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TRUSS PACKET
mm W1 e MiTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 1565613-PACE-ESPINAL - Site Information: 'FILE Customer Info: PACE 2000 Project Name: Model: Lot/Block: 99 Subdivision: Address: NAVION DRIVE City: PORT SAINT LUCIE State: FL Inc. 1`6904 ParRe East Blvd. Tampa, FL 33610-41 kANNED BY St. Lucie County 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: 160 mph. Roof Load: 45.0 psf Floor Load: N/A psf This package includes 77 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date I No. I Seal# I Truss Name I Date 1 T16340218 1 A01 2/25/19 118 1 T16340235 11306 2/25/19 2 T1 6340219 1 A02 12/25/19 119 1 T163402361 B07 12/25/19 I 3 T16340220 1 A03 2/25/19 120 1 T16340237 BOB 2/25/19 4 1 T163 02211 A04 2/25/19 121 1 T16340238 I B09 5 T16340222 A05 2/25/19 22 T16340239 CO 6 T16340223 A06 2/25/19 23 T16340240 CO2 7 T16340224 A07 2/25/19 24 T16340241 CO3 M2/25/1 8 T16340225 A08 2/25/19 25 T16340242 C04 9 T16340226 A09 2/25/19 26 T16340243 C05 10 1 T16340227 I At 0 12/25/19 127 1 T16340244 I CJ1 12/25/19 I 11 T16340228 I At 1 12/25/19 128 I T16340245 I CJ2 12/25/19 I 12 T1 6340229 1 Al 2 12/25/19 129 1 T1 6340246 1 CJ3 12/25/19 I 13 I T16340230 I B01 12/25/19 130 I T16340247 I CJ4 12/25/19 I 14 T1 6340231 I B02 12/25/19 131 I TI6340248 I CJ5 12/25/19 15 T16340232 1 B03 2/25/19 132 T16340249 1 CJ11 2/25/19 16 T16340233 1 B04 2/25/19 133 IT16340250 I CJ12 2/25/19 17 T1 63402341 B05 12/25/19 134 1T163402511CJ31 12/25/19 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSI1TPI 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 ANSI/TPI 1, Chapter 2. MAR 12 2019 8T. Lucie County, Permitting JJ IN OP`aG N E V��Fc�'�. No 68182 :9 STATE OF •�/+ '•,�,Sd,I�NA� ��Ca�. Joaquin Velez PE No.68182 MRek USA, Ina FL Dent 6534 69D4 Parke East Blvd. Tampa n-33610 Date: February Velez, Joaquin 1 of 2 RE: 1565613-PACE-ESPINAL - Site Information: Customer Info: PACE 2000 Project Name: Model: Lot/Block: 99 Subdivision: Address: NAVION DRIVE City: PORT SAINT LUCIE State: FL No. Seal# Truss Name I Date 35 T16340252 1 CJ51 1 2/25/19 36 I T16340253 I D01 12/25/19 37 T163402541D02 2/25/19 138 1 T1 6340255 1 D03 12/25/19 139 T163402561 E01 12/25/19 I 40 T16340257 I E02 12/25/19 41 1T163402581 E03 12/25/19 42 1T163402591EJ2 12/25/19 I 43 IT163402601 EJ3 12/25/19 44 I T16340261 I EJ4 12/25/19 145 1 T7 63402621 EJ5 12/25/19 146 T163402631 EJ7 12/25/19 I47 IT76340264I EJ21 12/25/19 148 T163402651EJ22 2/25/19 I49 IT16340266IEJ23 12/25/19 150 1T163402671EJ24 12/25/19 I 151 1 T1 6340268 1 EJ31 12/25/19 I 152 1 T1 6340269 1 EJ41 12/25/19 53 T163402701EJ42 12/25/19 54 IT163402711EJ51 12/25/19 155 I T163402721 G01 1 2/25119 156_ 1 T1 6340273 1 G02 12/25/19 157_ 1 T163402741 G03 12/25/19 158 I T1 6340275 1 G04 12/25/19 59 1 T1 6340276 1 G05 12/25/19 60 _1T163402771 HJ1 12/25/19 61 T16340278 I HJ2 12/25/19 62 1 T16340279 I HJ3 12/25/19 63_ T16340280 I HJ4 12/25/19 �64_ T1 6340281 I HJ5 12/25/19 165 T16340282 I HJ7 12/25/19 �66 T163402831HJ21 12125/19 167 1 T1 6340284 1 HJ31 12/25/19 168 1 T1 6340285 1 K01 12/25/19 I 169 1 T1 6340286 1 K02 12/25/19 170 1 T1 6340287 1 M 1 12/25/19 �71 T16340288 M2 12/25/19 I 172 1 T16340289 V01 12/25/19 173 IT16340290V03 2/25/19 I74 T16340291 VO4 2/25/19 75 1 T16340292 V05 12/25/19 I �76 1 T16340293 V07 12/25/19 177 1 T16340294 I V08 12/25/19 2of2 Job Truss Truss Type ' OIy Ply T16340218 1565613-PACE-ESPINAL A01 Roof Special 1 1 Jab Reference (optional) nunaers FirnSource, Port Piece, rL 34114b 8.220 s Nov 16 2018 Inc. Sat Feb 23 05:13:17 2019 2x4 5.6 = 6.00 12 22 OHS= STP= 3x4 = 5x6 WB= 3x8 = 5x6 = 5x6 = 3.4 II 10.3-0 20-2-8 26-7-12 2%]9 35-1-0 40.3.8 10.3-0 9-11-6 6-5-4 k " &3-R &P-a Scale = 1:80.1 Plate Offsets 04Y)— f2:0-4-9 Edge? f8:0-4-0 0-3-01 f10:0-3-12 Edgel rl3:0-3-0 0-3-01 LOADING (pso SPACING-. 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) -0.36 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.7014-16 >691 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.14 19 n/a n/a BCDL 10.0' Code FBC2017/TP12014 Matrix-SH Weight: 244 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 *Except* 8-9: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 'Except' 11-13:2x4 SP'No.2 WEBS 2x4 SP No.3 *Except* 10-11,10-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* 10-10: 2x8 SP 240OF 2.0E SLIDER Left 2x6 SP No2 3-10-1 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-9 or; bracing. WEBS 1 Row at micipl 6-14, 7-14, 8-14, 9-13 REACTIONS. (lb/size) 2=1915/0-8-0, 19=175610-6-8 Max Ho¢ 2=303(LC 12) Max Uplift 2=-552(LC 12), 19=493(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3141/1505,4-6=-28S4/1441,6-7=-2055/1197,7-8=-2058/1198, 8-9=-2650/1291, 9-10=-2530/1181 BOT CHORD 2-16=.1372/2670, 14-16=-1124/2274, 13-14=-1033/2260, 12-13=-1221/2600, 11-12_ 143/296 WEBS 4-16=-321/338, 6-14=.812/591, 7-14=.724/1387, 6-16=-160/548, 9-12=-1484/840, 10-12=-1276/2746,8-14=-828/564,8-13=0/399,9-13=-408/200,10-19=-1910/905 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-7-3 to 4-4-13, Intedor(1) 4-4-13 to 20-2-8, Extedor(2) 20-2-8 to 26-2-8, Intedor(1) 26-2-8 to 39-6-8 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) All plates areMT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Bearing at joint(s) 19 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 552 Ib uplift at joint 2 and 493 Its uplift at joint 19. %,0PaIN G E N No 68182 0 . STAB OF :��/� ll//JJJJ �� E?Ca�. Joaquin Velez PE 1,108182 6904 Parke East BNd. Tampa FL 33610 Date: February 25,2019 Q WARNWG- Verllydeslgnpammefelsa.d READ NOTES ON TNISANDWCLUDEDMREKREFERANCEPAGEMX7MA v. 101132015BEFOREUSE ��- Design valid for use only with Mifelsusconnecfors. This design Is based Only upon parameters shown, and Is for on Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate Mis design Into the overall building design. Bracing Indicated 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bidding MiTek' Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of InxOes and truss systems, seeANSVIPtt Quality C41AM, DSO-89 and SCSI Building Component 69g4 Parke East BNd. Safety Infomlatbrwafloble from Truss Plate Institute, 218 N. We Street. Suite 312. Alexandria, VA 22314. Tamps, FL 33610 Jab Tru Truss Tnus Type Oty Ply 156561&PACE-ESPINAL Roof Special 1 7 �J.b ��40219 Reference(optional) ounders nrsiSource, run Piece, FL a4a4e 2x4 II 8.220 s Nov 16 2018 MiTek 5.6 = 6.00 12 7 22 Inc. Sat Feb 23 05:13:19 2019 OHS = STP = 3x4 = 5.6 W B= 3[8 = Sx6 = 5z6 = 3x4 II Scale = 1:81.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.37 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC O.B2 Vert(CT) -0.6914-16 >691 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES We 0.61 Hoa(CT) 0.18 19 We Na BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 251 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing. 11-13: 2x4 SP No.2 WEBS 1 Row at midpt 6-14, 7-14, 8-14, 10-12 WEBS 2x4 SP No.3'Except- 10-11.10-12: 2x4 SP N0.2 OTHERS 2x4 SP No.3 "Except' 10-18: 2x8 SP 240OF 2.0E SLIDER Left 2x6 SP No.23-10-1 REACTIONS. (lb/size) 2=1915/0-8-0.19=175610-6.8 Max Horz 2=334(LC 12) Max Uplift 2=-549(LC 12), 19=-497(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-4=-3141/1499,4-6=-2853/1435, 6-7=-2057/1190,7-8=-2052/1183, 8-9=-2596/1295, 9-10=-2521/1203 BOT CHORD 2-16=-1422/2670, 14-16=-1173/2273, 13-14=-1068t2243, 12-13=-1231/2569, 11-12=-132/265 WEBS 4-16=-322/339,6-16=-162/545,6-14=-810/588,7-14=-692/1364, 8-14=-790/534, e-13=-50/404, 9-13=-417/193, 9-12=-13461780, 10-12=-127512686, 10-19=-1816/877 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-7-3 to 4-4-13, Imerior(1) 4-4.13 to 20-2-8, Exterior(2) 20-2-810 26-2-8. Interior(1) 26-2-8 to 39-6-8 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 19 considers parallel to grain value using ANSVTP1 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 549 lb uplift at joint 2 and 497 lb uplift at joint 19. O.. N ........ ♦♦ J GENg :1 y No 68182 � '. S TO F as i i'4�61 ,ONA1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Job Truss Truss Type ' Cry Ply T76340220 1565613-PACE-ESPINAL A03 Roof Special 1 TJ.b ence (optional) ouaaers Firstsoume, tort rlece, rL daaco 8.220 s Nov 162018 MITek Induarres, Inc. Sat Feb 23 05:13:21 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYy1Z4F-KXi5Bi21P9GuWnG5xrc73t 7wiufplSJUgMmziMei 20-10-8 -1-8-0 a-2-3 12-0-13 17-11-8 19-3-8 25-11-12 31-1-0 35-0-10 4MS �I-6-0 8-23 5-10.11 5-10-11 I1<-0 -]-01 5-14 5-1.4 4.3-1f1 41114 1 Scale = 1:81.2 3x6 = Sx8=56 Sx6 O 9 &00 12 7 8 10 3x4 6xe = 3x4 G 27 Sx12 = 6 = ST1.5x8 STP = 3x6 1-5x6 12 US 14 2x4 O 5 4 4x6 i 26 2x4 II USi 3 ST1.Sx8 STP - h 25 2 IN 1 6x8 II 22 28 29 21 20 30 19 18 17 16 15 3x4 = 46 = 3x4 = 3.8 = 3x4 = 4x6 = 5x6 = 3.6 = • -8 7-11-8 '%"4'2 31 394-8 8 4 8.10-0 1 2110 I 540 9--2 Plate Offsets (X Y)- [2:04-9 Edger f7:0-6-0 0-2-8][9:0-3-0 Ednel [14:0-54 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Wall L/d PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.26 20-22 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.54 20-22 >887 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.63 Horz(CT) 0.18 25 rda rJa BCDL 10.0 Code FBC2017/TPI2014 MaMx-SH Weight: 288 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oo pudins, BOT CHORD 2x4 SP No.2 *Except' except end verticals. 2-21: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 no bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 6-20, 13-15, 7-19, 11-19 14-15: 2x4 SP No.2 OTHERS 2x4 SP No.3'ExcepV 14-24: 2x8 SP 240OF 2.OE SLIDER Left 24 SP No.2 3-5-1 REACTIONS. (Ib/size) 2=1915/0-8-0, 25=1756/0-6-8 Max Horz 2=359(LC 12) Max Uplift 2=-553(LC 12), 25=498(LC 13) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24- 3173/1514, 4-6=-2912/1463, 6-7- 223B/1257, 7-8=-1899/1213, e-10=-1771/1155, 10-11= 2164/1274,11-12=-2497/1306,12-13=-2453/1217,15-24=-786/1638, 14-24=-786/1638 BOT CHORD 2-22=-1538/2678, 20-22=-1344/2379, 19-20=.987/1914, 17-19=-1095/2166, \1 E/ ,U(N z 16-17=-1236/2484, 15-16=-755/1458 WEBS V ',' `` 12 ��2469/198612-16=?1073/656, �``J�P'aC 13 16= 731/1572, 13 15= 2003/10560 0419=-363/633, ,�16, E N,9 7-19=-260/166, 11-19=-631/401, 14-25=-1778/887 ; V� 4..