:u ;v, 4u is rage i ID:epS17JH5WHAyDgeXS8525VzlynS.TLkdMSQFBcu\_WnhhjKEvo3aZaCg8TLoz3CKzr5cl 5-0.0. LOADING (psf) SPACING- 2-" CS1. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TIC0.58 Ve ULL) -0.03 24 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=106/Mechanical, 2=284/0-8-0, 4=46/Mechanical Max Hoe 2=170(LC 12) Max Uplift 3=-133(LC 12), 2=-126(LC 12) Max Gmv 3=106(LC 1). 2=284(LC 1). 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. Scale = 1:19.4 PLATES GRIP MT20 244/190 Weight: 20lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or5-M oc puffins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIW170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Interior(l) 4-6-13 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and fames & MWFRS for reactions shove; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 It, uplift at joint(s) except (jt=lb) 3=133, 2=126. Walter P. Finn PE NoM39 MITek USA Inc. FL Ced 6634 6906 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 Q wANNMG-Ver/rydeafgn Parametersand BEAONOTES ON WSANOWCLUOEOfanFOCR FFJLiNCEPAGEf 74nmK 1a024KrfSBUONE USE Dedgn valid for use only with MBekO connecrors, fits design is based only upon parameters shown, and Is for an hdMdual bWtling component, not ��- a truss system. Before use. the building designer muss verity me applicability of design Parameters and properly Incorporate this Oes�gn Into the overall building design. Bracing Indicated Is to bucIding of IntlNWaal trussweb ondfor chord members or y. Additional temporary and permanent bracing MiTek' prevent B always required for stcbelty and to prevent collapse with possible personal Inkm, and property damage. Fa general guidance regarding the fabrication, storage, delivery, erection and bracing of teases and Inns system% seeANSWII Quality Criteria, I)SB49 and SC51 Building Component Safety Infor n dianovolloble from Truss Flare In4tute, 218 N. We Sleet Sulte 312, Mexanddo. VA 22314. 6904 Parke East Blvd. Tampa. FL 33610 Job Thum Truss Type Oty Ply T75929711 1619145-PACE-4912 CJ11 Comer Jack 2 1 Job Reference (optional) sultans FIMISOUM0, Fan Yleoe, FL MV4b a.zzU S NOV 16 ZU16 Ml lex Industries, Inc. Inu Jan 4 Iu:ar:Jy 4uIe raye , ID:epS17JH5WHAyDgeXS8525VzlynS-3m2VkGO5yBEJeWFx6Z80ibHOYMbp?KP1 egkPc?zz5co k 1-0-0 _ � 1-0-0 1 2x4 = Scale = 1:7.0 LOADING Corso SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(L-) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 1 >999 180 BCLL 0.0 ' Rep Stress [nor YES WE 0.00 Hoa(CT) -0.00 2 n/a rVa BCDL 10.0 Cade FBC2017/TPI2014 Matrix-P Weight: 3lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=35/0-4-0, 2=26/Mechanipl, 3=10/Mechanical Max Horz 1=30(LC 12) Max Uplift 1=-10(LC 12), 2=-31(LC 12) Max Grav 1=35(LC 1), 2=26(LC 1), 3=19(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ito) or less except when shown. BRACING - TOP CHORD Structural woad sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right 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 chard live load nonconcument with any other live loads. 3) ' This truss has been designed for a live Iliad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Walter P. Finn PE No22839 Mrfak USA Inc. FL Cad 6634 9904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 QWARNPIG. wv1jyda,,.per4mefas.dREAD NOTES ON THISANO MCLUDED40rEKREFERANCEPAGEA 7473rev. 10`031015BEFORE USE De3gnvalld for use only with MRek®connectors. lhLs design Is based only upon porametem shown and Is for cn Indivic ual beading component, not �� a hues system. Before use, the bunding designer must verify the opplIcabnity of design parameters and property Incorporate this design Into the overall buildhg design. Waling Indk;atedis to prevent buckMg of hdNldual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse wit amble personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and huss systems seeANSUVII Quality cRada, DSa-69 and SCSI Bu1tlbp Component 6904 Parke East BNd. Safety Informationwallable from Two Plate Institute. 218 N. We Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Trans Type Dry Ply T15929712 1619145-PACE-4912 CJ31 Comer Jack 2 1 _ Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:41 2019 Page 1 ID:epS17JH5WHAyDgeXS8525VzlynS-78AF96PLUoU1tgPKD_AUnONhVAHTTDYK68DWguzzScm -1-6-0 3-Ge 1=6L - - - - _ _ -3_0-0 Scale = 1:13.5 i M41 ua a -z Plate Offsets (X,Y)-- [3:0-8-12,0-3-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Ved(CT) -0.02 6 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.02 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight: 16lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 Ste No.3 REACTIONS. (lb/size) 2=22810-8-0, 4=77/141echanical Max Harz 2=114(LC 12) Max Uplift 2=-111(LC 12). 4=-41(LC 12) Max Gmv 2=228(LC 1), 4=88(LG 3) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right 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 muse has been designed for a live load of 20.Opsf on the bottom chard 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 Muss to bearing plate capable of withstanding 100 He uplift at joint(s) 4 except (jt=1b) 2=111. Waller P. Rnn PE Nc.22839 WTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 3,2019 ,&WARNING - Vedlydeslgri asanetersand READ NOTES ON WISANDWCLUDEDWEKRFFERANCEPAGEMD-74"are V=?015 BEFORE USE Deslgn yard for use only with Mgelg connectors. Tnls design is based only upon parameters shown, and 6 for an individucl building component, not �'• a Muss system. Before use, the noticing designer must verify the applicabllily of design parameters and properly Incorporate this design Into the overall buildingdedgn. Bracing Indicated Is to buclrlingofIndividual Mee web and/or chord members only. Additional temporcry and parmanentbracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricator. storage. delivery. erection and bracing of trusses and truss systems, snAN5U1Pi1 Quality Cii DSB a9 and BCSI Bultlhp Component 69N Parke East Blvd. Safely Informationavoilable from Truss Plate Inter e. 218 N. Lee Sheet Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Tess Truss Type Oty Ply T15929713 1679145-PACE-4912 CJ32 Jack -Open 1 1 Job Reference (optional Builders FirstSource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MTek Industries, Inc. Thu Jan 3 10:07:42 20W Page 1 ID:epS17JH5W HAyOgeXS8525VzlynS-TLkdMSO_F6cuV_Wnhh)KEwGabECgSTLoz3CKzz5cl Ps 3-0-0 1-05 1 1-11-11 1-0.5 3-0.0 1-0.5 1-11-11 Scale: 1'=l' Plate Offsets(X))-- rl:0-4-10-1-11 [4:0-1-90-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TO 0.19 Vert(LL) 0.01 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Ved(CT) -0.01 1-3 >999 100 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-P Weight: 111b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ile/size) 1=103/0-4-0, 2=69/Mechanical, 3=35/Mechanical Max Hoa 1=111(LC12) Max Uplift 1=-27(LC 12), 2=-76(1_10 12), 3=-1(LC 12) Max Grav 1=103(LC 1), 2=69(LC 1), 3=52(LC 3) FORCES. fib) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exio C; Encl., GCpi-0.7 S; MWFRS (envelope) and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and foxes & 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 chard live load nonconcufrent 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 100 lb uplift at joint(s) 1, 2, 3. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cad 6SU 6904 Parke East Blvd. Tampa FL 33610 Dale: January 3,2019 Q WARNWG-Venfydedgnperemer wdREAONOTES ON MSANDMCLUDWO KREPERANCEPAGEM67=mvJMA120156EPORE USE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an indMdual bW dug component, not a truss system. Before use. the buldhg designer must verify the appllccbeity of design parameters and properly Incorporate this design Into the overall bW0ingdeslgn. Bracing Indicated! lstobuclorngoflndivldualtrussweband/or chard membensonly. Addikanoltemp raryandpermanentbraoing MTek' prevent Is always required for stabnily, and to prevent collapse with possible personal lnlury, and property damage. Fof general guidance regarding the tobncation, storage, delivery. erection and brocing of trusses and truss systems seeANSUIPII Quay CrBMo, DSM9 and SCSI Building Component 69M Panne East Blvd. Safely bnomralbnaooUcto from Truss Plate ImtlMe, 218 N. We Sheet Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T15929714 1619145-PACE-4912 GJ51 Comer Jack 2 1 Job Reference (optiona) Builders FirstSource, Fort Piece, FL 34945 2. 1 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:43 2019 Page i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ve art 0.09 6 >600 240 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.09 6 >607 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.05 5 n/a n/a BCDL 10.0 .Code FBC2017/TPI2014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except 3-6: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=92/Mechahical, 2=288/0-8-0, 5=63/Mechanical Max Horz 2=170(LC 12) Max Uplift 4=-88(LC 12), 2= 124(LC 12), 5=-20(LC 12) Max Grav 4=92(LC 1), 2=288(LC 1), 5=78(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. Scale = 1:19.4 PLATES GRIP MT20 244/190 Weight: 24lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) G-5-3 to 4-6-13, Intenior(1) 4-6-13 to 4-11-4 zone; cantilever left and night 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except 61=11a) 2=124. Walter P. Finn PE NoM39 MTek USA Ina FL Cart 66M 6904 Parke East Blvd. Tampa FL 33810 Date: January 3,2019 OWARN/NG-Vedyde4lynpa2melereanGREADN01£S ON THSANDWCLUOEDMNEKREFERANCEPAGEMa74M... laM20159EFORE USE. SSSSSSSS valid for use only with Mifea connectors. This design Is based only upon parameters shown. and Is for an Individual bulldog component not Nit a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated 6 to prevent buckling of Individual from web and/or chord members only. Additional temporary and permanent bracing MiTek' k always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPll Quad yCrlsda, DSB-89 and SCSI Building p p Comonent 69N Parke East Bred. Barely Infomationavoi dole from Truss Plote Institute, 218 N. Lee Sheet. Suite 312, Alexandra. VA 22M. Tampa, FL M610 Job Truss Truss Type Oty Ply T15929715 1619145-PACE-4912 GJ52 Jack -Open 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industnes, Inc. Thu Jan 310:07:44 2019 Page 1 ID:epS17JH5W HAyDgexS8525VzlynS-PjsOn7REnjsck18w6jBPf?5FN9sgaemo6SAHDzz5cj 305 501 3-0-5 1-1141 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 46 — SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CSI. DEFL. in (fee) Vdefl Utl TC 0.80 Vert(LL) 0.07 1-3 >792 240 BC 0.59 Vert(CT) -0.06 1-3 >921 180 WB 0.00 Horz(CT) -0.00 2 n/a n/a Matnx-P REACTIONS. (lb/size) 1=177/0-4-0, 2=118/Mechanical, 3=59/Mechanical Max Horz 1=238(LC9) Max Uplift 1= 39(LC 12), 2= 134(LC 12), 3=-6(LC 12) Max Grav 1=177(LC 1), 2=118(LC 1), 3=89(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. b Scale = 1:19.2 �i° PLATES GRIP MT20 244/190 Weight: 221b FT=20% BRACING- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and tomes &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 nonconcument with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Be uplift at joint(s) 1, 3 except Qt=Ib) 2=134. 8) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Walter P. Finn PE NoIN39 MiTek USA, Ina FL Can 6634 6904 Parke East Blvd. Tampa R. 33610 Data: January 3,2019 Job Truss Truss Type Oty Ply TI5929716 1619145-PACE-4912 D1 Common 6 1 �Job Reference (optional) Builders FiralSource, Fort Piece, FL 34945 8.220 s Nov 162018 MiTek Industries, Inc. Thu Jan 310:07:45 2019 Page 1 ID:epS17JH5WHAyDgeXS8525VzlynS-uvOm?TSsY1_SMRj5SgE0ysXlnnSyPyw1 Tali -1-6.0 6-6-4 8-2-3 -10- 10-8-0 12-60 1 -l' 149-12 20-11-8 -1-6-0 - - - - 56=4 - 1-7-15 -7-1 1-10-0 1-10.0 -7-1 1-7-15 6.1-12 - - - - 2x4 46 = 3x6 !� 2x4 II - 2x4 II 5x6 = Scale=1:40.1 Io Plate Offsets (X Y)- [2:0-2-9 0-1-8] [8:0-1-0 0-0-8] 18:0-6-11 0-1-0][B:Edge 0-3-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate One DOL 1.25 TO 0.68 Ved(LL) -0.55 9-11 >443 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Ved(CT) -0.82 9-11 >301 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.04 8 n/a n/a BOX 10.0 Code FBC2017TFP12014 Matrix-SH Attic -0.39 9-11 255 360 Weight: 88 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.2 *Except* 5-12: 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=93910-8-0, 8=837/0-3-8 Max Hom 2=140(1-C 12) Max Uplift 2=-334(LC 12), 8=-263(LC 13) Max Grav 2=1065(LC 2), 8=987(LC 2) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-3 oc pudins. GOT CHORD Rigid ceiling directly applied or 9-9-15 oc bracing. JOINTS 1 Brace at Jt(s): 12 FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1747l761, 3-4- 1386/821, 4-5=-233/521, 5-6=-201/520, 6-7=-1387/853, 7-8=-1753/805 BOT CHORD 2-11=-529/1438, 9-11=-529/1438, 8-9=-529/1438 WEBS 4-12=-2037/1187, 6-12= 2037/1187,7-9=0/631, 3-11=0/614 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.OpsF h=15ft; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (envelope) and C-C EMenor(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 10-&0, Extenor(2) 10-" to 16-8-0, Interior(1) 16-8-0 to 20-9-12 zone; cantilever left and Tight 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s).3-4, 6-7, 4-12, 6-12 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=334, 8=263. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 QWARNING-Verhydes/gnpaNinefersand READ NOTES ON MIS AND INCLUDEGMGEKREFERANCEPAGEMIN473rev. 1e0320159EFONE USE Design valid for use only Win Mnek® connectors. this design Is based only upon parameters shown, and Is for on Individual building component, not a nuns system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall builUingdesign. Bracing Indicated is to prevent buckling of Individual inns web and/or chord members only, Additional temporary and permanentbrocing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery erection and bracing of trusses and truss systems, seeANSUVII Quality CMoris. OS949 and SCSI Bulding Compononl sg04 Parke East BNtl.' Safety Infommlbnwciloble from Truss Rote Institute, 218 N. Lee Street, Suite 312 Alexondria. VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply 9717 1619145-PACE-4912 D2 Common 3 1 7 Job Reference o tionat Builders FrstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:46 2019 2x4 4.6 = Scale = 1:42.0 2x4 w Ig 3z6 !� 2x4 II "•" — 2x4 II 3x6 C LOADING (psf) TOLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2017/TP12014 CSI. TO 0.69 BC 0.80 WE 0.23 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) Vdefl Ud -0.56 10-12 >441 240 -0.8310-12 >299 180 0.04 8 n/a n/a -0.39 10-12 253 360 PLATES GRIP MT20 2441190 Weight: 92 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc pudins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 *Except* JOINTS 1 Brace at Jt(s): 13 5-13:2x4 SP No.3 OTHERS 2x4 SP No.2'ExcepV 1-14: 2x4 SP No.3 REACTIONS. (lb/size) 2=943/0-8-0,8=943/0-8-0 Max Hum 2=135(LC 11) Max Uplift 2=-334(LC 12), 8=-334(LC 13) Max Grav 2=1071(LC 2), 8=1071(LC 2) FORCES. (Ib) - Max CompJMalc Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23= 1765/748, 3-4=-1400/795, 4-5=-189/531, 5-6=185/532, 6-7=-14001799, 7-8=-1765P52 BOT CHORD 2-12=431/1469, 10-12=-431/1469, 8-10=-431/1469 WEBS 4-13=-2063/1067, 6-13=-2063/1067, 7-10=0/621, 3-12=0/621 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-53 to 4-6-13, Intenor(i) 4-6-13 to 10-8-0, Extedor(2) 10-8-0 to 16-8-0, Interior(1) 16-8-0 to 22-9-3 zone; cantilever left and right exposed ;C-C for members and tomes & 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7. 4-13, 6-13 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at Joinf(s) except Qt=lb) 2=334, 8=334. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Wafter P. Rnn PE NoM39 MiTek USA, I=FL Cad 6836 6904 Padre East ENd. Tampa FL 33810 Date: January 3,2019 Job Truss Truss Type Ory Ply T15929718 1619145-PACE-4912 D3 GABLE 1 1 Job Reference o tional Builders FirstSource, Fort Piece, FL 34945 B.220 a Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:48 2019 Page 1 ID:epS17JH5WHAyDgeXS8525VzlynS-IU5vdVUkgyM1 DvRg8yo7ZV9oG VicGUMjkONQ_zz5cf -1-6-0 3-0-0 8-1-15 13-2-1 18-4-0 Z 4-0 22-10.0 -_ 1.6-0 3-0-0 5-1-15 6-0-3 F 5-,-15 ~ .0.0 1-6-0 4x6 = NAILED Sze =3x6 = 6.00 12 Special 3 2 lot I. al 12 3x4 Special Sx8 35 36 11 37 38 39 10 40 xB STP- NAILED NAILED NAILED NAILED = = Sx6 = NAILED NAILED Scale = 1:41.5 NAILED 3x6 = 5xB = Special 3 7 8 Ie 41 B 8 0 NAILED ST1.Sx8 STP- Special 3x4 = LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ve 1(LL) 0.25 10-11 >990 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.73 Ven(CT) -0.33 10-11 >761 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(CT) 0.05 7 n/a Na BCDL 10.0 Code FBC2017frP12014 Matrix-SH Weight: 1471b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc pur ins. BOT CHORD 2x4 SP No.2 Except: WEBS 2x4 SP No.3 3-3-0 oC bracing: 3-4, 5-6 OTHERS 2x4 SP No.3 3-6-0 oc bracing: 4-5 BOT CHORD Rigid ceiling directly applied or 5-2-9 oc bracing. JOINTS 1 Brace at JI(s): 4, 5 REACTIONS. (lb/size) 2=875/0-8-0, 7=375/0-8-0 Max Horz 2=50(LC 7) Max Uplift 2=-427(LC 5), 7=-427(LC 4) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 glo) or less except when shown. TOP CHORD 2-3=-1515/720,3-4=-2622/1348,4-5=-2621/1349,5-6=-2622/1350,6-7=-1514/720 BOT CHORD 2-12=-594/1333, 11-12=-589/1343, 10-11=-1277/2682, 9-10=-565/1344, 7-9=-570/1333 WEBS 3-11=-776/1398,4-11=-289/281, 5G0=-289/286,6-10=-778/1397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed;, Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI?PI 1. 4) Provide adequate drainage to prevent water porting. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gablestuds spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 par 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 1001b uplift at joint(s) except (jt=lb) 2=427, 7=427. 10) Graphical pudin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 11) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NOS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 228 lb down and 108 Ito up at 3-0-0, and 228111 down and 108 Ib up at 18-4-0 on top chord, and 40 It, down at 3-0-0, and 40 Ile down at 18-3-4 on bottom chord. Thedesign/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22639 LOAD CASE(S) Standard MiTek USA Inc. FL Cori 6634 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase­-1.25 Parke East Blvd. Tampa FL 338101.25 Date: January 3,2019 AWARNING- VenediseenperememrsandREADNOTES ONTHISANOINCLUDED MITEKREFERANCEPAGEAMuMMrex.lOdAYl0159EFOREUSE. Design valid for use only with Mgek® connectors. Ws design Is based only upon parameters shown, and Is for an Individual building component, not "we system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buildingdesign. Bracing indicated Is10prevent buckling ofIndividual hum wake and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems meANSVIPII Cui Criteria. DSB49 and lCSI Building Component Safety lnformationovoiloble from Truss Rate Institute, 218 N. Lee Sheet, Suite 312, Alexandria VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Thus Type Off, Ply T15929718 1619145-PACE-4912 �,W GABLE 1 1 Job Reference (optional) Builders FimtSource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07AB 2019 Page 2 ID:epS17JH5W HAyDgeXSB525Vz1 ynS-IU5vdVUkgyM1 DvRgByo7N9oG_VicGUMIkONCLzz5cf LOAD CASE(S) Stantlartl Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-8=-54, 2-7=-20 Concentrated Loads (lb) Vert: 3=21(B) 6=21(B) 12= 16(B) 9=-16(B) 35=-6(B) 36= 6(B) 37=-6(B) 36=-6(B) 39=-6(B) 40=-6(B) 41=-6(B) ,&WARN/NG-Vefl/ydesl9npar4mete..dREADNOTES ON MISAND/NCLUDEDMff KREFERANCEPAGEM674Mmre 10,10:12015 BEFORE USE. Design valid for use only with Ml connectors. This design b based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify The applicability of design parameters and property Incorporate this design into the overall buiidingdedgn. Bracing indicated is to prevent buckling of individual trussweb and/or chord members only. Additional temporary and permanentbracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guklance regarding the fabrlcal l storage, delivery, erection and bracing of trusses and truss systi seeAlfifi t Quail Creedal. DSBA9 and BCSI eultlhp Component6904 y14. Parke East Blvd. Safety Infomrctiorpvoiiobie from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexondrlo, VA 22 Tampa, FL 33fi10 Job Truss Truss Type OIY Ply T75929719 1619145-PACE-4912 EJ2 Jack -Open 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:49 2019 Page 