•••. NOTES- NO 68182 i 1) Unbalanced roof live loads have been considered for this design. * •� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opst h=15ft; Cat. II; E1g3 C; Encl., = GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-7-3 to 44-13, Intedor(1) 44-13 to 17-11-8, Exterior(2) 17-11-8 to 19-3-15, Interior(1) 19-3-15 to 20-10-8. Exteriar(2) 20-10-8 to 26-10-8, Interior(1) 26-10-8 to 39-6-8 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 D01^7.60 O:• S O F plate grip •: ��1: 3) Provide adequate drainage to prevent water pending. � ,C• ����` •'•; 0 N 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • R ��, 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 •'• • • •'• \ ��/ stS willfitbetween as pNA111 6) Bearingat joint(s) 5oco considers parallel to grain value usinglANSI/rPI 1 angle to grain formula. Building designer should verify 1E0.�` capacity of bearing surface. Joaquin Velez PE No.68182 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 553 lb uplift at joint 2 and 498 lb uplift at MITek USA, Inc. FL Cart 6634 joint 25. 6904 Parke East Blvd. Tampa FL 33610 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Date: February 25,2019 Q WARNING- Verily design Parameters and READ NOTES ON MIS AND INCLUDED MREK NEFENANCE PAGE MR7n3rev, 101012015 BEFORE USE �■�• Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not th a truss system. Before use, e building designer must verity the applicabllity of design parameters and properly Incorporate this design Into me overall i.�i■■ bulldingdesign.avoiding Indicated Istoprevent buckling ofIndividual tuss web and/or chord members only. Additional ternporaryand pormanenibiooing 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 fusses and truss systems, seeµSVrPft Cualey Cdfetb; PS549 and BCSI Building Component 6904 Parke East Bind. Safely Infomsationavollable from Truss Plate Institute. 218 N. Lae Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type • Oly Ply T16340221 1565613-PACE-ESPINAL A04 Roof Special 1 1 �Job Reference o tional ounuers rarnaource, ran nece, rL ocawn 822U s Nov i6 2018 MITek Indmines, Inc. Sat Feb 23 05:13:232019 5xB = Scale = 1:99.5 6x8 = 6.00 FI2 5x6 = 30 8 31 6x8 = 7 5.12 = 6 7x10 = 5x8 1� 32 646 = 5`6 = ST1.5xB STP = 9 10 12 3x6 i 4 2x4 12 27 2 f 2 20 78 324 23 4x6 = 19 5x6 = 16 15 14 13 ST1.5x8 STP= 4x6 = 2x4 11 6x8 = 5x6 = 7xIO = 3xB = Bx14 MT20HS= 8x14 MT20HS II 5x8 = 6xB = 2-10-0 9-4-12 R. 15-11-8 20-10-8 26.9-0 29-1.0 34.2-12 40.3.8 I aa.10 1 6-a10 1 cma 1 ,-» 1 a.n.o r Plate Offsets (X,1)— [2:0-0-15,0-0-71, [2:0-9-3,0-0-15], [2:Edge,0.431, [3:0-3-12,0-1-151, [5:0-4-0,0-3-0], [6:0-3-0,0-2-0], [7:0-4-0,0-2-8],[11:0-7-8,0-2-4],112:Edge,0-1-81, [17:0-10-4,0-0-01 T23:0-0-00-1-12] [23:Edoe0-3-8][24:0-3-80-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ver(LL) 0.35 21-22 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.6917-18 >694 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(CT) 0.45 27 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Marx-SH Weight: 31511D FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except- TOP CHORD 6-7,9-11: 2x4 SP No.2, 7-8,11-12: 2x6 SP No.2, 8-9: 2x6 SP M 26 BOT CHORD 2x4 SP M 31 'Except- BOT CHORD 2-23: 2x6 SP No.2, 22-23: 2x4 SP No.3, 13-16: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* 12-13: 2x4 SP No.1, 10-17: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* 12-26: 2x8 SP 240OF 2.0E WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=2393/0-8-0, 27=2261/0-6-8 Max Horz 2=377(LC 12) Max Uplift 2= 627(LC 12), 27=-566(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2785/1255, 3-4=-6940/3646, 4-5=-4728/2365, 5-6=-3781/1963, 6-7=-3305/1862, 7-8=3404/1849, 8-9= 3453/1811.9-10=-4057/2035, 10-11=-2016/1041, 11-12= 726/352, 13-26=-756/1403,12-26=-756/1403 BOT CHORD 2-24— 1267/1944, 23-24=-194/272, 3-22=2372/4272, 21-22=-3627/6200, 20-21=-2359/4167,18-20=-1814/3445,17-18— 2051/4112,13-14=-194/368 WEBS 4-21=-2037/1273, 5-21=-113/533, 5-20=-105D/716, 6-20=-681/1483, 7-20=-912/421, 7-18= 10467731,8-18=878/1700,9-18=-1315/690,9-17=-1328/806,10-14=-2412/1321, 11-14=-1304/2595,11-13=-1326/766,3-24— 1595/1013,22-24=-1312/2043, 4-22=-531/993,14-17=-1018/2009,10-17— 1416/2900,12-27=-2290/1175 Structural wood sheathing directly applied or 2-6-15 oc puffins, except end vedicals. Rigid ceiling directly applied or 3-10-10 oc bracing. 1 Row at midpt 4-21, 5-20, 7-18, 8-18, 9-18. 9-15, 10-14, 11-14, 10-17 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;.TCDL=4.2psf: BCDL=5.Opsf; h=15D; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope). and C-C Extedor(2) -1-7-3 to 44-13, Intedor(1) 4-4-13 to 15-11-8, Extedor(2) 15-11-8 to 17-3-8, Interior(1) 17-3-8 to 20-10-8, Extedor(2) 20-10-8 to 26-10-8, Intedor(1) 26-10-8 to 39-1-0, Exterior(2) 39-1-0 to 39-6-8 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates am MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 last bottom chord live load nonconcument 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. 11111111l1/j u]N VF�Fp�i �� � � �,� G E N SF'' � •� No 68182 9 S OF00. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6M Parke East Blvd. Tampa R. 33610 Date: 7) Bearing at joint(s) 27 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify ' --T Q WARNING- Vedfydeslgn pmameters end HEAD NOTES ON THISANDINCLUDED MmEKREFEMNCEFAGEMM17473 mv. 1o=?D1SDEFOREVSE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not �R• f■� a truss system. Before use, the building designer must verify Me oppllcobllay, of design Parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual fuss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stablllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ire fabrication. storage. delivery. erection and bracing of tnnses and fuss systems seeANSVIPII Guallly CrBala. DSB49 and 1f06I building Component Safely Inlormalbrrw ,table from Truss Plate Institute, 218 N. Lee Sheet SuBe 312 Alexandria, VA 22314. 69M Parke Eest Blvd. Tampa, FL 33610 Job Truss Truss Type • Oty Ply T16340221 1565613-PACE-ESPINAL A04 Roof Special 1 1 Job Reference (optional buliders Flrst5ource, Fort Pleas, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13:23 2019 Page 2 NOTES- ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-GwgscOgpZ047WDMt44UnMAkPU7dAIno9SwlriMBg 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6271b uplift at joint 2 and 566 lb uplift at joint 27. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3601b down and 140 Ito up at 19-0-8, and 360 lb down and 140 lb up at 22-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of Others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70, 6-7=-70, 7-30= 70, 8-30=-130(F=-60), 8-31=-130(F— 60), 9-31= 70, 9-1 1=-70,11-12=-70, 2-23=-20, 17-22=-20, 13-16=-20 Concentrated Loads (I s) _ Vert: 30=-360(F) 31=-060(F) O WARNING - Ved/ydeafgm Paramerersend READ NOTES ON TNISAND INCLUDEOMREKREFERANCEPAGEM674Tdrev. IWDYlOISDEFORE USE Design valid for use only with Mgeks, connectors. this design a based only upon parameters shown, and Is for an InOMIdual building component, not a truss system. Before use, the builtling designer must verify the applicability of design parameters and property Incorporate this design Into the overall buldingdesign. BrocingIndicated Istoprevent buckling ofIndividual bun web and/or chord members only. Additional tempomry and permanent brocing MiTek' a always required far stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcaflon, storage, delivery, erection and bracing of tosses and truss systems, seeAN5VIPl1 Quality Criteria, DS549 and 3C31 Building Component 6904 Parke East Blvd. Sabty Informotbnav ,liable from Truss Rate Institute, 218 N. Leo Shoot, Suite 312 Alevandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Oty Ply T76340222 1565613-PACE-ESPINAL A05 Roof Special 1 1 Job Reference o tional BuildersFirslSource, Fort Piece, FL 34945 ' 24 23 ST1.5x8 STP= 7,10 = 8x14 MT20HS II 5x6 6x8 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13:25 2019 SX6 = Scale = 1:99.5 6x8 = 30 8 31 32 6xe = 6.00 12 5x6 = dx10 MT20HS= = US = 5x6 = 10 ST1.5x8 STP= 2 K6taJ6X8 0 dm 27 IN Ixi 21 20 18 4x6 = 34 19 35 36 15 14 37 38 13 3xB MT20HS= 16 8x10 = 5x8 = 5x8 = 3x8 = 3x8 = 2x4 II 2-10.0 8.0.0 14-7 0 20.10.8 26.9.a 2��-88 32.% 37-8-8 40.3.8 12-10.01 5.2-0 1 6-7-0 4- 4-11-8 1 5-10.8 0-118 5-0-0 1 5-0.0 12-7-01 Plate Offsets (X,Y)-- [2:0-0-15,0-0-7], [2:0-9-3,0-0-15], [2:Edge,0.4-8], [3:0-1-15,0-2-71. [5:03-0,0-3-4], [6:0-4-0,0-2-81, [7:0-4-0,0-2-8], [10:0-3-8,0-3-0], [11:0-3-0,0-2-0], [12:0-6-12Edce1 [74:0-4-00-1-121 [17:0-6-OEdoe][23:0-0-00-1-12].[23:Edne0-3-8] [24:0-3-803-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.37 18-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.6317-18 >757 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(CT) 0.41 27 nra n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 311 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-6: 2x4 SP M 31, 7-8,8-9: 2x6 SP No.2, 1-5: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except' BOT CHORD 2-23: 2x6 SP No.2, 22-23: 2x4 SP No.3, 13-16: 2x4 SP No.2 WEBS 17-19: 2x4 SP No.1 WEBS .2x4 SP No.3 *Except' 12-13: 2x4 SP No.1 OTHERS 2x4 SP No.3 *Except* 12-26: 2x8 SP 240OF 2.0E WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/size) 2=2385/0-8-0,27=2241/0-63 Max Hoe 2=380(LC 12) Max Uplift 2=-631(LC 12), 27=-577(LC 13) FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2742/1276, 3-0=-6819/3727, 4-5=4916/2560, 5-6=-3932/2079, 6-7=-3454/1976, 7-8=-3397/1871,8-9=-3432/1874,9-10=3817/2038, 10-11=-2142/1172, 13-26=-1102/2102,12-26=-1102/2102 BOT CHORD 2-24=-1313/1929, 23-24- 197/286, 3-22=-2387/4152, 21-22= 3689/6064, 20-21=-2582/4354,18-20=-2014/3631,17-18=-201513861.13-14=404/752 WEBS 4.21=-1716/1115,5-21=-141/515,5.20=-1057//47,6-20=-739/1601,7-18=-1116/802, 8-18=-921/1700,9-18- 1171/679,14-17=-1121/2146,10-14- 2272/1314,7-20=-1022/531, 3-24=1636/1082,22-24=-1364/2007,4-22=-601/972,9-17=-1210/741, 10-17=-1325/2553,11-14=-1204/2341,11-13=-2097/1163,12-27=-2259/1185 Structural wood sheathing directly applied or 2-0-12 oc pudins, except end verticals. Rigid ceiling directly applied or 3-10-11 oc bracing. 1 Row at midpt 5-20, 7-18, 8-18, 9-18, 10-14, 9-15, 10-17, 11-14, 11-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-7-3 to 44-13, Interior(1) 44-13 to 14-7-0, Extedor(2) 14-7-0 to 15-11-0, Interior(1) 15-11-0 to 20-10-8. Extedor(2) 20-10-8 to 26-10-8, Intedor(1) 26-10-8 to 37-8-8. Exteror(2) 37-8-8 to 39-6-8 zone; cantilever left and fight exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chard live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. O. op .. I N •'LENS No 68182 0. S OF :4Q Z 4 NA1 %%%%. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa R.33610 Date: February 25,2019 Q WARNING -Vedlydesign parametenand READ NOTES ON THISAND INCLUDED MMEKREFERANCEPAGEM67473 mv. 16�AYLa15BEFOREUSE Design valid for use any with Mgek® 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 appllcobl6ry, of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated a to prevent bucUhg of individual truss web and/or chord members only. Addltlonaltemparoryondpermanentbrocing e always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, call erection and bracing of trusses and buss systems. seeANSVTPII Quaff CMeM; D9849 and BCSI eutding Component Solely Infaanatloi ovallable from Truss Plate Institute. 218 N. Lee Streat. Suite 312, Alaxontlrlo, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty ply T16340222 1565613-PACE-ESPINAL A05 Roof Special 1 1 Job Reference (optional) Builders FrstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13:25 2019 Page 2 ID:OMGHgVGe6ryE1 YUEMmJmnYyI74F-CJxc13i34dgiM741 KnvY9vshtXSybXw2E5e7rdvM8e NOTES- 7) Beadng at joint(s) 27 considers parallel to grain value using ANSVI-P11 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 631 lb uplift at joint 2 and 577111 uplift at joint 27. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 360 Ib down and 1401b up at 19-0-8, and 360 lb down and 140 lb up at 22-8-8 on top chord. The designtselection of such connection device(s). is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Veit: 1-6= 70, 6-7= 70, 7-30=-70, 8-30=-130(F=-60), 8-31=-130(F=-60), 9-31=-70, 9-11=-70, 11-12=-70, 2-23=-20, 17-22=-20, 13.16=-20 Concentrated Loads (Ib) Vert: 30=-360(F) 31=-360(F) Q WARNING-VerlydeslgnparemefersmaFBEADNOTES ON MSANDWCLUDEDM?EKNEFEBANCEPAGEN67,Mrev.ldA O"BEFOBE USE �■� Design void for use only with MiTek® connectors. This design Is Eased only upon parameters shown and Is for an Individual binding component, not a'L��fi a Muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated B to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always required for stobillty and to prevent collapse with possble personal Injury and property damage. For general guidance regarding Me fabrloaflao storage, delivery. erection antl brocing of mroes antl truss systems. seeANSVIPl1 Cuaty6yy Criteria. DSO-89 and SCSI Budding Component 69N Padre East Blvd. Safety Nformatbrgvollcble ft. ➢uss %ate Institute, 216 N. Lee Sheet Suite 312. Alexondna VA 22314. Tampa, FL 33610 Job Truss Thus Type • Oty Ply T16340223 1565613-PACE-ESPINAL A06 Roof Special 1 1 Job Reference (optional) oullaerS nrslbource, ran rlece, rL aasco 8.220 s Nov 16 2018 MITek Industnes, Inc. Sat Feb 23 6.8 = Scale = 1:98.1 6x8 = 31 a 32 4x10 MT20H5 = 5x6 5xB 11 5x6 = 5x6 = 6x8 = 6 30 6.00 12 9 10 ST1.5xB STP= 2x4 II 12 5 29 ;?Z 3x6 62,8 o v 4 n 2x4 II 2 27 N C 1 2 In ,d 21 20 18 324 23 5xB = 3x6 = 19 3x8 = 34 15 14 35 16 36 13 STI.5x8 STP= 5x6 WB= 5x8 = sxB = 2x4 If Ix10 = 8.14 MT20HS 11 5x6 = 6xB = - 3h0 30 010B 0-3-8 F2 I 500 22-10 5 �57--01--00 Plate Offsets (X,1)--[2:0-0-15,0-0-7],[2:0-9-3,0-0-15],[2:Edge;0-4-8],[3:0-1-15,0-2-7],[6:0-3-0,0-2-0],[7:0-4-0,0-2-8],[11:0-3-0,0-2-0],[12:0-6-12,Edge],[14:0-4-0,0-1-12], [17:0-6-40-5-0] [23:Edge,0-3-81 [23:0-0$0-1-12] 124:0-3-80-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.38 18-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.64 18-20 >743 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 1.00 Horz(CT) 0.40 27 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 313 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-10-2 oc pur ins, 1-6:2x4 SP No.1, 7-8,8-9: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP N0.3 *Except* BOT CHORD Rigid ceiling directly applied or3-9-10 cc bracing. Except: 2-23: 2x6 SP No.2, 3-19: 2x4 SP M 31, 13-16: 2x4 SP No.2 1 Raw at midpt 9-17 17-19: 2x4 SP No.1 10-0-0 oc bracing: 15-17 WEBS 2x4 SP No.3 •Except• WEBS 1 Row at midpt 7-18, 8-18, 9-18, 10-14, 11-14, 11-13, 12-13: 2x4 SP No.1 10-17 OTHERS 2x4 SP No.3'ExcepV 12-26: 2x8 SP 2400F 2.0E WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/size) 2=238110-8-0, 27=223310-6-8 Max Harz 2=380(LC 12) Max Uplift 2=-632(LC 12), 27=-581(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 111l l l ll�, TOP CHORD 73-26341�9/2068-9= 19321281/102217--3869/2191, 63710790/2068�3707/2023510- BOT CHORD 2-24=-1344/1923, 23-24=-204/282, 3-22= 2498/4188, ,,,,`OPQU]N•VF� �,.��G E N SF• ? �01 21-22=-3829/6094, `�� 20-21=-2105/3631,18-20=-2242/3925,17-18=-1985/3757, 9.17=-11561710, i 13-14=-484/893 No 68182 •;* WEBS 4-21=-1780/1213,5-21=-430/479,6-21=-835/1118,6-20=-600/1304,7-20=-1173/668, * �• 7-18=-1249/890,8-18=-861/1624,9-18= 1113/678,10-14= 2204/1296,4-22=-588/967, 3-24=-1628/1099,22-24=-1393/2004,11-14=-1157/2231,11-13=2100/1168, •44/ 14-17=-1095/2107, 10-17— 1267/2401, 12-27=-2251/1190 •; S OF : TES- •'. p'• 1) Unbalanced roof live loads have been considered for this design. ;P O R \ ���� 2) ss10 8; MW (envelope)to 4-4-13, G; pior0(.;DI27e1 N All 13-11 ORo () 0 10-8 to)27-1-0 0(to) 37-1D-0, Exterior(2) 37 7-0(m) 39-6-8 zone;lca lever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Joaquin Velez PE No.68182 3) Provide adequate drainage to prevent water pending. MITek USA, Inc. R. Cert 6634 4) All plates are MT20 plates unless otherwise indicated. 6904 Parke East Blvd. Tampa R.33610 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Date: 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 ❑eh.,, — au on 1 n will fit between the bottom chord and any other members, with BCDL=10.Opsf. ,&WARNING-Ved1ydeslgnpammeh,.and RE4DNOTES ON INS AND INCLUDED MGEKREFERANCEPAGEM&7Mh,x 10,10kY2015BEFORE USE Design valid for use only with MBeik connectors. This design is based only upon parameters shown. and Is for an Mc Mdual 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 is to prevent buckling of Individual truss web and/or chord members only. AddlSonol temporary antl permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and pi . , tlamage. For general guidance regarding the fobdcaAon. storage, delivery, erection and bracing of musses and buss systems seeANStliPO Quality ChBr.M: O3549 and CCSI building Component 6904 Parke East Blvd. Safety lnformatbmvallcble from Truss Plate Insfitur e, 218 N. Lee Street. Suite 31Z Alexandra, VA 22314. Tampa, It. 33610 Job Truss Truss Type Oty Ply 1565613-PACE-ESPINAL A06 Roof Special 1 1 Job Reference (optional)T76340223 Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13:28 2019 Page 2 ID:OMGHgVGe6ryE1 YUEMmJmnYyfZ4F-MdlfSkyNY2GEbpcOvTFnYUC516go1HUw3sObyziMBb NOTES- 7) Bearing at joint(s) 27 considers parallel to grain value using ANSIr-PI 1 angle to grain formula. Building designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6321b uplift at joint 2 and 581 Ib uplift at joint 27. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 360 lb down and 1401b up at 19l and 3601Is down and 1401la up at 22-8-8 on top chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6= 70, 6-7=-70, 7-31=-70, 8-31=-130(F=-60), 8-32=-130(F= 60), 9-32=-70, 9-11=-70, 11-12=-70, 2-23=-20, 17-22=-20, 15-16=-20, 13-15=-20 Concentrated Loads (lb) Vert: 31=-360(F) 32=-360(F) WARNING- Verl1ydesr0npedkhrersenJREADN0TES ON MISANDMCLUDEDMREKNEFENANCEPAGEMtr743.v. 10=015BEFOBE USE Design vol d for use only with MnekG connectors. This design Is based only upon parameters shown and Is far an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of IndMtlual truss 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 Me fabricafion, storage: dellvery, erection and bracing of trusses and huss systems. seeANSUD'II Quality World. DS349 and SCSI building Component 6904 Parke East Blvd. Safety Informcdonevolloble from Truss Plate institute. 218 N. We Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oily Ply T16340224 1565613-PACE-ESPINAL A07 Roof Special 1 1 Job Reference (optional) buimers FlrstBource, Fort Piece, FL 3494b 8.220 s Nov 16 2018 Mil Industries, Inc. Sat Feb 23 05:13:30 2019 Sx6 =. 5.6 = 6.00 12 2x4 II e 5 3.4 i 28 4 2x4 II 2 3 m 0 21 20 24 23 Sx8 = 5x8 = ST1.5x8 STP= Sx10 = 5x12 II 6.8 = 3x8 II 7x10 = US i 8 30 9 31 6xe = J���<5,xO6 C Sx126xB = ST1.5x8 STP= 11 46 = 13 18 u 32 1933 34 16 15 35 36 14 5x6 WB= 3ze= 2x4 II 5xl2 = 5,8 = Scale=1:94.2 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdefl L/d PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.87 Ved(LL) 0.36 18-20 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.75 18-20 >603 180 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.38 27 n/a r/a BCDL 10.0 Code FBC2017/TPI2014 Mardi Weight: 305 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-6:2x4 SP No.1, 7-9.9-11: 2x6 SP No.2 BOT CHORD 2x4 SP NO.2 *Except* BOT CHORD 2-23: 2x6 SP No.2,'3-19: 2x4 SP M 31. 