1 ID:epS_17JH5WHAyDgeXS8525VzlynS.mh*igrVNbGUur3OshfJM6ii2UO—�LnVy09xyOzz5ce r -1-6.0 3-2-0 Scale = 1:13.9 1 2 3-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.38 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 14lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=44/Mechanical, 2=228/0-8-0, 4=28/Mechanical Max Horz 2=119(LC 12) Max Uplift 3=-67(LC 12), 2=-113(LC 12) Max Gran, 3=46(LC 19), 2=228(LC 1), 4=55(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right 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 chard 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,bottomchord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except jt=1b) 2=113. Walter P. Finn PE NoIN39 MiTek USA, Inc. FL Carr SSU 6904 Parke East Blvd. Tampa FL 33610 Data: January 3,2019 O WARNING. VedfydegImparsmetersand BEAD NOTES ON THISAND/NCLUDED MITEKREFEBANCEPAGEMIF74TJrev. IDDY1015BEFOFE USE Design valid for use only with Mriek®connectcrs. Ihls design 6 based only upon parameters shown. and Is for on individual building component, not ��- a truss system. Before use, the building designer mug very the applicability of design parometers and properly Incorporate this design Into the overall bullding design, Bracing indicated is to prevent buckling of Individual taus web and/or chord members only. Additional temporary and permanent bracing M(Tek• e always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and thus systems. seeANSU1P11 QUOINryyCdMrla, OSBdP and SCSI Building Camponmf 6904 Parke East Bald. Safety Informetbrsavailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexori VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory, Ply T75929720 1619145-PACE-4912 EJ3 Jack -Open 18 1 Job Reference (optional) Builders FRat5ource, F0n Flece, FL 34a4b Z 1 B.ZZUSNOv1B2U1BM11exindusIneS,Inc. Inu Jan Jlu:ucouzuiu rage I ID:epS 17JH5W HAyDgeKS8525Vzl ynS-E1Df2B W 7MZcISDb2FNgbfwFDDoKL417fA1 vUUtzz5cd Scale = 1:13.5 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ved(LL) -0.00 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 'BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Ma1riX-P Weight: 14111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=38/Mechanical, 2=224/0-8-0, 4=26/Mechanical Max Horz 2=114(LC 12) Max Uplift 3= 61(LC 12), 2= 113(LC 12) Max Gmv 3=41(LC 19), 2=224(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. GOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right 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 psi bottom chord live load nonconcument with any other live, loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to Mass connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=lb) 2=113. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 3,2019 O WARNING -Vedlxdes(9a parameters dREAD NOTES ON THISANO MCLUOEO MITEKREFERANCEPAGEMill rev. 1,21132015B£FORE USE Design valid for use only with Mireol], connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, Me building designer must verify Me oppiicabllAy, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MjTekc prevent Is always required for stability and to prevent collapse with possible peaond Injury and property damage. For general guidance regarding Me fabrication, storage, delNery, erection and bracing of trusses and thus systems seeANSVIPII Quality Cmndo, D049 and SCSI BuldhD Component 69D4 Parke East 6Nd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply T15929721 1619145-PACE-4912 EJ4 Monopitch 2 1 Job Reference (optional) chances rlrstaource, ran race, rL J4U4a 8.22U S NOV 1 b 2Ul a Ml lex Industries, Inc. I nu Jan o iu:ur:a i zui a rage ID:epS17JH5WHAyDgeXSB525Vzlyn5-i3n1F70(d7tic4MAFp4LgB7nOzCgPplNoPhellJzzscc -1-6-0 3-3-0 - -- - — ----- — - 1.gp 3.3.0 - - - - — 1 2: 2x4 II 3 Scale =1:14A 3-3-0 LOADING (PSO SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 171b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x45P No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 4=72/0-6-8, 2=228/0-M Max Ho¢ 2=119(LC 12) Max Uplift 4=-53(LC 12), 2=-113(LC 12) 'Max Grew 4=74(LC 19), 2=228(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural mod sheathing directly applied or 3-3-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right 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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 2=113. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 66M 69114 Parke East Blvd. Tampa FL THIII Date: January 3,2019 O WARNING- Vedfydedan Parameters end READ NOTES ON THIS AND MCLUDED MOEKREFERANCEPAGEMX7473 rev. 10,02201SREFOREUSE Design valid for use only with MOek® connectors. This design is based only upon parameters shown, and s for an IndlVdual building component, not a truss system. Before use, fire building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated B to prevent buciding of individual Russ web and/or chord members only. AddiBonal temporary and permanent bracing a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the WOW fabticotlon, storage, delivery, erection and bracing of trusses and truss systems, seeANStril Quality Criteria, DBB-09 and BCSI Bultlbp Component 6904 Pahe East Blvd. Safety Infamtatbrpvoilable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply T15929722 F 1619145-PACE-4912 EJ7 Jack -Open 21 1 Reference (opt onah Builders HSlsource, Yon Vises, FL J4B4b 5.220 S Nov lb 2Ultl MI I ek Industries, Inc. Iriu Jan J 1U:UCbl [Ule rage 1 ID:epS17JH5WHAyDgeXSB525Vzl ynS-i3n1 F)(Xd7tic4MAFp4LgB7nHbCXIPINoPhe11Jzz5oc -1-6-0 7-0-0 1-6.0 7-0-0 3.6 = 7-0-0 Scale=1:24.9 LOADING (psf) SPACING- 2-0-0 Cat. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ved(LL) 0.14 2-4 >578 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Ved(CT) -0.18 2-4 >448 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 1 n/a BCDL 10.0 Code FBC2017/rP12014 Matnx-SH Weight: 261b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=158/Mechanimi, 2=353/0-8-0, 4=74/Mechanical Max Horz 2=225(LC 12) Max Uplift 3=-173(LC 12). 2=-145(LC 12) Max Grav 3=158(LC 1), 2=353(LC 1), 4=120(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Intedor(1) 4-6-13 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp 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 100 lb uplift at joint(s) except Qt=lb) 3=173, 2=145. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Bald. Tampa FL 33610 Date: January 3,2019 QWARNING-Vedfydeslgnpaamefenand READNOTES ON THISANDINCLUDEDMIrEKREFERANCEPAGEMX74M.e.. 10=015REFOREUSE. �■!' Design void for use only with MBek& connectors.huss This design Is based only upon parameters shown, and Is for an Individual building component, not a system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into fire overall ■� building decor. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pamonenl bracing Is always required for stability and to prevent collapse Win possible personal injury and property damage. For general guidance regarding the M)Tek fobrlccron storage. delivery, erection and bracing of husses and truss systems, sw ANSVIPI1 Quality Cll OSB-89 and SCSI Building Component 69N Parke East Blvd. SaM1ty Nformationovallable here Truss Plate Irstitue. 218 N. Lea Sheet, Suite 312, Alexandrlo. VA 22314. Tampa, FL W610 Job Truss Truss Type Oty Ply T15929723 1619145-PACE-4912 EJ71 Jack -Open 10 1 Job Reference (optional) Builders RrstSource, Fort Piece, FL J4945 8.220 S NOV le 2016 MI I eK industries, Inc. I nu Jan J IU:a 1: a eala rage 1 ID:ep517JH5WHAyDgexS8525Vzl ynS-AGLPTtYFuBtTiWIRNos3kLKS1cg4YCdyeLOb71zz5cb .1-6-0 2-10.0 7.0-0 -4-2-0 - - - r - - ---- -- 22x. SA = H Scale = 1:24.9 LOADING (pi TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TC 0.81 BC 0.89 WE 0.00 Mami DEFL. in Vefi(LL) 0.31 Vert(CT) -0.27 Horz(CT) -0.17 (lob) Well L/d 6 >254 240 6 >298 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2'ExcepY BOT CHORD Rigid ceiling directly applied or 3-6-9 op bracing. 3-6: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=144/fvtechanir 1, 2=358/0-8-0, 5=90/Mechmic I Max Horz 2=225(LC 12) Max Uplift 4=-142(LC 12), 2=-142(LC 12), 5=-22(LC 12) " Max Grav 4=144(LC 1), 2=358(LC 1), 5=115(LC 3) FORCES. gb) - Max. Comp./Max Ten. -AU forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf, h=15ft; Cat. II; Exia C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Intedor(1).4-6-13 to 6-11-4 zone; cantilever left and fight 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 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except 61=11o) 4=142, 2=142. Walter P. Finn PE No22639 li USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 Q WARNWG-Vedry EeslgnPamarefemand REAONOTES ON THISANOWCLUOEOMR KREFERANCEPAGEMLL74TJ®v.. 1GM12015BEFOREUSE Design valid far use only with Welke connectors, This design 6 based only upon parameters shown, and Is for an IndNldual building component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design into Me overall building tleslgn. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with pcsvble personal Ni and property damage. For general guidance regarding Me fabticanon, storage, delivery, erection and bracing of musses and muss systems, seeANSi Cual6y Ciffil DSB49 and SCSI Balding Component 69N Parke East Blvd. Safety Mformatbnovallable from Truss Plate InslBufe, 218 N. We Street Suite 312, Alexondtlo. VA 22314. Tampa, FL 33610 Job Truss Tmss Type Oty Ply T15929724 1619145-PACE-4912 G1 GABLE 1 i Job Reference (optional) Guilders FIr51SOurce, Fan Face, FL 34e4b 6.00 12 2 1 8 S' 3x4 = NAILED 5.8 -3x6 = Special 3 622USNOVTa2Ula MNeKlnaU5lneS,me, InUJan J IwUf:oozaie rage I l:epS17JH5WHAyDgeXS8525VzlynS-brOY5ua7B6F2Z_TO2.QnMzyOJplrplShOKJCFA4zz5cV 12-8-12 1]-8-0 19-0-0 20.8-0 2-4-12 1, 1-4 14:0 1-a° 4x6 = Scale = 1:41.4 NAILED 3X _ :NAILED 5xBJLLzD NAILED 3 Special r5ZI4x6 = ] 8 32 34 35 n o_ N 14 36 37 13 38 39 12 11 40 41 10 • •I NAILED NAILED NAILED 4x6 = NAILED 9 Special Sure = 3x4 = 3x4 = ST1.Sx8 STP= NAILED NAILED NAILED Special 3x6 = LOADING (psp TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress her NO Code FBC2017/TP12014 CSI. TC 0.61 BC 0.70 WB 0.49 Matnx-SH DEFL. in (too) Well Ud Ve t(LL) 0.23 11-13 >999 240 Vert(CT)-0.2911-13 >825 180 Horz(CT) 0.05 9 rda n/a PLATES GRIP MT20 244/790 Weight: 143 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. Except: WEBS 2x4 SP No.3'Except* 3-5-0 oc bracing: 34, 5-6 8-9: 2x6 SP No.2 3-6-0 oc bracing: 4-5 OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-4 oc bracing. JOINTS i Brace at Jt(s): 4, 5 REACTIONS. (lb/size) 9=755/0-8-0, 2=859/0-8-0 Max Ho¢ 2=93(LC 34) Max Uplift 9=-388(LC 5), 2=-421(LC 5) Max Grav 9=784(LC 42), 2=859(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1485/705, 3-4=-2528/1302, 4-5=-2527/1302, 5-6=-2543/1304, 6-7=-1466f713 BOT CHORD 2-14=-627/1260, 13-14=-62211269, 11-13=-1293/2550, 10-11=-641/1331, 9-10=-570/1169 WEBS 3-13= 731f1332, 4-13= 285/272,5-11=-275/266,6-11=-682/1279,7-9=-1319/642 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 an. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 9=388, 2=421. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) "NAILED" Indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 228 Ito down and 108 It, up at 3-0-0, and 228 lb doom and 108 lb up at 17-8-0 on top chord, and 401b down at 3-0-0, and 401b down at 17-7-4 on bottom chord. The designtselection of such connection devices) Is the responsibility of others. Walter P. Finn PE No.22839 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek USA, Ina FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33B10 Date: January 3,2019 O WARNING -Vedlydeslgnparameteraand READNOTES ON TN/SANDMCLUDEDMNEKREFERANCEPAGEMX7479rev. 1NL44¢01S9EF0REUSJE Design valid for use only with MBeM connectors. This design Is bored only upon parameters shown, and Is for on Indktltlual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into me overall buildingdesign. Bracing Indicated is to buckling Individual hussweb and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcatlort storage, delivery, erection and bracing of trusses and truss systems. seeANSUVII Quality CMnlo. DSB49 and SCSI Building Component 69N Parke East BN4. Safely Informa8enavailobie from Truss Plate Insl 218 N. Lee Sheet. Suite 312. Nasantlea. VA 22314, Tampa, FL 33610 Job Truss Type OtyPly1619145-PACE-4912 T75929724 G1 JG�AESLE 1 1 J b Reference (opt p Builders FirstSource, Fort Piece, FL 34945 - 8.220 a Nov 16 2018 MiTek Industries, Inc. Thu Jan 310:07:55 2019 Page 2 ID:epS17JH5WHAyDgeXS8525Vzl ynS-brOY5ua7B6F22_T02vAnMzyOJpupIShOKJCFA4zz5cY LOAD cASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-7=-54, 7-8=-54, 2-9= 20 Concentrated Loads (lb) Vert: 3=21(B) 6=21(B) 12=-6(B) 14=-16(B) 10=-16(B) 36=-6(8) 37=-6(8) 38=-6(B) 39=-6(B) 40— 6(B) 41=-6(B) OWARNWG-Venry Eeslanparsmetersan4RE41) NOTES ON THISANOMCLUOEUMREKREFERANCEPAGEM 74nJrc 1W=15BEFOREUSE ! Design valid for use only with MBela connectors. Ibis design 6 based only upon parameters shown, and is for an indlycluol building component. not ■` a truss system. Before use, the bulding designer must verity the applicability of design parameters and papery incorporate this design Into the overall bulldingdeslgn. Bracing indicated a to buckling oflndNldualtrussweb and/or chord members only. Additional temporary and permanent bracing KNOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and raise systems, seeANSVIPII Quail Criteria. OSB419 and BCSI Building Component 6904 Parke East Blvd. Safely Infarmationovoiloble from Truss Rate Institute, 218 N. Lee Sheet Sure 312, Alexandria, VA 22314. Tampa. FL 33610 Job Thus Thus Type Oty Ply T15929725 1619145-PACE-4912 HJ2 Diagonal Hip Girder 1 1 Job Reference(optional) Builders RrstSource, Fort Piece, FL 34945 8.220 a Nov 16 2016 MiTek Industries, Inc. Thu Jan 310:07:56 2019 Page 1 ID:epS17JH5WHAyDgeXS8525VzlynS-31 awlEbmyPNvA82Ccex0uBUB70LbUCcXZzMoiWzzScX LOADING (psQ SPACING- 2-" CSI. TCLL 20.0 Plate Gnp DOL 1.25 TC 0.62 TCDL 7.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC20171TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (Ib/size) 3=53/Mechantcal, 2=273/0-10-15, 4=40/Mechanical Max Hoe 2=145(LC 4) Max Uplift 3=-50(LC 8), 2= 191(LC 4) Max Grav 3=53(LC 1).2=273(LC 1), 4=80(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:13.8 DEFL in (loc) Well L/d PLATES GRIP Vert(LL) -0.02 2-4 >999 240 MT20 244/190 Vert(CT) -0.03 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 20lb F7=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) 2=191. 6) 'NAILED" Indicates 3-10d (0.148°x3•) or2-12d (0.148°x3.25•) toe -nails per NOS guidlines. 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 (plQ Vert:1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 6=61(F=30, 8=30) Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cert 6611 6904 Parke East Blvd. Tampa FL 33810 Date: January 3,2019 Jab Truss Truss Type Oty Ply T15929726 1619145-PACE-4912 HJ3 Diagonal Hip Girder 4 1 Job Reference optionaft Hmlaers rnstbource, ran lace, rL arsaa a.ZZU s NOV 10 zul o ml 1 eF Inausales, Inc. I uu eau u , e—..n cv a Scale=1:13.4 LOADING (PSO SPACING- 2-M CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.61 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress ]net NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCOL 10.0 Code FBC2017/rP12014 Metal Weight: 191b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 3=44/Mechanical, 2=268/0-10-15, 4=38/Mechanical Max Horz 2=140(LC 4) Max Uplift 3=-40(LC 8), 2=-193(LC 4) Max Grew 3=48(LC 31). 2=268(LC 1). 4=76(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except Qt=lb) 2=193. 6) "NAILED" indicates 3-1 old (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 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: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 6=61(F=30, B=30) Walter P. Finn PE No.22839 NTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Data: January 3,2019 0 WARNING -Verify tleslgn parameters and READ NOTES ON TH/SAND MCLUDED MREKREFEMNCEPAGEMII-74n rev. ISW2015BEFORE USE Design valid for use only with MBe&connectors. This design 8 based only upon parameters shown, and h for an Individual building component not a truss system. Before use, the bulding designer must verify the applicability of design parameters and properly incorporate ibis design Into the overall buildingdesign. BrocingIndicated IstobucilingofIndividual frussweband/or chord members only. Additional temporary and permanentbracing M!Tek' prevent e always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of trusses and truss systems, seeANSUDRI Cua11N Cmedo, DSB49 and BCSI Bull Component VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Safety Nformatbrar orable from Truss Nate Institute. 218 N. Lee Street Suite 312, Alexandria, Job Truss Truss Type Oty Ply T15929727 1619145-PACE-4912 HJ7 Diagonal Hip Girder 3 1 Job Reference o tional Builders RrslSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:07:58 2019 3 Scale = 1:22.8 5-1-9 4-8-7 LOADING (pat) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.06 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH Weight: 461In FT=20% LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 4=123/Mechanical, 2=467/0-10-15, 6=274/Mechanical Max Horz 2=252(LC 22) Max Uplift 4=-150(LC 4), 2= 254(LC 4), 6=124(LC 8) Max Gmv 4=123(LC 1), 2=467(LC 1), 6=276(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-632/241 BOT CHORD 2-7=-350/538, 6-7=-350/538 WEBS 3-7=0/265,3-6=-580/378 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip. DOL=1.60 2) This truss has been designed for a 10.0 psi 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 bottomchordand any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 4=150, 2=254, 6=124. 6) "NAILE D" indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the Vass are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 9=61(F=30, B=30) 11=-59(F=30, B=,30) 14=-36(F= 18, B=-18) Walter P. Firm PE No.P1939 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: January 3,2019 Q WARNING . Vedfy devan parametem send READ NOTES ON THIS AND MCL UOED MNEK REP£RANCE PAGE MX74n wv.10,0.3I015 BEFORE USE - Design valid for use only with MiTek®connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate Mis design Into Me overall buildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addlflonal temporary and permanent bracing ��-��•YWW� M!Tek* is always required for stability and to prevent collapse witin possible personal Injury and property damage. For general guidance regarding the foletcoflon, storage, dellvery, erection and bracing of trusses and truss systems, sWANSWII Quality CnNtb, DSB-89 and BC51 Bulding Component Safety mformallorrav plable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandda. VA 22314. 69M Palle East Blvd. Tampa, FL M610 Job Truss Truss Type City Ply T15929728 1619145-PACE-4912 HJ71 Diagonal Hip Girder 1 1 Job Reference(optional Builders RrstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 310:07:59 2019 Page 1 ID:epS17JH5W HAyDgeXS8525VzlynS-TcG3xGdeFKITlbnnHmUjWpekMOKFhLv_FMTJw5cU -2--7 7-010.28 9-10-1 3=1=17 - - —k — __ _ 5-7-9 - —_ _ - 1-15 LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CS'. Plate Grip DOL 1.25 TC 0.48 Lumber DOL 1.25 'BC 0.41 Rep Stress Incr NO W B 0.09 Code FBC2017TFPI2014 Matrix-SH ..--- 2x4 11 DEFL. in (loc) I/deft L/d PLATES Ved(LL) -0.10 2-7 >797 240 MT20 Ven(CT) -0.13 2-7 >606 180 Horz(CT) -0.00 4 n1a n1a Weight: 45 lb Scale: 1/2 1' GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 GOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. All bearings Mechanical except Qt=length) 2=0-10-15, 7=0-11-5. (lb) - Max Horz 2=252(LC 4) Max Uplift All uplift 100 lb or less at Joint(s) 6 except 4=-111(LC 22), 2=-197(LC 4), 7= 256(LC 8) Max Gra r All reactions 250 lb or less at joints) 4,6 except 2=331(LC 1), 7=436(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=308/313 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrem 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 buss to bearing plate capable of withstanding 1001b uplift at joint(s) 6 except (jt=lb) 4=111, 2=197, 7=256. 