10-16: 2x4 SP No.3 WEBS 17-19: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except' 13-14:2x4 SP No.1, 15-17: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* 13-26: 2x8 SP 240OF 2.0E WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/size) 2=226210-8-0, 27=216210E-8 Max Horz 2=388(LC 12) Max Uplift 2=E09(LC 12), 27=-554(LC 13) FORCES. (III) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-2358/1078, 3-0=-6447/3685, 4-5=-4582/2437, 5-6=-4605/2648, 6-7=-3921/2135, 7-8=-4456/2470,8-9=-3128/1716,9-10=-313B/1713, 10-11=-3434/1788, 11-12=2627/1330,14-26- 1011/2047,13-26=-1011/2047 BOT CHORD 2-24=-1200/1680, 23-24=-1294/1832, 22-23- 122311807, 3-22=-3466/5384, 21-22=-3729/5761,20-21=-2106/3619,18-20=-1838/3300,17-18- 1636/3166, 14-15_ 802/1532 WEBS 7-20=-210311207,B-20=-760/1227,8-18=-1140/852,9-16=-906/1637,10-18=-725/479, 15-17=-1378/2797,11-17=-668/1167,11-15=-2575/1427,12-15=936/1941, 12-14=-237411261,3-24=864/592,3-23=-1950/1373, 4-22_ 500/910, 4-21=-1722/1267, 5-21=-384/449,6-21_ 764/906, 6-20=-539/1239, 13-27=-2178/1106 Structural wood sheathing directly applied or 2-1-0 oc pur ins, except end verticals. Rigid ceiling direc0y applied or3-10-1 oc bracing. 1 Row at midpt B-18, 9-18, 10-18, 11-15, 12-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-7,3 to 4-4-13, Interior(l) 4-4-13 to 10-7-0, Exterior(2) 10-7-0 to 11-11-0, Interior(1) 11 -11 -0 to 20-10-8, Extedor(2) 20-10-8 to 26-10-12, Interior(l) 26-10-12 to 37-6-8 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 par bottom chord live load nonconcurent 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 = I O.Opsf. 6) Bearing at joints) 27 considers parallel to. grain value using ANSVrP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. �J,,OPaG E N SCF� No 68182 �9 • ST OF :��Z % Still, Joaquin Velez PE No.68182 MTek USA, Inc. R. Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 AWARNING-yeNydaugnpave.1sreandREADNOTES ONMISANDWCLUUEDMDEKREFERANCEPAGE MU747arev.fe=015BEFOREUSE. Design valid for use only with M6el0 connectors. This design Is based only upon parameters shown and Is for as Individual bullding component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall bulldingde9gn. BrOcIng Indicated Is to prevent buckling at Individual hum Web and/or chord members only. Additional temporary and permanent bmcing WOW Is always real for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tabticoilon storage, delivery. erection and bracing of humas and truss systems. seeANSVrNt Qualey Clitoris. 035-69 and SCSI Building Component 6904 Page East Blvd. 69N P e East B Safety Infemsationovaffable from Truss Plate Institute. 218 N. We Sheet, Suite 312, Marrandrla. VA 22314,33610 R. Job Truss Truss Type Oty Ply T76340224 1565613-PACE-ESPINAL A07 Roof Special 1 7 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13:30 2019 Page 2 ID:OMGHgVGe6ryE1YuEMmJmnYyIZ4F-ZGIV4nmCvAl Tvz_7KV-IszaZGYoMGnEnONLKgrziMBZ NOTES. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 609lb uplift at joint 2 and 554 lb uplift at joint 27. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17,18, 19, 20, 21, 22, 23,.24, 25. 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 3601b down and 140 lb up at 19-0-8, and 360 lb down and 140 lb up at 22-8-8 on top chord. The designtselection of such connection device(s) is the responsibility of others. 10) Special hanger(s) or other connection device(s) shall be provided at 20-M from the left end sufficient to connect truss(es) to front face of top chord. The design/selection of such special connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-6=-70, 6-7=-70, 7-30= 7Q 930=-130(F=-60), 9-31=-130(F=-60), 11-31=-70, 11-13= 70, 2-23=-20, 17-22=20, 14-16= 20 Concentrated Loads (lb) Vert: 30=-360(F) 31=360(F) 2) Dead +0.75 Root Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-6=-60, 6-7=-60, 7-30=-60, 9113(F=-53), 9-31=-113(F=-53), 11-31=-60, 11-13- 60, 2-23=-20, 22-32=20, 32-33=-50, 33-34=-20, 17-34=-50, 161 35-36=-50, 14-36=-20 Concentrated Loads (lb) Vert: 30=-327(F) 31=-327(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-6=30, 6-7=-30, 7-30=-30, 9-30= 77(F=-47), 9-31=-77(F=-47), 11-31=-30, 11-13=-30, 2-23=40, 17-22=40, 14-16=-40 Concentrated Loads (lb) Vert: 30=-293(F) 31=-293(F) 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uoiforn Loads (pIQ Vert: 1-2=116,2.28=70,6-28=47,6-7=64,7-30=47,9-30=87(F=40),9-31=11O(F=40),10-31=70,10-11=47, 11-13=53,2-23=-10, 17-22=-10, 14-16=-10 Hom: 1-2- 125, 2-28=-78, 6-28=-56, 61 7-9=-56, 9110-11=56 Concentrated Loads (lb) Vert: 30=140(F)31=140(F) 5) Offend +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ - Vert: 1-2=37, 2-28=47, 6-28=70, 6-7=53, 7-29=47, 29-30=70, 9-30=110(F=40); 931=87(F=40), 11-31=47, 11-13=53, 2-23_ 10, 17-22= 10, 14-16=-10 Ho¢: 1-2=-45, 2-28=-56, 6-28=-78, 6-7=61, 7-29=-56, 9-29=-78, 9.11=56 Concentrated Loads (Ib) Vert 30=140(F) 31=140(F) 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2- 13, 2-6=-57, 6-7=-52, 7-30=-57, 9-30- 109(F-51), 9-31=-109(F=-51), 11-31=-57, 11-13=-52, 2-23=-20, 17-22=-20, 14-16=-20 Hors: 1-2=-17, 2-6=27, 6-7=-22, 7-9=27, 9-11=-27 Concentrated Loads (lb) Vert: 30- 317(F) 31=317(F) 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-47, 2-6=-57, 6-7=-52, 7-30=-57, 9-30=-109(F=-51), 9-31=-109(F=-51), 11-31=-57, 11-13=-52,2-23=-20, 17-22=-20, 14-16=-20 Hoe 1-2=17, 2-6=27, 6-7=.22, 7-9=27, 9-11=-27 Concentrated Loads (lb) Vert: 30=-317(F) 31= 317(F) 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left:. Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=31, 2-6=7, 6-7=41, 7-30i 9-30=28(F=21), 9-31=48(F=21), 11-31=27, 11-13=23, 2-23=-10, 17-22=-10, 14-16=-10 Horz: 1-2=39, 2-6=-16, 6-7=49, 7-9=-16, 9-11=36 Concentrated Loads (lb) Vert: 30=43(F) 31=43(F) 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=17, 2-6=27, 6-7=23, 7-30=27, 9-30=48(F=21), 931=28(F=21), 11-31=7, 11-13=41, 2-23=-10, 17-22- 10, 14-16=-10 Hoa: 1-2=-25, 2-6=-36, 6-7=31, 7-9=-36, 9-11=16 Concentrated Loads (lb) Vert: 30=43(F) 31=43(F) 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-24, 2-6=35, 6-7=-1, 730=35, 9-30=-75(F=-40), 9-31=.55(F=-40), 11-31=-15, 11-13=-19, 2-23=-20, 17-22=-20, 14-16= 20 Hors: 1-2=-6, 2-6=5, 6-7=29, 7-9=5, 9-11=15 Concentrated Loads (lb) Vert: 30=-261(F) 31=-261(F) 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-5, 2-6=-15, 6-7=-19, 7-30i 5, 9-30=-55(F= 40), 9-31=-75(F=-40), 11-31= 35, 11-13=-1, 2-23=-20, 17-22=-20, 14-16_ 20 Horz: 1-2= 25, 2-6=-15, 6-7=11, 7-9=-15. 9-11=5 Concentrated Loads (lb) Vert: 3D=-261(F) 31-261(F) ,&WARNING-VedrydesdSnparamefemmd READNOTES ON TN/SANDWCLUDEDM? KNEFENANCEPAGEM670Mmv. laN1401SBEFONE USE Design valid for use only with Mlfek® connectors. lhls 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 applicability of design parameters and properly Incorporate this design Into the overall butting design, Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible persona Injury and property damage. For general guidance regarding the fobm ricatloru storage. delivery, erection and bracing of busses and truss systems, seeANSVrpil Quality Cri DSi and SCSI Building Component 6904 Parke East BMd. Safety Informolbmvailable from Truss Rate Inmiltute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type • Oly Ply T76340224 1565613-PACE-ESPINAL A07 Roof Special 1 1 Job Reference (optional) Builders RmtSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sal Feb 23 05:13:30 2019 Page 3 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-ZGIV4=CvA1_Tv1`7KVjszaZdYoMGnEnONLKgrriM8Z LOADCASE(S) Standard 12) Dead +0.6 MW FRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=31, 2-6=41, 6-7=41, 7-30=41, 9-30=62(F=21), 9-3 1 =43(F=21), 11-31=23, 11-13=23, 2-23=-10. 17-22=10, 14-16=-10 Horz:1-2=39, 25=-49, 6-7=49, 7-9=-49, 9-11=31 Concentrated Loads (lb) Vert: 30=43(F) 31=43(F) 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=13, 2-6=23, 6-7=23, 7-30=23, 9-30=43(F=21), 9-31=62(F=21), 11-31=41, 11-13=41, 2-23=-10, 17-22=-10, 14-16=-10 Horz: 1-2= 21, 2-6=-31, 6-7=31, 7-9=-31, 9-11=49 Concentrated Loads (Ib) Vert: 30=43(F) 31=43(F) 14) Dead +0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=31, 2-6141, 6-7=41, 7-30=41, 9-30=62(F=21), 9-31=43(F=21), 1131=23, 11-13=23, 2-23=-10, 17-22=-10, 14-16=-10 Horz: 1-2=39, 2-6=-49, 6-7=49, 7-9=-49, 9-11=31 Concentrated Loads (Ib) Vert: 30=43(F) 31=43(F) 15) Dead +0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=13, 2-6=23, 6-7=23, 7-30=23, 9-30=43(F=21), 9-31=62(F=21), 1131=41, 11-13=41, 2-23=-10, 17-22=-10, 14-16=-10 Horz: 1-2=-21, 2-6=-31, 6-7=31, 7-9= 31, 9-11=49 Concentrated Loads (lb) Vert: 30=43(F) 31=43(F) 16) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=9, 2-6=-1, 6-7=-1, 7-30= 1, 9-30=-41(F=-40), 9-31=-59(F=-40), 11-31=-19, 11-13=-19,2-23= 20, 17-22= 20, 14-16=-20 Horz: 1-2= 39, 2-6=-29, 6-7=29, 7-9=-29, 9-11=11 Concentrated Loads (lb) Vert: 30= 261(F) 31=-261(F) 17) Dead+0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-9, 2-6=-19, 6-7=-19, 7-30=-19, 930=-59(F=-40), 9-31=-01(F=-40), 11-31=-1, 11-13=-1, 2-23=-20, 17-22=-20, 14-16=-20 Horz: 1-2=-21, 2-6=-11, 6-7=11, 7-9=-11, 9-11=29 Concentrated Loads (lb) Vert: 30=-261(F) 31= 261(F) 18) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-6=-30, 6-7=-30, 7-30=30, 9-30=-63(F=-33), 9-31=53(F=-33), 11-31=-30, 11-13=-30, 2-23=-20, 22-32=-20, 3233=-60, 3334=-20, 17-34=-60, 16-35=-20, 35-36=-60, 14-36= 20 Concentrated Loads (lb) Vert: 30=-227(F) 31=-227(F) 19) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-56, 2-6=-63, 6-7=38, 7-30=53, 9-30- 122(F= 58), 9-31=-107(F=-5B), 11-31=-49, 11-13=-52, 2-23=-20, 22-32= 20, 32-33=-50, 33-34=20, 1734=-50, 16-35=-20, 35-36=-50, 14-36= 20 Harz: 1-2=-4, 2-6=3, 6-7=22, 7-9=3, 9-11=11 Concentrated Loads (Ib) Vert: 30=-352(F)31=-352(F) 20) Dead + 0.75 Roof Live libel.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-41, 2-6=-49, 6.7=-52, 7-30=-49, 9-30=-107(F=-58), 9-31=-122(F=-58), 11-31=-63, 11-13=-38, 2-23=-20, 22-32=-20, 3233=-50, 33-34=-20, 17-34=-50, 16-35- 20,35-36=-50, 14-36=-20 Horz: 1-2- 19, 25= 11, 6-7=8, 7-9- 11, 9-11=-3 Concentrated Loads (Ib) Vert: 30=-352(F) 31=-352(F) 21) Dead + 0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60 , Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-6=-38, 6-7=-38, 730=-38, 9-30=-97(F=-58), 9-31=-110(F=-58), 11-31- 52, 11-13= 52, 2-23=-20, 22-32=-20, 32-33=-50, 33-34=-20, 1734=-50, 16-35=-20, 35-36=50, 14-36=-20 Horz: 1-2=-29, 2-6= 22, 6-7=22, 7-9=-22, 9-1 1=8 Concentrated Loads (Ib) Vert: 3D=-352(F) 31=-352(F) 22) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-44, 2-6=-52, 6-7=52, 730=-52, 9-30=-110(F=-58), 9-31=-97(F=-58), 1131= 38, 11-13= 38, 2-23=-20, 2232=-20, 32-33=-50, 3334=-20, 17-34=-50, 16-35=-20, 35-36=-50, 1436=-20 Harz: 1-2=-16, 2-6=-8, 6-7=8, 7-9= e, 9-11=22 Concentrated Loads (Ib) Vert: 30=352(F) 31=352(F) 23) tat Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 O WARNMO-Verlfydeslgnparamer.And RF DNOTES ON TN6 AND INCLUDED MMEKREFERANCE PAGE M674TOmV. ID OIS BEFORE USE Design valid for use only with Miner 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 opplootollity of design parameters and properly Incorporate this design Into the overall bulltling design Bracing indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing b always required for stability and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the fcbdcaficn storage, callvary, erection and bracing of busses and trusa systems, seeANSUIPII Quo' 11yy CrEnb, DSB49 and SCSI building Component Safety InfermatblWollable from Truss Plate Institute.218 N. Lee Street, Suns 31 Z Alexontltlo. VA 22314. ��Y�• MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Orly Ply T16340224 156561&PACE-ESPINAL A07 Roof Special 1 1 Jab Reference (optional) BUIders Flrstsource, Fort Piece, FL 34945 8.220 s Nov 162018 MiTek Industries, Inc. Sat Feb 23 05:13:302019 Page 4 I D:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-ZGIV4nmCvAl_Tvz_7KVjszaZdYoMGnEnONLKgrriM8Z LOADCASE(S) Standard Uniform Loads (pit) Vert: 1-6=-70, 6-7=-70, 7-30= 70, 9-30=-130(F=-60), 9-31=-90(F- 60), 1131= 30, 11-13=-30, 2-23=-20, 17-22=-20, 14-16=-20 Concentrated Loads (Ib) Vert: 30=-360(F)31=-360(F) 24) 2nd Dead +Roof Uve (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-6=-30, 6-7=-30, 730= 30, 9-30=-90(F=-60), 93l= 130(F=-60), 11-31=-70, 11-13=-70, 2-23=-20, 17-22= 20, 14-16=-20 Concentrated Loads (lb) Vert: 30=360(F) 31=-360(F) 25) 3rdDead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-60, 6-7=-60, 7-30=-60, 9-30=-113(F=-53),'9-31=-83(F=-53), 11-31=-30, 11-13=30, 2-23=-20, 22-32=-20, 32-33=-50, 33-34=-20, 17-34=-50, 16-35=-20, 35-36=-50, 14-36=-20 Concentrated Loads (Ib) Vert: 30=-327(F) 31=-327(F) 26) 4th Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (toll) Vert: 1-6=-30,6-7=-30, 7-30=-30, 9-30=-83(F=-53), 931=-113(F=-53), 11-31=-60, 11-13=-60, 2-23= 20, 22-32=-20, 32-33=-50, 33-34=-20, 17-34=-50, 16-35=-20, 35-36=-50, 14-36=-20 Concentrated Loads (lb) Vert: 30=-327(F) 31=-327(F) Q WARNMG- Vedlydselgn panm I. end READ NOTES ON THISANOINCLUDED MREKREFERoInCEPAGE MD74TJ rev- faTa[015BEFORE USE �■�` -7 Design volld for use only with Mrek9 connectors. This design Is based only upon parameters shown, and Is for an Individual bulldhg component, not [+.+�7,■A a truss system. Before use, the building designer must verify the oppllcoblllty, of design parameters and properly Incorporate this design Into the overall bulldingdoslgn. Bracing Indicated is to preventbucIding of Individual hussweb and/or chord members only. Addltlanal temporary and permanent bracing MiTek' Is always required for stablilty, and to prevent collapse with possible personal Injury antl property carnage. For general guidance regarding the fabriealioru storage, delivery, erection and bracing of trusses and hum systems. seeAN3t/1PII Quaint, C@eM, D3549 and SCSI Building Component 69N Parke East Bird. Safety NlarmoNorpvollable from Truss Plate Institute. 218 N. Lee Sheet. SUIte312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ply T16340225 1565613-PACE-ESPINAL A08 Roof Special 1 1 Job Reference (optional) auaaer5 nrsraource, ran neCB, IL JVtl4a 6.00 12 3x4 i 4 8.220s N0V 16 Z0I6 MI l eK MdUSMes, Inc. Sal Feb 23 D5:I3:33 2D1U 5x6 = 8 3x4T9 460 5x6 = 5x6 = s s 6x8 = Sx14 MT20HS = 5x6 = ST1.5x8 STP= 10 11 2.4 II 2 3 I 19 1e 6 22 21 Sze = 3x4 = 17 axe = 27 14 13 12 ST1.5x8 STP = bz6 - 2x4 11 5,12 = 3z4 11 4x12 II 8x14 MT20HS 11 4z6 = 6x8 = 2-70-0 &7-0 9-11-0 26-9-0 31-1-0 38-3-8 i-1d-n I La.n .4 in.l n.n l.a.R Scale = 1:90.1 a 25 11I0 1 l6 Plate Offsets (X,Y)-- [2:0-0-7,0-0-15], [2:0-0-15,0-9-3], [2:0-5-8,Edge], [3:0-2-7,0-1-15], [5:0-3-0,0-2-0], [11:0-3-12,Edge], [15:0-6-12,0-4-0], [21:0-0-0,0-1-12], [21:Edge,03-8], [22:0-3-e 0-3-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Verhl 0.26 19-20 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.46 16-18 >989 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.31 25 Na r✓a BCDL 10.0 Code FBC2017/-rP12014 Matrix-SH Weight: 2681b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 •Except• TOP CHORD 1-5:2x4 SP No.1 SOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-21: 2x6 SP No.2, 20-21,9-14: 2x4 SP No.3, 3-17:2x4 SP M 31 WEBS WEBS 2x4 SP No.3 *Except* 11-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except' 11-24: 2x8 SP 240OF 2.0E WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/size) 2=1835/0-8-0, 25=1650/0-6-8 Max Horz 2=358(LC 12) Max Uplift 2=-539(LC 12), 25=-458(LC 13) FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2025/994, 3-4=-5149/3110, 4-5=-3391/1801, 5-6=3064/1753, 6-7=-2799/1526, 7-15-2048/1192,8-9=-2049/1221,9-10=-2554/1353, 10-11=-1873/951 BOTCHORD 2-22=-1063/1405,3-20=-2140/3223,19-20=-3189/4615,18-19=-1929/3277, 16-18=-1393/2462,15-16=-1163/2251, 9-15=-90/412 WEBS 7-18= 314/689, 9-16= 736/504, 13-15— 953/1912, 10-15=-235/428, 10-13=-175711016, 11-13=-1083/2140, 7-16=-1048/747, 8-16= 743/1355, 3-22=-1205/856, 4-19=-1654/1395, 5-19=-499/1152,6-19=-786/411,6-18=-1007/663,4-20=-374/747,20-22=-1092/1470, 11-25— 1677/852 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 4-2-3 oc bracing. 1 Row at midpt 9-16, 11-13, 7-16, 8-16, 4-19 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) -1-7-3 to 4-4-13, Intedor(1) 4-4-13 to 8-7-0, Extedor(2) 8-7-0 to 9-11-0, Intedor(1) 9-11-0 to 20-10-8. Extedor(2) 20-10-8 to 26-10-12, Intedor(1) 26-10-12 to 37-6-8.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 fora 10.0 psf bottom chord live load nonconcurrent with anyother 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, with BCDL= 10.Opsf. 7) Bearing at joint(s) 25 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. %-` pP001N I11yF� LENS No 68182 Joaquin Velez PE No.68182 MlTek USA, Inc. R. Cert 6634 004 Parke East Blvd. Tampa FL 33610 Dater Ce1.n ran• 06 OM a 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 lb uplift at joint 2 and 458 lb uplift at O WARNING - Vedfyderigd umurr.fenend READ NOTES ON WSANDINCLUDED NREKREFENANCEPAGE afb741M rev. IsVI2015BEFOREUSE Design valid for use any wish MneR®connectors. this design is based only upon parameters shown, and Is for on Indl, dual bullring component. not ��• a truss system. Before use, Me building designer mustverily Me cppllcablllty of design parameters and properly Incorporate this design Into the overall bulidhgdesign. Bracing Indicated Is to prevent bucMhgofndIvducltruss web and/or chord members only. Addltlonaltemporary and permanent bracing WOW U always requbed for stob0lty and to prevent collapse with possible personal lNury and property damage. For general guldance regarding Me fobricotion. sroroge, delivery, erection and bracing of hoses and truss systems. seeANSURII Quol8y CrSrrdo,Ill and SCSI Building Component Safety lnfamialbrnvallabie from Truss Plate 69M Papa East elv4. Tamps, FL 33610 ln5ntute.218 N. Lee Street. Suite 31Z Alexandria VA 22314. , Job Truss Truss Type aY Ply T16340226 1565613-PACE-ESPINAL A09 Roof Special 1 1 Jab Reference o tianal owners rrrstbource, ran nece, rL a4e4o Sx6 = 8.220 s Nov 16 2018 MITek Industries, Inc. Sat Feb Scale = 1:90.1 8 3x4 G 46 1 6xB = Sx6 = 7 9 Sx12 = SAE = Si = ST1.5x8 STP= 6.00 12 10 11 5 3x4 G 27 0 16 2x4 II 2 3 25 0 dm 1 0 15 ]N �? 19 18 16 _ 22 21 5x8 = 3x4 = 17 3x8 = 28 14 13 12 STI.5x8 STP= 4x6 = 2x4 11 6x9 = 3.4 II 4x12 It Bx14 MT20HS I I 46 = 6x8 = 2 00 82 175 0- 208 0. 29-0 387 0 3.8 36 200 I I 41 I 78 Plate Offsets (X,Y)— [2:0-0-7,0-0-15], [2:0-0-15,0-9-3], [2:0-5-8,Edge], [3:0-2-11,0-1-15], [5:0-3-0,0-2-0], [11:0-1-12,Edge], [15:0-6-12,0-4-0], [21:0-0-0,0-1-12], [21:Edge,0-3-8] .122:0-3-8 0-M] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.26 18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.4718-19 >972 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES We 0.89 Horz(CT) 0.30 25 Na Na BCDL 10.0 Code FBC2017/TPI2014 Mali Weight: 266 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 2-21: 2x6 SP No.2, 20-21,9-14: 2x4 SP No.3, 3-17: 2x4 SP M 31 WEBS 2x4 SP No.3 `Except' 11-12:2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* 11-24: 2x8 SP 240OF 2.0E WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=1835/0-8-0, 25=165010-6-8 Max Horz 2=349(LC 12) Max Uplift 2=-540(LC 12), 25=-456(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied, except antl verticals. BOT CHORD Rigid ceiling directly applied or 4-2-13 oc bracing. WEBS 1 Row at midpt 7-16, 8-16, 9-16, 11-13 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=2004/994, 3-4=-5104/3095, 4-5=-3482/1851, 5-6=-3114/1774, 6-7=-2850/1529, 7-8=-2052/1191, 8-9— 2050/1222,9-10=-2562/1348, 10-11=-1849/930 BOT CHORD 2-22=-1057/1397, 3-20=-2100/3183, 19-20=-3144/4566, 18-19=-1990/3400, 16-18=-1390/2488,15-16=-1149/2250,9-15=-71/398 WEBS 4-19=-1519/1315,5-19=-544/1225,6-19=-871/462,6-18=-1072f705, 7-181 7-16— 1066f/52, 8-16= 741/1356, 9-16= 736/507,13-15=-931/1867,10-15=-225/426, 10-13=-1719/987,11-13=-1071/2136,3-22=-1230/875,4-20=-399l708, 20-22=-1087/1449, 11-25=-1681/849 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-7-3 to 4-4-13, Intedor(1) 4-4-13 to 8-0-0, Exterior(2) 8-0-0 to 9-4-0, Interior(1) 9-4-0 to 20-10-8, EMedor(2) 20-10-8 to 26-10-12, Interior(1) 26-10-12 to 37-6-8 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS 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 nonconiment with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Bearing at joint(s) 25 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 5401b uplift at joint 2 and 456 lb uplift at joint 25. %%% ON........ .0 W N No 68182 0: ST OF ",�5'`S�O 1j111111111\\\ Joaquin Velez PE No.68182 MRek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Q WARNING-Verlfydeegnp mmetersand NEADNOTESONTNISAND/NCLUDWMREKBEFFAANCEPAGEM674mmv. I0VSs?01SBEF0HEUSE valid for use only with MOedis connectors. This design Is based only upon parameters shown, and Is for an IndMldual building component, not INDesign th a truss system. Before use, e building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated B to prevent buckling of indNldual truss web and/or chord members only. Additional temporary and bracing MOW permanent Is always required for stability and to prevent collapse with possible persond Nlury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSp19I1 CuaIIIy Criteria, DS549 and SCSI Balding Component 6904 Parke East BNd. Safety Nformalbmvollable from Truss Plate Institute. 218 N. We Sheet Suite 312 Alexandria. VA 22314. Tampa, R. 33610 Job Truss Truss Type ' Ory Ply T16340227 1565613-PACE-ESPINAL A10 Roof Special 1 1 Job Reference (ootionall uunaers Ylrsttlource, port Piece, FL 34945 2x4 II �8 1 24 23 ST1.5x8 STP= 4,12 II Bx14 MT20HS I I 6x8 = 5x8 = Sx6 = 8 9 19 4x6 = 3x4 = 3xB = 8.220 s Nov 16 2018 MTek 15 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip.DOL 1.25 TC 0.99 Vert(LL) 0.25 20 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.47 20-21 >968 180 BCLL 0.0 ' Rep Stress Incr YES we 0.81 Horz(CT) 0.27 27 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 2-23: 2x6 SP No.2, 22-23,10-15: 2x4 SP No.3, 3-19: 2x4 SP M 31 WEBS 2x4 SP No.3'Except' 12-13: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except' 12-26: 2x8 SP 2400F 2.0E WEDGE Leh: 2x6 SP No.2 REACTIONS. (lb/size) 2=1836/0-8-0,27=1650/0-6-8 Max Horz 2=301(LC 12) Max Uplift 2=-532(LC 12), 27=-436(LC 13) Inc. Sat Feb 23 05:13:38 2019 6x8 = 8x12 = ST1.5x8 STP= 12 27 14 13 6x8 = 3x4 II Scale = 1:86.7 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 2741b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-7 oc bracing. WEBS 1 Row at midpt 6-20. 7-18, 8-17 FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2.3=.2001/1034, 3-4=4961/2995, 4-5>3800/2073, 5-6=-3466/1966, 6-7= 3139/1699, 7-8=-2263/1335,8-9=-1876/1227, 9-10= 2170/1317, 10-11=-2603/1381, 11-12=-1703/852 BOT CHORD 2-24— 1035/1408, 3-22=-1893/3005, 21-22=-2919/4399, 20-21=-2326/3988, 18-20— 1534/2742,17-18=-991/1944,16-17=-1134/2243,10-16=-07/348 WEBS 4-21=-1046/930,5-21= 743/1479,6-21=-1179/649,6-20=-1348/857, 7-20=-252/674, 7-18=-1087f737,8-18=-443/805,8-17=-308/188, 9-17=-423/715, 10-17=-663/497, 14-16=-873/1679,11-16=-267/510,11-14=-1694/984,12-14=-1047/2100, 3-24— 1248/885, 4-22=.468/665, 22-24— 107311442,12-27=-1708/862 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and CC Extedor(2) -1-7-3 to 4-4-13, Intedor(1) 4-4-13 to 6-0-0, Extenor(2) 6-0-0 to 7-4-0, Interior(l) 7-4-0 to 19-0-0; Extedor(2) 19-0-0 to 28-9-0,.Intedor(1) 28-9-0to 37-6-8 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D01'1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 27 considers parallel to grain value using ANSI/TPI 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 5321b uplift at joint 2 and 436 lb uplift at joint 27. `%% OPQl11N �VF�4 ,- EN8 *-;� No 68182 �9 S OF :��/Z FI ID ON A Joaquin Velez PE No.68182 MITek USA, Inc. A. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Job Truss Truss Type Ory Ply T16340228 1565613-PACE-ESPINAL All Roof Special 1 1 Job Reference (optional) C.eeus Nov to Lula Ml lex nauslnes, me. Jai reo e3 uo:1J:41'Cule Seale = 1:83.6 5x6 = 5xB = 8 29 30 9 46 1 10 6xB = 3x4 i 3x4 C 5x6 = 7 11 6x12 = 56 = 6.00 12 56 = ST1.5xE STP= 3z4 i 5 12 13 26 2x4 II 2 3 4 1 3 ] 22 27 19 18 — 25 24 56 = 46 = 20 31 3x4 = 16 15 14 46 = STI.56 STP = 2x4 11 4x12 = 5x6 = 3x8 = 4z12 Bx14 MT20HS II 6x8 = ' 2-ta-0 rl S4O 11-2-0 I 1JUU 20-8-0 126&e I 3140 I 358-0 3358 Plate Offsets (X,Y)— [2:0-0-7,0-0-15], [2:0-0-15,0-9-3], [2:0-5-8,Edge], [3:0-2-15,0-1-15], [5:0-3-0,0-2-0], [8:0-4-0,0-2-8], [9:0-5-8,0-2-4], [13:0-5-4,0-3-0], [17:0-6-8,0-4-0], 124:0-0-00-1-121 f24:Edge0-3-81 [25:0-3-80-3-0] - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES -GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ver(LL) 0.26 21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.81 Vert(CT) -0.51 21-22 >881 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES We 0.72 HocdCT) 0.25 28 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 259111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 8-9: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* 2-24: 2x6 SP No.2, 23-24,10-16: 2x4 SP No.3, 3-20: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 13-14: 2x4 SP No.1 OTHERS 2x4 SP No.3 *Except* 13-27: 2x8 SP 240OF 2.0E WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/size) 2=1835/0-8-0, 28=1650/0-6-8 Max Harz 2=252(LC 12) Max Uplift 2= 519(LC 12), 28=-413(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-4 oc bracing. WEBS 1 Row at al 6-21, 7-19, 9-19 FORCES. (lb) -Max. Comi Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1999/977, 3-4=-4832/2763, 4-5=-4303/2318, 5-6=-4057/2218, 6-7=-3497/1891, 7-8=2542/1471, 8-9= 2199/1419, 9-10=-2280/1413, 10-11=2543/1471, 11-12=-2215/1179,12-13=-265/123,14-27=-866/1685, 13-27=-86&1685 BOT CHORD 2-25— 919/l416, 3-23=-1693/2855, 22-23=-2605/4258, 21-22=-2896/5118, 19-21=-1705/3078,18-19=-978/2045,17-18=-1098/2213,10-17=-259/425, 14-15=-722/1351 WEBS 4-22=-433/440, 5-22=-912/1737, 6-21=2098/1225, 7-21=-229/644, 7-19— 11001733, 8-19=-261/659, 9-19=-191/350, 9-18=-251/560, 10-lB=-488/419, 15-17=-988/1893, 11-17=-172/415, ll-15= 765/514,12-15=-314/668,12-14=-1945/1072,6-22=-164W923, 4-23=A22J534,3-25=-1258/848,23-25=-94Wl428,13-28=-1941/949 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsk h=15tt; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-7-3 to 5-4-0, Interior(1) 5-4-0 to 17-0-0, Extedor(2) 17-0-0 to 23-0-0, Interior(1) 23-0-0 to 24-9-0, Extefior(2) 24-9-0 to 31-0-0, Intefior(1) 31-0-0 to 37-6-8 zone; cantilever left and fight exposed ;C-C for members and forces & MW FRS 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 nonconcurent 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) Bearing at joint(s) 28 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify WARNING -Verify des/gnparameters and BEAD NOTES ON TNLSAND INCLUDED MFFEKREFERANCE PAGEMb74J3 rev. fe/p32015BEFOBEUSE :sign volid for use only with MTels® connectors. ibis design Is based only upon parameters shown, and Is for an Individual building component, not russ system. Before use, the buliding designer must verify Me appllcoblllty of design parameters and properly Incorporate this deslgn Into Me overall IIding design. Bracing Indicated Is to prevent. buckling of Individual huss web and/or chord members only. Additional temporary antl permanent bracing Always required for stablllty antl to prevent collapse with possible personal k4ury and property damage. For general guidance regarding Me prlcatlon storage, deilvery, erecilon and bracing of busses and Miss systems. seeANNiPl1 CuaiBy Cdhrbl DSa29 and But Building Component ,%% ..... .� J . • CENS .1 .� No 68182 �9 SOF / 11110NAk, E?C?%. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 66V 6904Parke East Blvd. Tampa FL a3610 Date: February 25,2019 69N Parke East Blvd. Tampa, FL 33610 Tnus Type ' ON Ply IJob �TA`71 T16340228 1566613-PACE-ESPINAL Rool Special 1 1 Job Reference factional) Builders rirstaource, Port Piece, FL 3494b 8.220 s Nov 16 2018 MiTek Industdes, Inc. Sat Feb 23 05:13:41 2019 Page 2 NOTES- ID:OMGHgVGe6ryE1 YUEMmJmnYyIZ4F-kOvfOXu6JYhOHbJ6G8ClpHX08 a6LgoPwbWPZnaMBO 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5191to uplift at joint 2 and 4131b uplift at joint 28. O WARNWG- VedNCeslpnpammetmi1hd READ NOTES ON TRISANDWCLUD£DMf KHEFERANCEPAGEmx7mmv. 1DD3QOISBEFORE USE Design valid for use omy with M6ek® connectors. This design Is based on y upon parameters Shown. and Is for an Individual building component, not a truss system. Before use, fine bustling designer must verity the appllcablllty of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual tmss 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 hrsses and buss systems seeANSVrPI1 Quall CMrrdo, OSB49 and SCSI Building Component Sabin Brtamsolbnw ,liable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alevcndrla, 6904 Parke East Bind. Tampa. FL VA 22314. 33610 Job Truss Truss Type Oty Ply T16340229 1565613-PACE-ESPINAL Al2 Roof Special Girder 1 t Job Reference (optional) ouimers nlsraource, ran nece, "..e.. 8.220 s NOV 16.2U1 a MI I ex NAILED 3x4 i NAILED 5.6 = NAILED 6 6.00 F12 Sx6 = NAILED ST1.5.8 STP= 24 25 5x6 i 4 2x4 2 3 1 5x6 = 3x8= 5x6 = 7 8 9 Inc. Sal Feb 23 05:13:44 2019 Page 1 Scale = 1:78.9 Sx6 O 10 46 C T 1 4x6 C 2.4 II 2 13 Id Sx611 21 26 2728 20 19 18 29 17 30 16 15 14 ST1.5x8 STP= 4x6 = NAILED 3x4 = 416 = 2x4 1 3.8 = 2x4 11 fine It NAILED NAILED 3xB = 4x6 = NAILED 2-0-0 - I -4 8.3-12 15-0.0 20-10-8 26-9-0 33-5-4 40.5.0 I I I I Plate Offsets (XY)- [2:0-0-1 0-0-51 [4:0-3-00-2-01 [7:0-3-0 0-2-01 [9:0-3-00-2-0] [10:0-3-0 0-3-0] [12:0-4-9 Edael LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lee) 9defl L/d PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.18 17-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.4017-18 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 Horz(CT) 0.17 12 rila n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Weight: 2491b FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 5-7: 2x4 SP No.1, 9-10: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 'Except' 12-15: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-5-10, Right 2x6 SP No.2 3-10-5 REACTIONS. (lb/size) 2=1852/0-8-0, 12=1927/0-e-0 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. WEBS 1 Row at midpt 6-18, 8-18, 8-16 Max Horz 2=-151(LC 32) Max Uplift 2=-502(LC 8), 12=-503(LC 9) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2755/662, 4-5=-2384/603, 5-6=-3519/871, 6-7= 2753/671, 7-8=-2376/665, 8-9=-2291/635, 9-10= 2649/638, 10-12=-31891758 BOT CHORD 2-21=.621/2247, 20-21=-1022/3723, 18-20=-779/3115, 17-18=517/2544, 16-17=-517/2544,14-16=-538/2708, 12-14=-537/2710 WEBS 4-21= 351/1599, 5-20= 740/252,6-20=-3/410,6-18=-901/404, 7-18=-123(781, IIIIIIIIIf 8-18---4451249, t720/ 8/566 16=-547/231, 9-16=-117l721, 10-16=-519/329, 110-14=01260, 5 21 IN I/FC ♦♦, ,,,0 I %S.GENgF;l NOTES- .