6) "NAILED" indicates 3-1 Od (0.148"&') or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 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 (pit) Vert: 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 3=-59(F=-30, B=30) 9=61(F=30, B=30) Wafter P. Finn PE No.221139 MiTek USA Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 AWARNING-yeflfyEeslynparemefereandREADNOTES ONTHISANDINCLUDED MREKREFERANCEPAGEM674Tsvv.faMiQ015BEFOREUSE Design valid for use only with MTek® connectors. This design Is bored only upon parameters shown, and is for an Indivlduol building component not a truss system. Before use, the building designer must verify the appilcablity of design parameters and properly Incorporate this design Into fire overall buiidingdesign. Bracing indicated is to prevent bucWing of Individual truss web and/or chord members only. Addiflonol temporary and pennanentbracing MiTek' Is always required for stability, and to prevent collapse with possible personal injury and properly damage.. For general guidance regarding the fabrication storage, delivery, erection and bracing of busses and buss systems, soeANSUnwr Guarty Cri DSB419 and BCSI Building Componont 6904 Palle East Blvd. SafHy Infarmationovoi code from Truss Plate Institute, 218 N. We Sheet, Suite 312, Alexondrio. VA 22314. Tampa, FL W610 Jab Truss Truss Type Taus Type Qty Oty T15929729 1619145-PACE-4912 HJ72 Diagonal Hip Girder 1 [ly1 Job Reference (Op tionapuss tionap Builders Frst$ource, hOr Niece, FL J 94b 8.22D s Nov 16 2018 MiTek IndustneS, Inc. I nu Jan a 1 U:UU:UI LU1 a ID:ep517JH5WHAyDgeXS8525Vz1ynS-O_NpMxfuny7BHvxAOBXBbEC4MEw9C4GiF3Zl 5 Scale=1:24.9 NAILED to NAILED 3z4 13 4.24 12 4 (n NAILED O 3 NAILED Lj 12 2 5 a 6 ] Qo 4.6 II 2z4 NAILED 3x4 = 2zd a. AILED NAILED 1 C 14 10 NAILED e 6 NAILED 3x4 3z4 = = NAILED 3-11-5 6-4-4 9-IN 3-01-5 2-4-15 i 3-5-12 Plate Offsets (XN)-- f3:"-13 0-2-51 19:0-3-00-0-81 LOADING (psg SPACING- 2-0-0 CSI. DEFL in (Ioc) Well LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.17 8-9 >670 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.18 8-9 >615 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.06 7 r1a n/a BCOL 10.0 Code FBC2017/rP12014 Maf xf-SH Weight: 47 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc puffins. BOT CHORD 20 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. 9-10: 2x4 SP No.3, 3-6: 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 5=68/Mechanical, 2=52510-10-15. 7=374/Mechanical Max Hom 2=252(LC 22) Max Uplift 5=-73(LC 4), 2=-313(LC 4), 7=-239(LC 8) Max Gray 5=71(LC 19), 2=525(LC 1), 7=374(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=669/286, 3-4=-1014/613 BOT CHORD 2-10=-385/580, 9-10= 243/417, 3-9=-610/812, 8-9=-694/954, 7-8= 694/954 WEBS 4-8=204/396, 4-7= 10227744, 3-10=592/406 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vwd=132mph; TCDLr4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right 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 nonconcumant with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at join(s) 5 except qt=lb) 2=313, 7=239. 6) "NAILED" indicates 3-1Od'(0.148"x3") or 2-12d (0.148"4.25") toe -nails per NDS guidlines. 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 (pIQ Vert 1-5=-54, 2-1 D= 20, 6-9=-20 Concentrated Loads (lb) Vert: 12=61(F=30, B=30) 13=-32(F— 16, B= 16)15=-97(F=-48, B=-48) 16=-70(F=-35, B=-35) Walter P. Finn PE No22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 3,2019 OWANNN'G. Vedodesrgnpemmetersand HEADNOTES ON W1SANDXCEVDEOMrrEKHEFERANCEPAGEM6741-10e034?0156EF0RE USE Design valid for use only with MBeM cannectorx 1hIs design Is based onlyupon parameters shown, and h for an Individual bustling component, not a buss system. Before use. the building designer must vetlty Me applicability of design parameters end propeily incorporate his design Into he overall buad'mgdesgn. Bracing Indicated k to prevent buckling of individual truss web end/or chord members only. Addieond temporary and permanent bracing B always required for stability and to prevent collapse with possible person injury and property damage. For general guidance regarding the fobr cotton storage, delivery, erection and bracing of tosses and taus systems, seeANSVTPO Dualay CRrrM. DSed9 and SCSI BWtlbp Component Safety Informatbmavaaabie from Taus Plate Institute, 218 N. Lee Sheet Suite 312, Alexandre, VA 22314, ��- MiTek' 69U Palle East Blvd. Tampa, FL 33610 U Job Truss Truss Type Oly Ply T15929730 1619145-PACE-4912 K1 Hip 1 1 Job Reference (optional) Builders RrstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:08:02 2019 Page 1 ID:epS17JH5WHAyDgeXS8525VzlynS-uBnBZHfXXF72u3WMyu2O8SkAReGEuaEOxvp7wAzz5cR 6-8-8 10-0-8 16-9-0 20-7-8 3-4-0 6-8-8 3-10-e 4x6 2x4 = 13 6.00 12 14 2 axa = aza - Scale=1:52.7 2.4 = 3.4 II Io 12 aza -VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.81 BC 0.71 WB 0.63 Matrix-SH DEFL. in Veit(LL) 0.26 Ven(CT) -0.32 H0rz(CT) -0.02 (loc) Wall Ud 7-9 >938 240 7-9 >755 180 13 n/a n1a PLATES GRIP MT20 2441190 Weight: 143 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 2-10, 3-9, 4-9 REACTIONS. (lb/size) 12=752/Mechanical, 13=752/0-3-8 Max Harz 12=-175(LC 13) Max Uplift 12=-277(LC 13), 13=-279(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-558/586, 2-3=-466/656, 3-4=-576/603, 4-5=-575/538, 11-13=-75N728, 1-11=7131786, 6-12=.752/610, 5-6=-743/651 BOT CHORD 9-10= 373/432, 7-9=-601/506 WEBS 4-9=-157/291, 4-7=-274/368, 1-10=-455/534, 5-7=-567/669 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Val 32mph; TCDL=4.2psf; BCDL=5.Opsf; hl5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 6-8-8, Exterior(2) 6-8-8 to 18-6-5, Interior(1) 18-6-5 to 20-5-12 zone; cantilever left and fight 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 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, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 13 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity rapacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 12=277, 13=279. Waller P. Finn PE Na12639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33010 Date: January 3,2019 AWARNING. Veflydes/gnpvsmereraandREADNOTES ONTHISANDwCLUUEDMIrEKREFERANCEPAGEa1IA7473mw10=21115BEFOREOSE. Design valid for use only wish Mire'.® connectors. This design B based only upon parameters shown. and Is for on Individual building component, not �! q` a truss system. Before use, fire bulldng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buedingdesign. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Additionaltempoawondpeananentbrocing M!Tek• Is always required for stablllty and to prevent collapse with passible personal Injury and property damage, For general guidance regarding the fabrication storage, delivery, erection and bracing of truces and buss systems. seeANSVIP11 Quality CreaM. DSB49 and ICSI SuldhD Component 6904 Parke East Blvd. Safely, tnformafbnavaiiable from Truss Plate Institute. 218 N. Lea Street Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply T15929731 1619145-PACE-4912 K2 Hip 1 1 Jab Reference (optional) outiaers rlrsiboume, ran new, rL nwzra mzzU s Nov la 2ula MI I eK mauSmeS, Ina. I nu Jan 31u:uu=U u19 Fagot ID:epS17JH5W HAyDgeXS8525VzlynS.MNVamdgglZFvWC5YW cZfgfHMV1 eudl WZAZYgSczz5c0 470_ _. _ 11-11-0 _ _ _ _16-0.12 20-6.0 5x8 = Scale = 1:47.1 5.00 f12 4x6 — 2 3 3.6 3X8 = 3x4 II ( Io 12 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate One DOL 1.25 Lumber DOL 1.25 Rep Stress [net YES Code FBC2017/TP12014 CSI. TC 0.73 BC 0.62 WE 0.63 Marin%-Sit DEFL In Vert(LL) -0.13 Vert(CT) -0.27 Hom(CT) 0.04 (loc) Vdefl Ud 6-7 >999 240 6-7 >896 180 12 n/a n/a PLATES GRIP MT20 2441190 Weight: 144 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc puriins, BOT CHORD 2x4 SP No.2 except end vedicals. WEBS 2x4 SP No.3I BOT CHORD Rigid ceiling directly applied or 9-3-15 oc bracing. REACTIONS. (IWsize) 11=748/033, 12=748/Mechanical Max Hom 11=-157(LC 13) Max Uplift 11=-253(LC 12),12=-262(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=457/451, 23=-516/664, 3-4=-621/649, 10-11=748//25, 1-10=-7101723, 6-12=-748/643 BOT CHORD 7-9=201/393, 6-7=-382/449 WEBS 2-9=-314/456, 1-9=-494/575,4-fi=-693/619 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasdi 32mph; TCDL=4.2psf; BCDL=5.Opst h=15fC Cat. 11; E)p C; Encl.. GCpi=O.18; MWFRS (envelope) and GC Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 chard in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) it considers parallel to grain value using ANSVTPI 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 1001b uplift at joint(s) except (jt=lb) 11=253,12=262. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33B10 Data: January 3,2019 Q wABNWG-Verity design pemmefers andBEAO NOTES ON TNSANDWCLUDEDa KBEFFAANCEPAGEM0.74>Jrev. 164342015BEFOBE USE ' Deign volid for use only with MRek® connectors. This design u based only upon parameters shown. and Is for an individual bustling component, not a trim system. Before use, me building designer must verify the opplicobllily of design parameters and properly Incorporate this design Into me overall bustling design. Bracing indicated 6 to prevent io id ing of lntlMdual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stabrity and to prevent collapse with possmie personal injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of busses and hus systems, seeANSU1P1t Quality Creeks, DSM9 and SCSI building Component 69N Parke East Blvd. Safety Informallonovolobie from Truss Rote Institute, 218 N. We Sheet Suite 312. Alexandda VA 22314, Tampa, FL 33610 Job Thus Truss Type Oty Ply T75929732 1619145-PACE-4912 K3 Roof Special 1 1 Job Reference (optional) Builders RmtSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:08:05 2019 Page 1 ID:epS17JH5W HAyDgeXS8525Vzl ynS-ImdKBJiPgAVdmW ExdOb7m4MiZrKO5x3sdtlnW Vzz5cO 2-]-0 8-1-4 13.11.0 184 8 20-6.0 -� 2-]-0 5.6-4 5-9-12 4-5-8 2-1-8 - - 6.00 12 5x6 = 2x4 It 5xB Scale=1:43.7 = 2 3 15 4 2x4 13 14 axe = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 2x4 = LOADS IMPOSED BY SUPPORTS (BEARINGS). LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/FP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No;N WEBS 2x4 SP No.3'Except' 7-14: 2x4 SP No.2 REACTIONS.