♦♦♦ 1) Unbalanced roof live loads have been considered for this design. `% 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate DOL=1.60 NO 68182 �- •� grip 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ST OF : will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing 502 lb 2 503 lb uplift O'.• ��` A,joint plate capable of withstanding uplift at joint and at 12. NOSf or 2-12d(he i8) dCASE(S)icates lsect ttruss ♦ ♦♦ F '•; O R 1 O P: ♦''♦��/S In he LOAD on,lloads)applod to(face of the a eoe-nailspnoted aser ronit (F) or back (B). SON A; �,,\��, LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 MITek USA, Inc. FL Celt 6634 Uniform Loads (plQ Vert: 1-4= 70, 4-5=-70, 5-7=-70, 7-9=-70, 9.13=-70, 2-12=.20 6904Parke East Blvd. Tampa FL 33610 Dater February25,2019 QWARNING- Verily design perametersand READ NOTES ON TNISAND INCLUDED MREKREFE11ANCEPAGEM67473my. 1N0.15,015BEFOREUSE Design valid for use only wlth MOel& connectors. this design is based only upon parameters shown. end Is for an individual buRdIng component. not a truss system. Before use, the building designer mustverify the appllcatelllty of design parameters and property Incorporate this design Into the overall bulIdIng design. Bracing Indicated is to prevent buckling oflndivlduai truss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personol injury antl property damage. For general guidance regarding the bbticofion. storage, dolNery, erection and bracing of trusses and truss systems seeANSp1PII Quality CIENIC, D5549 and SCSI Bu1dInQ Component Safety Infotmatkass able from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. M!Tek' 69N Parke East BNd. Tampa, FL 33610 Job Truss Truss Type - Oty ply T76340229 1565613-PACE-ESPINAL Al2. Roof Special Girder 1 7 Job Reference (optional) Blalaers hlrswurce, hon Fiece, hL 3494b LOADCASE(S) Standard Concentrated Loads (lb) Vert: 4=84(F) 21=-1(F) 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13.44 2019 Page 2 ID:0MGHgVGe6ryE1YuEMmJmnYy1Z4F-9ybo0Zw cT37821 hyGl7Rw9xgCaiYDlrcZk391AMSL O WABNWG-Vdfydealgep.e tenend RaDNOTES ON MMANDWCLUDEOMfTEKNEFENANCEPAGEMM174TJrev. 1as&znI5BEF0NEUSE valid for use only with M9ek® connectors. This design 9 based only upon parameters shown, and is for an IndNidual building component not pal' a truss system. Before use, Me bulls Ing designer must verify the opplicability, 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 chord members only. Additional temporary and pamonent bracing MiTek' Is always required for stability and to prevent collapse with possible personal lryury and property damage. For general guidance regarding the fabrication, storage. delivery. erection antl bracing of husses and hers systems. seeMSSUIPII Quality Criteria, D311d9 and BCSI Building Component 6904 Parka East Blvd. SeNty Informationavollobie from Truss Plate Irutifute, 218 N. Lee Shoat Suite 312. Alexond4o, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply T16340230 1565613-PACE-ESPINAL B01 Hip 1 1 Job Reference (optional) Bwlaers virstbource, "If Fiece, HL 34B4b 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13:46 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyf24F-SUYRFyE84JIOMB33hnTWLEJw?GF02G83tDAEvziM9.l 42-1-0 -1-No G11-3 13-6A3 1877D 21-10-0 26-]-12 2 30 33-3-a 39-4-0 0-5 1.8-0 G11.3 6-]-1f 5-0-3 3-3-0 d-9-12 4A 6-0-e 6-0e -1 1-8-0 2x4 It 5x6 = 6.00 r12 5x6 = 3x4 = 4x6 = 3z8 = 3x4 = 17 16 15 20 II 5x8 = ST1.5x8 STP= 3x4 II 3xl2 MT20HS= Sx8 II 10.30i 10.30 8-700 I 21i-A100 I d1. 9--1122 H.0 R3--0.3-a8 { fi9--I4L-H0 -,4&4--n 2a." Scale=1:79.5 1d Plate Ottsets(X,Y)— [2:0-4.9,Edga] 17:0-3-00-2-01 [8:0-6-00-2-81 [10:03-00-3-0][11:02-70-2-01 [12:0-3-BEdael [14:0-5-120-1-81 rl6:0-4-00-1-121 [18:0-6-120-3-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl L/d PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.26 20-22 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.4920-22 >980 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.84 Horz(CT) 0.14 12. n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matdx-SH Weig1128416 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-21: 2x4 SP No.1, 9-17: 2x4 SP No.3, 11-15:2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-10-1, Right 2x6 SP No.2 1-3-0 REACTIONS. (lb/size) 2=1931/0-8-0, 12=193110-8-0 Max Horz 2=199(LC 11) Max Uplift 2=-547(LC 12), 12=-547(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. WEBS 1Row at midpt 8-20,6-20.9-19 FORCES. (Ib) - Max. CompJMax. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3175/1629, 4-6=-2881/1568, 6-7= 2197/1370,7-8=-1887/1301, 8-9=-2197/1357, 9-10=-2755/1533,10-11=-2700/1391, 11-12=-2630/1314 BOT CHORD 2-22— 1288/2699, 20-22=-1006/2297, 19-20=-652/1885, 18-19=-1045/2396, 9-18=-147/496,15-16=-706/1455,12-14=-968/2011 WEBS 4-22=333/341, 6-22— 168/520, 7-20=-427f706, 8-19=-417/651, 16-18=-998/2194, 10-16=-461/326,11-16= 382/921, 6-20=-729/616,9-19=-824/625 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst that 5ft; Cat. II; E1p C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-73 to 4-4-13, Interior(1) 4-4-13 to 18-7-0, Exterior(2) 18-7-0 to 30-3-13, Interior(1) 30-3-13 to 42-0-3 zone; cantilever left and right exposed;C-C for members and tomes & MWFPS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent waterponding. 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 anyother live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chard and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 547 lb uplift at joint 2 and 547 lb uplift at joint 12. 1111111111///�, ..%t Old IN S `% ON .......... E N No 68182 IZ 9 STOF :0 �4 O R , o P �\��v� �isS��NA' % Joaquin Velez PE No.68182 MITek USA, Inc. A. Can 6634 6904 Parke East Blvd. Tampa R.33610 Date: February 25,2019 Q WARNING- Verify desf90 Paremeters end READ NOTES ON Tin AND INCLUDED MREK REFERANCE PAGE M67471®v. 10M2015 BEFORE USE Design valid for use only with MnekO connectors, Ws design Is based only upon parameters shown and Is for an hic Mdual building component not ��- a truss 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 prevent buckOng of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOW Is always require! for stability and to prevent collapse with possible personal linury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses antl puss systems. seeANSVIP11 Qua, Criteria, DSB49 and BCSI euldkrg Component Safely mfortnatbtpvolloble from Truss Plate 218 N. Lee Street, Suite 6904 Parke East Blvd. Tampa. FL.33610 Institute. 312. Alexcntlria. VA 22314. Job Truss Truss Type ay Ply T76340231 1565613-PACE-ESPINAL B02 Hip 1 1 Jab Reference (optional) Builders FiraSourae, Fart Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13:48 2019 Page 1 ID:OMGHgVGe6ryEtYUEMmJmnYytZ4F.1 kgJsx_VgiZRdgLSB6gxbmJDMpwuUyl RXAIHlozJMBH 42-1.0 -1-A0 5 1 11.7-9 17-Ue 23-5-e 27-30 333-8 39i-0 0.5- 1-8-0 5-11-9 5-6-0 5-4-e FS-e 3-10-0 6-0-8 808 -1 b8-0 Scale = 1:78.9 5x6 = _ 6.00 12 Sx8 7 S 4x6 J 3x4 i 9 4x6 i 67 2z4. \\ 5 \ 26 10 \ 46 2x4 0 46 4 3 ST125zB STP - 6"a II 27 22 28 29 21 20 30 19 18 30 = _ 17 16 axis= 3x4.- US = 3x4 II Sx8 = 5z12 C all 2x4 II 12 awl 3 IT o 15 ST1.5z8 STP= 3x4 11 3xl2 MT20HS = 5z8 II e-9-8 l 17-0.0 23-5-0 27-3-0 33-3-8 I 39-0-0 4a5,D 6-9-8 A-2-A fi-5-a AAMn a-aa Plate Offsets (X,Y)- [2:0-4-9,Edge],[5:0-3-0,Edge],[7:0-3-0,0-2-0],[8:0-6-0,0-2-8],[10:0-3-0,0-3-0],[11:0-2-7,0-2-4],[12:0-3-8,Edge],[14:0-5-12,0-1-8],[16:0-4-0,0-1-12], [18:0-7-4 0-3-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(L-) -0.23 20-22 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 VerrI -0.49 20-22 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.15 12 n/a nfa BCDL 10.0 Code FBC2017/TPI2014 Matnx-SH Weight: 276 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 9-17: 2x4 SP No.3, 11-15: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-3-9, Right 2x6 SP No.2 1-3-0 REACTIONS. (lb/size) 2=193110-8-0, 12=1931/0-8-0 Max He rc 2=-184(LC 10) Max Uplift 2=-535(LC 12), 12=-535(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-20.6-20 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=.3208/1702, 4-6=-2939/1663, 6-7=-2349/1465, 7-8=-2027/1401, 8.9=-2313/1486, 9-10=-2747/1598, 10-11= 2701/1452,11-12= 2629/1353 BOT CHORD 2-22= 1362/2706, 20-22=-1165/2436, 19-20=-789/2021, 18-19=-1077/2378, 9-18- 188/461, 15-16=-72611452.12-14= 1003/2009 WEBS 4-22=-216/262, 6-22=-114/415, 7-20=-312/645,8-19=-409/687, 9-19- 713/573, 16-18= 1081/2175, 10-16=-460/351,11-16=-427/925, 6-20=-640/562 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; E1P C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-7-3 to 4-4-13, Interior(1) 4-4-13 to 17-0-0, Exterior(2) 17-M to 31-10-13, Interior(1) 31-10-13 to 42-03 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 nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 535 lb uplift at joint 2 and 5351b uplift at joint 12. OP11 QL1IN'VFj No 68182 OF 14/ Joaquin Velez PE No.68182 MITek LISP, I= FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 O WARNING- Verlrydesf9apar4mefera4ad READ NOTES ON TNIA AND INCLYAWN17EKREFERANCEPAGEM674nrev.1M 01SBEFOREDSE. �■ , Design valid for use only with MneM connectors. This design Is based only upon parameters shown, and Is for an IndtAcuol building component, not[gyp a truss system. Before use, the building designer must verity the oppllcobllity of tleslgn parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members aNy. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. Far general guidance regarding the M]TeK fabrication, storage. delivery. erection and bracing of frusses and truss systems. seeANSVTPIi CualN8yy Criteria, DI and BC31 auldesp Component Sahly h/ormalbrxavailobie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. 