-(lb/size) 13=748/0-3-8,14=748/Mechaniral Max Harz 13=-81(LC 13) Max Uplift 13=-302(LC 9), 14=-257(LC 8) Max Grav 13=752(LC 2), 14=748(LC 1) CSL DEFL in (too) Vdefl L/d PLATES GRIP TC 0.69 Vert(LL) -0.1311-12 >999 240 MT20 244/190 BC 0.58 VerUCT) -0.2511-12 >982 180 WE 0.63 Hom(CT) 0.05 14 n/a n/a Matrix-SH Weight: 1461b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end Verticals. BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=584/577, 3-4= 584/577, 4-5=-608/495, 5-6— 731/667, 8-14=-748/579, 6-8=-681/603,12-13= 752/656 BOT CHORD 9-11=-360/520 WEBS 2-11— 404/549, 3-11=-052/421, 6-9=-333/510, 2-12=-657/645 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Elm C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 8-7.0. Intericl 8-7-0 to 13-11-0, Extedor(2) 13-11-0 to 18-4-1. Interior(1) 18-4-1 to 20-4-4 zone; Cantilever left and fight 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 pat bottom chord live load nonconcument with any other live loads. 5) ' This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 13 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=302, 14=257. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Walter P. Finn PE NoIN39 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 O WARNDIG- Vedrydeslgn prrrameteMMd READN0TES ON SN/SANDDICLUDEDn1rlDrR ENANCEPAGENb]JTJrev. 10,0.12e156EFOREUSE Design veld for use only wtth Mmek® connectors, This de4gn Is based only upon parameters shown, and is for an hdrividual building component, not ��- a fr.rz system. Before use, the building designer must verlN the oppllecbAity of design parameters and properly Incomorote this design Into me overall bWtlingdesign. Bracing InClcatedlstobuckling oflnd[MdualInczweband/or chord members only. AddMonoltemporoNandpoimanentloacing MiTek' prevent Is always requlred for stability and to prevent collapse wish Possible persond Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of truces and tnas systems sesANSU1Pil Coady Cr@eM, D511d9 and 13CSf Building Component 690,1 Perks Emil aNJ. safety Woanalbnovalloble from Two Plate InstiMe. 218 N. Lee Street, Sune 312. Alexandria VA 22314 Temp., FL 33610 Job Truss Truss Type City Ply T15929733 1619145-PACE-4912 K4 Roof Special 1 1 Job Reference (optional) Cullaers virstsource, ran tnece, I-L 64U40 5.22U a NOV le 2Ulb MI I ek Inc. InUJan 31U:ub:U/2ule 6.00 12 4x6 = 31 15 2x4 = 2x4 II 5 Sx9 3.4 II 16 3x6 = 2x4 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). Scale = 1:43.0 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.76 BC 0.64 WB 0.64 Matrix-SH DEFL. in Ved(LL) -0.10 Veft(CT) -0.21 Horz(CT) 0.04 (loc) I/deft L/d 9-11 >999 240 9-11 >999 180 16 n/a n/a PLATES GRIP MT20 2441190 Weight: 152 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2, except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at Fri 3-12 REACTIONS. (lb/size) 15=753/0-3-8, 16=761/Mechanical Max Hoe 15=-48(LC 8) Max Uplift 15=-388(LC 8), 16=-352(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-0=-727/754, 4-fi=-480/384, 6-7=-464/461, 8-16=761/754, 7-8=-743/758, 12-15=-753/706 BOTCHORD 11-12=-551/721, 9-11=-595/512 WEBS 4-11= 150/289, 7-9=-785/796, 4-9=-347/790, 12-14=-936/995, 3-14=-861/903 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15it; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C E tedor(2) 0-1-12 to 6-7-0, Interior(1) 6-7-0 to 15-6-1, Exterior(2) 14-2-8 to 16-4-8, Intedor(1) 16-4-8 to 20-4-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 343-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joints) 15 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 In uplift at joints) except (jt=lb) 15=388, 16=352. Walter P. Finn PE No.22639 M7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 3,2019 Q WARNWG.VeNlydeslgnparamafersand READ NOTES ON THIS AND INCLUDED MREKR£FERANCEPAGEM0.T4TJrev. 10113Q0f5BEFORE USE Design valid for use only with MReId�J connectors. Ibis design Is based only upon parameters shown, and Is for an Individual building component, not ��- a muss system. Before use, the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing indicated is to prevent buckling of individual iiweb and/or chord members only. Additional temporary andpermanent bracing M!Tek' Is always required for stablllly and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fobtication, storage, delivery, erection and bracing of musses and muss systems, seeANSViPII Quality C4bAa, D5849 and IrCS19u6aYrD Component 69M Parke East Blvd. Sai Wormationovoilable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Mexondno. VA22314. Tampa, FL 33610 Job Thus Tnus Type Oty Ply T15929734 1619145-PACE-4912 K5 Roof Spedal 1 1 Jab Reference (ootiona0 Builders RustSDOrte. Fort Piece, FL 34945 8.220 s Nov 16 2018 Mi rek Industries, Inc. Thu Jan 3 10:08:08 2019 6.00 12 5x8 v 14 3x4 II Scale = 1:39.8 Us = 12 214 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 3x8 = LOADS IMPOSED BY SUPPORTS (BEARINGS). 5-0-12 10-s-0 12-8-0 z0-s-o 5112 5-1-d 2-0-0 8-0-0 Plate Offsets(XY)- f4:0-5-80-2-01.[5:Edoe0-1-8116:0-4-80-1-8]f12:0-1-00-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(L-) -0.10 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Ved(CT) -0.20 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Hoa(CT) 0.05 12 n/a rtla BCDL 10.0 Cade FBC2017/TPI2014 Matrix-SH Weight: 1331b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 11=748/0-3-8, 12=748/Mechanical Max Harz 11=56(LC 12) Max Uplift 11= 339(LC 8), 12=-340(LC 8) FORCES. (Ib) - Max CompJMax Ten. - All forces 250 (I e) or less except when shown. TOP CHORD 10-11=-748/573, 1-10=-702/595, 1-2=£73/507, 2-3=-673r507, 3-0=-754/524, 6-12=-748/594, 5-6=-207/259 BOT CHORD 7-9=-647/816, 6-7=-536/685 WEBS 1-9=-650/880,2-9=-329/421, 3-7=-333/309,4-7= 195/518,4-6i=-803/627 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 7-3-1 oc bracing. 1 Row at midpt 4-6 NOTES- 1) Wind: ASCE 7-10: Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Intedor(1) 6-1-12 to 12-6-0, Exteror(2) 12-6-0 to 18-6-0, Intedor(1) 18-6-0 to 20-4-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSVI-PI 1 angle to grain formula. Building designer should verity capacity of beating surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=339, 12=340. Walter P. Finn PE NOIN39 6UTek USA, Ind. FL Cad 6rs34 69U Parke East Blvd. Tampa FL 3361D Data: January 3,2019 AWARNDIG-VedlydeVgnp mmetemmdREADNOMSONTNLSANDOyCLUDEDMrrEKREFENANCEFAGEW7MmV.1DOY10f5REFOREUSE Design volid for use only with Mgek®connectors. lhlf design is based only upon parameters shown. and Is for an NONMual building component, not a truss system. Before use, the bullGing designer must verify Me applicability of design parameters and property Incorporate this design Into the overall buScingdeslgn.&adngIndicated Istobuckling ofIndividual trussweb and/or chord members only. AddiflonoltemporoNwdpermonentbmGng MiTek' prevent Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fob0wtion storage, all erection and bracing of hussar and taus system& seeANSVTPf1 Cupply Criteria, DS6-09 and SCSI Building Component 6904 Palle East Blvd. Safety Infrom ation rvallable from Truss Rate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ss Truss Type Oty Ply 7K6 T75929735 16 99145-PACE-4912 Roof Special 17 1 Job Reference (optional) Builders FITa16Dume, Von Piece, FL 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Thu Jan 310:08:09 2019 Page 1 6.00 F12 4.6 = 3x4 = 2x4 11 4 13 5 14 6 _- 3x4 = — — 3x8 = 6.8 = Scale=1:39.0 9-0.0 2-0-0 9-6-0 LOADING (psf) SPACING- 2-0-0 GEL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ven(LL) -0.21 7-8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.42 7-8 >583 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.02 7 Na n1a BCDL 10.0 Code FBC2017)rP12014 Matdx-SH Weight: 135 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 ad puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-8 oc bracing. REACTIONS. (lb/size) 11=748/0-4-0,7=748/Mechanical Max Horz 11=56(LC 12) Max Uplift 11=334(LC 8), 7=-345(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 2-3=-840/579, 3-4= 8021563, 4-5= 704/545 BOT CHORD 10-11=-530/562, 8-10=-660/846, 7-8=-433/480 WEBS 2-11=-788/674, 2-10=190/402, 3-8=-344/271, 5-8=-177/364, 5-7=-729/676 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exledor(2) 0-1-12 to 6-1-12, Intedor(1) 6-1-12 to 11-0-0, Exterior(2) 11-0-0 to 17-0-0, Intedor(i) 17-0-0to 204-4 zone; cantilever left and right exposed;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) except Qt=lb) 11=334, 7=345. Walter P. Finn PE NoM39 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 3,2019 Q WARNi VisrlfydeslOn Pammeten antl READ NOTES ON THISANDIffl OEO MREKREFERANCEPAGEM0.74lJrev. 10N.2Q015BEFORE USE Design valld for use only with Wei connectors. ThIs design b based only upon parameters shown, and Is for on hi building component, not ��- a truss system. Before use, the building designer must verify the applicability of tlesign parameters and properly Incorporate this design Into the overall buildingdesign.adding indicated btoprevent buckling ofIndividual hum web and/or chord members only. Additional temporary and permanent bracing M!Tek* Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabdcaflon, storage, delivery, erection and bracing of humse and hum systems, seeANSUIPII Quality Criteria. DS849 and SCSI Buldhp Component 6904 Parke East Blvd. Safety Infamrationar ailoble from Truss Plate limfitute, 218 N. Lee Sheet Suite 312, Mexandrio, VA 22314. Tampa, FL 33610 Job Truss Truss Type Otl' Ply T15929736 1619145-PACE-4912 K7 Roof Special 1 1 Job Reference (optional) Builders RrstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:08:11 2019 Page 1 ID:epS17JH5WHAyDgeXS8525Vzl ynS-7w bSMmAOOGmURi5 HiX?LcmuGL?VdDI?pU5k9zz5cl I 90 14-9-070 5-9.0 20 5-00 6.00 F12 5" = 2x4 II 12 4 Scale=1:35.1 3x4 = 3x6 = -"- axis = oao it LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- P-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.57 BIG 0.73 WB 0.71 Matrix-SH DEFL. in Ved(LL) -0.18 Ved(CT) -0.36 Horz(CT) 0.02 (lac) Well L/d 9-10 >999 240 9-10 >679 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 122 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural Wood sheathing directly applied or 5-7-14 cc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-14 cc bracing. WEBS 1 Row at midpt 2-10 REACTIONS. (lb/size) 10=748(D-4-0, 6=748/Mechanical Max Hom 10=56(LC 12) Max Uplift 10=-327(LC 8). 6=-351(LC 8) FORCES. (Ib) - Max. Com ,JMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-991/733, 3-4=-715/578, 4-5=-714/578, 5-6=-694/634 BOT CHORD 9-10=-824/973, 7-9= 669/854 WEBS 2-10— 1041/819, 2-9=-241/317, 3-9=-189/388, 4-7= 355/449, 5-7=-734/901 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Intedor(1) 6-1-12 to 9-0-0, Extedor(2) 9-0-0 to 14-9-0, Intelor(1) 14-9-0 to 20-4-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 10=327, 6=351. Waller P. Finn PE No.22839 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 O WARNING- Vedrydss/gnparametersand READNOTES ON WXANUBlCLUDMJUMEKREFERANCEPAGEAW74TJrev. IMti2015BEFORE USE resign valid for use only YAM Mire& connectors. Tins design is based only upon parameters shown, and is for an individual building component, not ��- a foss system. Before use, the balding designer must very the opplicobilily of design parameters and properly incorporate this design Into Me overall bWdingdesign. Bracing Indicated 6tobucMhgofIndividual hussweband/or chord members only. Addi onaltemporcrycncipennonentbracing MiTek' prevent h olwaysrequhed for stobilly and to prevent collapse WM"ble personal Injury and property domago. For general guidance regarding Me storage, delivery, erection antl bracing of musses and hums systems, weANSVTPIt Quality Criteria,DSa89 and 3C51 lrldhQ Component 3ahly Informalblwallable from Toss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandra VA 2291A. 6904 Palle Sam Blvd.fabrication, Tampa. FL 33610 Jab Truss TrussType Oty Ply T15929737 1619145-PACE-4912 K8 Roof Special Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 162018 MiTek Industries, Inc. Thu Jan 3 10:08:12 2019 Page 1 ID:epS17JH5WHAyDgeXS8525Vzl ynS-b6YzfinoBKOd5bHHY7DmYZ9sRgfRE1 EuETEfGbzz5cH 5.0.0 7-0.0 13-9.0 20-6.0 ao Special 6.00 Fi2 5x8 = NAILED NAILED NAILED II NAILED 3 11 12 13 4 14 Scale = 1:35.3 NAILED NAILED 5x9 15 16 5 6x8 = 3x4 = -_ - ..... _ 4.12 = ..,..-�.. .....-.... ....._-_ 4x6 11 Special NAILED Plate Offsets (X Y)- 13:0.6-00-2-81 16:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.84 Vert(LL) 0.16 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.23 7-9 >999 180 BCLL 0.0 ' Rep Stress Mar NO WB 0.92 Hoa(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-SH Weight: 1131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-5: 2x4 SP No.t BOT CHORD 2x4 SP No.2 *Except' BOT CHORD 6-8: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1337/0-4-0,6=1553(Mechanical Max Hoe 10--56(LC 8) Max Uplift 10=-759(LC 4), 6=-916(LC 4) FORCES. (Ib) - Max Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-2403/1394, 3-4---2184/1299, 4-5=-2184/1299, 5-6=-1423/964 BOT CHORD 9-10=1309/2204, 7-9=-1279/2179 WEBS 2-10=-2442/1428, 3-9=-89/663, 4-7=-810/851, 5-7=-1437/2412 Structural wood sheathing directly applied or 3-1-11 oc puffins, except end verticals. Rigid ceiling directly applied or 5-1-4 oc bracing. 1 Row at midpl 2-10, 5-7 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joints) except Glob) 10=759, 6=916. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148 x3.25") toe -nails per NOS guldlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 165 Ill down and 3271b up at 7-0-0 on top chord, and 299 lb down and 141 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2=-54, 2-3=-54, 3-5=-54, 6-10= 20 Concentrated Loads (Ib) Vert: 3= 150(F) 9= 299(F) 11- 104(F) 12=-104(F) 13=-104(F) 14=-104(F) 15=104(F)16=104(F) 17=-54(F) 18=-54(F) 19=-54(F) 20- 54(F) 21=-54(F) 22=-54(F) Walter P. Fnn PE No.22839 MiTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 AwAANLVG- Verity desl9aperameters and' READ NOTES ONTNLTANDINCLUDEDMREKREFERANCEPAGE M6747arev.1MWA15BEFOREUSE valid for use only with MiTekle connectors. This design Is based only upon parameters shown antl Is far an IndrAdual building component, not ss uss system. Before use, the buadhg designer must verify Me applicability of design parameters and properly Incorporate this design Into he overall tru bWdingdedgn. Bracing hcaotedIstopreventbucWhiloflndMdualtmssweband/or chord membersorly. Adtliflonaltemporaryond permanentbrocing is always required for stc llity and to prevent collapse wIM possible personal Injury antl property damage. Foy general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems. seeANSVIPII Quality, CModa, DS549 and SCSI Building Component Safety hformatbrpvolloble from Truss Rate Institute, 218 N. Lee Sheet. Suite312. Alexandra VA 2234, Not MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cty Ply T15929738 1619145-PACE-4912 V1 Valley 1 7 Job Reference [optional Builders FirsiSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 3 10:08:14 2019 Page 1 ID:epS 17JH5W HAyDgeXS8525Vz1 ynS-XVgk4Op2jxeLLvOgfPGEd_EI_TSli93BhmjlLUzz5cF 3-8-0 4-11-8 3=8-0 1-3-8— 3x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ved(LL) We - Wa 999 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) Wa - Wa 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 Wa Wa BCDL 10.0 Code FBC2017/TP12014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 GOT CHORD REACTIONS. (lb/size) 1=155/4-11-0, 4=155/4-11-0 Max Horz 1=86(LC 12) Max Uplift 1= 59(LC 12), 4=-74(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. 33x4= Scale =1:11.9 PLATES GRIP MT20 2441190 Weight: 161b FT=20% Structural wood sheathing directly applied or 4-11-8 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and fight exposed ;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 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 chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 1, 4. Walter P. Finn PE No.22839 MiTek USA Ine. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 AWARNING -Vers,deslpare..W andREADNOTESONMZMDMCLUDEDMREKBEFENANCEPAGEUX74MMK10,03,2015BEFOREUSE Design valid for use only with MOeW connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a hl system. Before use, me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated is to prevent buckling of Individual buss web andlor chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses and truss systems. seeANSVIPII Quality Criteria, DSB49 and SCSI Building Component 69M Parke East Blvd. Safety Infomtatbnavallable horn Truss Rate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply T75929739 1619145-PACE-4912 V2 Valley 1 1 Job Reference (optional) dullaom f aRboure2, run rlaae, rl vv p 2.4 II 3 5 4 2x4 ' 2x4 II 2.4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Mail L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(L-) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n1a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER- BRACING - Scale = 1:22.5 PLATES GRIP MT20 2441190 Weight: 271b FT=20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid Calling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=79/6-11-0,4=101/6-11-0,5=277/6-11-0 Max Hoe 1=173(LC 12) Max Uplift 4=-70(LC 12), 5=-191(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOPCHORD 1-2=-012/118 WEBS 2-5=-238(484 NOTES- 1) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exiedor(2) zone; Cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with anyother 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) 4 except (jt=lb) 5=191. Walter P. Finn PE NoM39 MiTek USA, Ina FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: January 3,2019 ,&WARNING- VearydesIgn parameters and READNOTES ON THIS AND INCLUDED MOEKREFEpu NCE PAGE MIN,usneK 104132015 BEFORE USE Design valid for use only with MiT06 connectors. This design B based only upon parameters shovm, and Is for an Individual building component not a tress; system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall burdingdesign. BmcingIndicated Istoprevent buoying ofindivldualtruw.band/or chord members only. Additional temporary and permanent loading MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ire fabrication, storage, delivery. small and bracing of trusses and truss systems. seeANSampl1 Quality ClBado, DSB-69 and BCSI Buytlhp Component 69M Parke East Blvd. safety Information voilable from Truss Plate Institute, 218 N. We Street, Sure 312. Alexondaa VA 2231 A. Tampa, FL 33610 Job Truss Thus Type Oly Ply T15929740 1619145-PACE-4912 V3 Valley 1 1 Job Reference (optional) Builders FIrst50urae, Vert PIeM, VL J494b 0 0 812USNOVIB2UIBMIIekmaVSineS,Ine. InUJan JIV:Vo:IOZara rage I ID:epS17JH5WHAyDgeXS8525VzlynS.TinUV4gJEZu3aCa2ngliiPKg9H9WA1oU94CsPMa5cD I1-8 21 II 3 2x4 i 5 4 2x4 II as II LOADING (pall SPACING- 2-0-0 CSI. DEFL.L) in (lot) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(L/a n- Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W I 0.18 Horz(CT) -0.00 4 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH LUMBER- BRACING - Scale =1:213 2 PLATES GRIP MT20 244/190 Weight: 35 lb FT=20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=109/8-11-0, 4=130/8-11-0, 5=367/8-11-0 Max Horz 1=228(LC 12) Max Uplift 4=-90(LC 12), 5=-254(LC 12) FORCES. (Ib) - Max Comp./Malt Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=386/146 WEBS 2-5=-298/597 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 8-9-12 zone; cantilever left and night exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord beating. 3) This truss has been designed for a 10.0 pet 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 beating plate capable of withstanding 1001b uplift at joint(s) 4 except Ot=lb) 5=254. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 69H Parke East Blvd. Tampa FL 33610 Date: January 3,2019 O WARNING- Verlrydesignparametersana READ NOTES ON TN/SANDWCLUOEOMRKREFERANCEPAGEMIF7mmii, 10,03,2015BEFORE USE Design valid for user only with MBeldr)connectors. This design is based only upon parameters shown, and is for on individual building component. not �■- O` a buss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling IndiNdual Was web and/or chord members only.Addhonal temporary and permanent bracing MiTek' prevent of IS always required for Sid iN and to prevent collapse with possible personal injury and property damage. For general guldonoe regarding Me fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Criteria, DSB49 and BCSI Balding Component Safety li farmationovarable from Truss Rate Institute, 218 N. Lee Sheet, Suite 312. Alexcni VA 22314 69N Parke East Bhd. Tampa, FL W610 Truss Truss Type Orly Ply T15929741 F69145-PACE-4912 V4 Valley 1 1 Job Reference (optional) Builders RrstSource, ran McCe, rL "J4e4a a.ZLU a NOV lU 21.118 MI I eK Industries, go. Ina Jan a lu:uo:I / eu io rage i ID:epS17JH5WHAyDgeXS8525VzlynS-y3LsjOrrx?sOWCM9FKYp%FcspchTXVTddOkxPxo=5cC 1 10-11.8 10-11.8 0 0 3x4 I- Soul II 3 5 8 4 2x4 11 2x4 II scale: 3/8'=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(L-) nfa - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) nfa - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(CT) -0.00 4 n/a n/a BCDL. 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=138/10-11-0,4=159/10-11-0,5=457/10-11-0 Max Ho¢ 1=284(LC 12) Max Uplift 4=-111(LC 12), 5=316(1C 12) Max Grav 1=138(LC 1), 4=205(LC 19), 5=457(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-448/172, 3-4=-126/260 WEBS 2-5=-354/687 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=151t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 10-9-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi 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, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 4=111, 5=316. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 3,2019 Q WARNING-Ver/tydesfgnpammetemwdREADNOTES ON TNISAND/NCLUDEDMREKREFERANCEPAGEM1474MmV.1O 2015BEFORE USE. Design valid for use only with MBeIshl) connectors. This design is based only upon parameters shown, and 6 for an Individual bullding component, not ��- a muss system. Before use, the building designer must vent' the applicability of design parameters and properly Incorporate this design Into the overall hurtling design. Bracing Indicated 6 to buckling of IndNldual muss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' prevent Is always reculred for stability, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeAN31/iPtl QUIN Cdbda, D3149 and BCSI Building Component 6904 Parke East Bald. SofoM InformotbMvailoble from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply T15929742 1619145-PACE-4912 V5 Valley 1 1 Job Reference (optional) Builders FirstSoume, non Piece, rL "J4114b 0 0 3x6 i 6.220 s NOV le Zulu MI IeK Indusul Inc. I nU Jan J IU:Ud:I / ZU1a rage 1 ID:epS17JH5WHAyDgeXS8525VzlynS.y3LsjOrx9sOwCM9FKYpxFcsmAhT4vTndOkxPxom5cC B 5 7 2x4 II 3 42x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Ven(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Hom(CT) 0.00 4 n/a Na BCDL 10.0 Code FBC2017/TP12014 Marti LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=167/12-11-0,4=188/12-11-0,5=547/12-11-0 Max Horz 1=340(LC12) Max Uplift 4=-131(LC 12), 5=-378(LC 12) Max Grav 1=167(LC 1). 4=257(LC 19), 5=570(LC 19) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=456/195,34=-144/301 WEBS 2-5=-406/653 Scale = 1:39.4 PLATES GRIP MT20 2441190 Weight: 521b FT=20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; Ii 5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-5-12, Interior(l) 6-5-12 to 12-9-12 zone; cantilever left and right exposed ;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 last 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, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 0WID) 4=131, 5=378. Walter P. Finn PE No.Y1839 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33810 Data: January 3,2019 A WARNING - VerOy design parome[ersand REAO NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE I GIMM rev. 1N032015 BEFORE USE • Design volld for use only with Vill connectors. litls tleslgn is based only upon parameters shown. and is for on individual building component not a buss system. Before use. Me building designer must verity Me appllcodiny of design parameters and properly IncoPorate this design into Me overall building design. Bracing indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSVrPI1 Quality CdtMda, DSB-69 and BCSI Building Component Safely m/prmalftertavailoble from Two Plate Institute. 218 N. Lee Street, Sulm 312, Maxondda, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply T15929743 1619145-PACE-4912 V6 Valley 1 1 Job Reference (optionall Builders FirstSource, For Piece, FL34945 B.220 s Nov 16 201 B MiTek Industries, Inc. Thu Jan 3 10:00:18 2019 Pagel ID:epS17JH5WHAyDgexS8525VzlynS-OGvFv sZmA8npWkRuFKAngP204rlev2ncOhzUFUScB 8-" 4x6 = 3 7 6 5 2x4 i 2x4 II 2x4 II 2x4 II Scale=1:22.5 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(L-) We - We 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) rVa - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Hoa(CT) -0.00 5 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 35 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP N0.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-4-0. (lb) - Max Horz 1=135(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6 except 7=-195(LC 12) 'Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6 except 7=279(LC 23) FORCES. (Ib) - Max. Comp./Malt. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-7=-221/436 Structural wood sheathing directly applied or 6-0-0 cc puffins, except end vedicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 alive 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 joints) 1, 5, 6 except (jt=lb) 7=195. Walter P. Finn PE No.22639 65Tek USA, Ina FL Cad 68U 6904 Parke East Bald. Tampa FL 33610 Date: January 3,2019 %WARNING - Vadrydeslgoparsmetersend HEADNOTES ON TNISANDINCLUDED MmEKREF£RANCEPAGEMn.74TJrev. 104312015BEFOREUSE. Design valid for use only with Mfro& connectors, This design 6 based only upon parameters si and is for an Individual building component, not ��- a huss system. Before use, fine building designer mug verity the appllcobilry of design parameters and properly Incorporate this design into dine overall building design. Bracing Indicated Is to buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing M!Tek* prevent Is always; iequired for stability and to prevent collapse with posablo personal Injury and property damage. For general guidance regarding fine fabrication. storage, delivery, erection and bracing of trusses and truss system% seeANSVTPII Quality Cmoda, DSB419 and BCSI Building Component 6904 Parke East Blvd. Selerty Information rvallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Of Ply T15929744 1619145-PACE-4912 V7 Valley 1 1 Job Reference (optional) Holders Flrst&oulle, Pon rlece, rL a494a 6.22U s NOV le 2U1B MI lex mausines, Inc. Thu Jan J 1U:Ua:ZU Zulu Page 1 ID:epS17JH5WHAyDgeXS8525VzlynS-Mel?LRtpInOV3qupOgNesFUK7uYK6rD34iA4Y7zz5c9 4-6-8 6-4-6 0 - - 4-6-8 1-10-_ _ _ -_._ _ _ ____ _-_ __ 4x6 = Scale =1:16.6 2 5 4 2x4 i 2.4 II 2.4 II LOADING (psQ SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TIC0.48 Vart (L) n/a - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress brier YES WB 0.09 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=137/6-4-0, 4=45/6-4-0; 5=232/6-4-0 Max Horz 1=80(LC 12) Max Uplift 1=-64(LC 12), 4=-52(LC 13), 5=-80(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ito) or less except when shown. WEBS 2-1 PLATES GRIP MT20 244/190 Weight: 231b FT=20% Structural wood sheathing directly applied or 6-4-8 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasi32mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 201 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 Imss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 Q WARNING- Mcmerdes/gn Parame(ersand READ NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEMIF74m rev. 10,032a16BEFORE USE • Design volid for use only with M6eA® connectors, Ibis design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall bulltling design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporory and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. SeeµSUiPll Quality Criteria, DSO-69 and BC51 Building Cnmpoment 69M Parke East Blvd. safety Informolbmvallobie from Truss Plate Institute. 218 N. Lee Sheet Suite 312 Maxondria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T15929745 1619145-PACE-4912 V8 Valley 1 =R.fm.c. aq Cancers rlrstbource, ran race. rL 44U40 a 2x4 B.22U s Nov 15 2D18 MI l ex Industries, Inc. I ha Jan 31 U:UC:2U 201U rage 1 ID:epS17JH5WHAyDgeXS8525VzlynS-Mel?LRtpInOV3qupOgNesFUPOuX?6SY34iA4Y7zz5cg 4 B 3xB = 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud TCLL 20.0 Plate Gnp DOL 1.25 TC 0.14 Vert(LL) n/a - ri 999 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 Wall n1a BCOL 10.0 -Code FBC2017rTP12014 Maidx-P 2x4 = Scale = 1:9.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-8 cc puffins. GOT CHORD 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/Size) 1=139/4-4-3, 3=139/4-4-3 Max Horz 1=21(LC 9) Max Uplift 1=-58(LC 12), 3=-57(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=42psf; BCDL=5.Opsf; h=15ft; Cal, II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C.0 Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 66U 6904 Padre East Blvd, Tampa FL 33510 Data: January 3,2019 O WARNING -Verily dsslpdpare.Ne..hd READ NOTES ON THISAND INCLUDED MWEKBEFERANCEPAGEMX74M rev. 14,123r201SBEFORE USE Design valid for use only with Mnel� connectors. This design Is based only upon parameters shown, and 6 for on Individual building component not ��- a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall bulltling design.. Bracing Indicated h to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MOW Ls always required for slabllily and to prevent collapse with possible personol injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems, seeANSVIPr CualBy Cdbda, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Inlarmolbmvalloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, A mantldc, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- 13 �4 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-149 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by Text In the bracing section of the output. Use T or I bracing If Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown In sixteenths scale) III (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek° MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materlals on Inadequately braced trusses. 4. Provide copies of this truss design to the bullding designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/IPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fobdcotor. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indlcated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing a110 ft. spacing, or less, If no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.