6904 Palle East Blvd. Tampa. FL 313610 Job Truss Truss Type aY ply T163 40232 1565613-PACE-ESPINAL B03 Root Special 1 1 Jab Reference (optional Builders Firstaource, Fort Piece, FL 3494b 8.220 s Nov 16 2018 MiTek Industries, Inc. Sal Feb 23 05:13:50 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYyfZ4F-z6y3Gc71CJpgszVglXsPgBP KceTNll_UBONhziMBF 32a-8 t 8-0 5-148 11-7-8 17-3-8 19 7-0 25.5-0 27 3 D. 2944 331-2-11 36.7-12 40.5-0 n2-1-0 11-8-01 5-1 b8 1 5-8-0 1 5-8-0 1 2.3-8 1 540-0 11-10-012-14 I1-10.71 1 444 1 3-94 Pt-B-Or 1-0.13 Scale = 1:8T3 axis = Sx6 = 6.00 12 7 8 5x6 = 5x6 7x10 C 3x4 G 10 6 11 3x6 4 3x4 = 2x4 O 29 12 4x6 1- 4 6 30 31 2x4 II ST1.5x8 STP = 28 2x4 = 32 4 3 4x6 1,3 Sol 2x4 11 2 14 1 15 0 6zB I 23 33 3d 22 35 360 21 20 1 16 d ]6 5x6 = 5x8 = 31 = 19 18 3x4 11 2x4 11 27 6x8 = axis = 7x10 = 2x4 11 2x4 = 8-9.8 17-3.8 pp7130.4 3677812 40-5-0 8-e I 8-6-D 1.8 f-04 Plate Offsets (X Y1-- [2:01 f9:0-3-00-2-0] f 11'0-5-00-4-81 f iT0-3-8 0-3-01 f 18:O-3-0 0-4-81 t20:0-7-0 0-4-81 122:0-4-0 0-3-41 123.0-3-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udeft Ud PLATES GRIP TCCL 20.0 Plate Gdp DOL 1.25 TC 0.82 Vert(LL) -0.23 22-23 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.49 22-23 >992 180 RCLL 0.0 ' Rep Stress [nor YES WB 0.80 Hori 0.19 27 Na n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix-SH Attic -0.06 17-18 1459 360 Weight: 3101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 9-11,11-15: 2x6 SP No.2, 1-5: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at 11 6-22, 7-22, 8-22, a-21 10-19: 2x4 SP No.3, 16-19: 2x6 SP M 26, 2627: 2x4 SP No.2 WEBS 2x4 SP No.3'Except' 18-20,14-17: 2x4 SP No.2, 14-27: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Leff 2x6 SP No.2 3-3-9 REACTIONS. (lb/size) 2=2018/0-8-0, 27=2381/Mechanical Max Hom 2=-19110) Max Uplift 2=-448(LC 12), 27=-190(LC 13) Max Grav 2=2018(LC 1), 27=2611(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=3426/1407, 4-6=-3208/1364, 6-7=-2649/1177, 7-8=-2579/1237, B-9= 2678/1076, 9-10=-2965/1136,10-11=-3425/1092,11-12=-3166f992, 12-13=.3639/966, 13-14=-3483/692 BOT CHORD 2.23=-1040/2977, 22-23=654/2729, 21-22=-657/2674, 20-21=-594/2889, 19-20=-265/21, 10-20=0/1261,18-19=-121/416,17-18=-508/3095 WEBS 4-23=-217/276, 6-23=-129/403, 6-22=-660/517, 7-22=-830/2045, 8-22=-1374/611, 8-21=-149/284, 9-21= 235/977, 10-21=-797/159, 18-20=-413/2786, 11-20=-825/0, 18-24=-580/351,11-24=-571/358,13-17=-668/150,16-27=-2611/761, 14-16=-2582/796, 14-17= 528/3217 NOTES- 4) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exto C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-7-3 to 4-4-13, Interior(i) 4-4-13 to 17-3-8, Extedor(2) 17-3-8 to 19-7-0, Intedor(1) 19-7-0 to 25-5-0, Extedor(2) 25-5-0 to 31-7-7, Interior(1)31-7-7 1041-11-5 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.01b AC unit load placed on the top chord, 33-0-0 from left end, supported at two points, 2-M apart. 4) Provide adequate drainage to prevent water ponding. 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 21 on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL= 10.0psf. 7) Ceiling dead load (5.0 psf) on member(s). 12-13, 12-24 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18 9) Refer to girder(s) for truss to truss connections. \1111111/Il `%% oPpUIN VF���i���i % *S-\CEN&*-. No 68182 � ' STOF :4u/r as �J%'11'0 N A% G���� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: c7 41in in, 71; 4M o 1u) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2 and 190 lb uplift """"" 7 A WARNING-Vedfirdesf9npameateroaeCNEAD NOTES ONMIGAND INCLUDED MITEKREFENANCEPAGEMII.7473 rev. fNTSMOISEEFOREUSE Design void for use only with Mi connoctors. This design Is based only upon parameters shaven, and Is for an 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 the overall building design. Facing Indicated is to prevent buckling of lndNidual truss web 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 MiTek' fabrication storage. delivery, erection and broci of Vanes and truss systems, seeAliz It pualMy CMeda, DSB4s9 and BCSI lultlhD Component Safety Nlomsatbmv ,'table from Truss Prole Institute. 218 N. tee Sheet, Suff. 312. 6904 Parke East Blvd. Nei VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T76340232 1565613-PACE B08- Roof Special �Qty 1 1 Job Reference o lional Builders rirstaource, ran Plece, FL 34945 NOTES- 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 8.220 a Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13:50 2019 Page 2 ID:OMGHgVGe6ryEtYuEMmJmnYyIZ4F-z6y3Gc71CJpgszVglXsPgBP_KCOTyllj—UBONhziM8F ,&WARNING-VeNty tleslgn paramemrs andREAO NOTES ON MIS AND INCLUOEOMREKNEFEBANCEPAGEMLL7427ne 16N12m5BEFONE USE valid forum oniywih MITe10 connectors. This design Is based only upon parameters shown and Is for on Individual builtling component, not Nil' a 1system. 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 prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing iwiTek' Is always required for saland to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of Cusses and cuss systems seeANSVTPl1 Quality Cbirla: DSB49 and BCSI Suldbp Component Safety tnfonnotionovaliobie from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 2231 A. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type pry ply T16340233 1565613-PACE-ESPINAL B04 Roof Special 1 1 Job Reference (optional) Sunders rirsrSource, ran Piece, rL 34a45 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13:53 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYyTL4F-OheCVe1 dUEBARDPzfP61pl SJgeu9CiAgSO2_7ziM8C 32.3.8 ]-11-12 16.8-0 184141 21-7-0 27-5-0 29-44 31-2-11 36.7-12 40.5A 2-8-0 5-10-0 1-114 1-10-7 -0-1 444 3-e4 Scale = 1:76.8 5x6 = _ 6.00 12 w - 3 q 6.8 = SxB I 5 US 5x8 i 7 27 3x4 = 2 828 26 2x4 = 29 30 2x4 I 3x6 = 9 c 4x12 9 5x8 1 10 m 24 - 20 19 18 31 32 17 3 1 d 1 11 ld ld 5x6 = 4x6 = fixB = 15 14 13 _ f 3x8 3x4 II 2x4 II 25 6x8 = 4 II 4-0-0 4x6 _ SA2 = - ]-11-12 15.8-027-3-0 29-4-4 • l 36-7-72 40 7-11-12 ]-8-4 5-11-0 5-8-0 2-1-4 7-3-8 3.9-4 r Plate Offsets (X Y)-- [2:0-4-00-3-41 [3:0-0-0 0-2-01 [4:0-5.8 0-2-41 [5�0-3-4 0-2-8][6:0-44 0-2-81 [13;0-2-12 0-4-81 rl6:0-4-8 0-2-81 [17.0-0-8 0-3-01 [24:0-2-6 0-1-0] LOADING (psf) SPACING- 2-010 CS]. DEFL. in (fee) Vdefl Ud PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.17 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.41 16-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.16 25 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Attic -0.06 12-13 1482 360 Weight: 301 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 `Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 2-3: 2x4 SP No.1, 5-6,6-10: 2x6 SP No.2, 1-2: 2x4 SPM 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 `Except` 6-0-0 oc bracing: 14-16 6-14: 2x4 SP No.3, 1 t-15: 2x6 SP M 26 WEBS 1 Row at midpt 2-18, 4-18, 5-17, 5-16. 1-20 WEBS 2x4 SP No.3 `Except- 13-16,10-12,1-20: 2x4 SP No.2, 10-25: 2x6 SP No.2 1-24; 2x8 SP 240OF 2.0E REACTIONS. (IWsize) 24=1896/Mechanical,25=2248/Mechanical Max Horz 24=-156(LC 8) Max Uplift 24=-373(LC 12), 25=-118(LC 13) Max Grav 24=1896(LC 1), 25=2492(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-0239/1418, 2-3=-2725/1245, 3-4=-2345/1224, 4-5=-3456/1539, 5-6=-2921/1108, 6-7=-0430/1159,7-8=-3164/1039,8-9=-3638/1017,9-10=-3478/726,11-25=-2492/514, 10.11=-2389/548 BOT CHORD 20-21=-373/387, 18-20-1228/2834, 17-18=-779/2499, 16-17=.962/3086, 14-16-314/4, r 01 WEBS 816 6653/3 516-346/413, 13-0//3026,7816=-- 50/0, 1322 -4 537-22-640/383, `,,OPQVIN �,•��G E N ���� 9-12=-691/184, 10-12=-566/2918, 21-24=•1896/900, 1-21=-1833/928, 1-20=-1191/2841 SF ;l `�� NOTES. ••� NO 68182 ' 1) Unbalanced mot live loads have been considered for this design. * �• 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., = GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-3-10 to 6-3-10, Interior(1) 6-3-10 to 15-8-0, Extedor(2) 15-8-0 to 21-7-0, Interior(1) 21-7-0 to 27-5-0, Extedor(2) 27-5-0 to 33-5-0, Interior(1) 33-5-0 to 40-2-4 zone; cantilever left and right exposed ;C-C for •• $ OF •• r members and forces & MW FRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) 400.01b AC unit load placed on the top chord, 33-0-0 from left end, supported at two 2-0-0 apart. i�.�••, A` �� points, 4) Provide adequate drainage to prevent wafer pending. 5) This truss has been designed for a 10.0 bottom live load Z P' ���• ,�j � O R ( ID � �ii SS •`...... • lost chord nonconcument with any other live loads. 6) truss has been for a live load f 20.Opsf on bottom 3-6-0 by 2-0-0 ���� �i��"1011 II fls tall wide it between the bottom chord ps{ all areas where a rectangle A� andned w any othermembers,members with BCDL 10.Ohe lE 7) Ceiling dead load (5.0 psQ on member(s). 8-9, 8-22 Jeaquln Velez PE No.68182 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 MRek USA, Inc. FL Cart 6634 9) Refer to girder(s) for truss to truss connections. 6904 Parke East Blvd. Tampa FL 33610 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint 24 and 118lb uplift Data: at TICint 25. SP 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. February 25,2019 Q WARNING -Verify deafgn parameters and READ NOTES ON TNISAND WCLUDED MREKREPERANCEPAGEM&7423 rev. 1NAL2015BU0REU5E Design valid for use only with M6eW connectors. Th s design h based orgy upon parameters shown, and Is for an IndNlduol building component, not a truss system. Before use, the building designer must verify he applicability of design parameters and properly Incorporate this design Into he overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MITek' Is always required for stability and to preventcollopse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and burs systems, seeANSVIP1t Quality Create, DSB49 and BCSI Building Component 69N Pare East BNd. Safe taformationavollable from Truss Rote Institute.218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T76340234 1565613-PACE-ESPINAL BOS Roof Special 1 1 Job Reference (optional) Builders FirstSourca, Fort Piece, FL 34945 8.220 s Nov 162018 MiTek Industries, Inc. Sat Feb 23 05:13:56 2019 Page 1 ID:OMGHgVGe6ryEtYuEMmJmnYyIZ4F-oGJKXg4Wn9albuy_fnzpwSf 21icMaBcMOeiaKziM89 295 31-2-11 St412 130d 2611-0-e 2Zed3)6b4 d 2]-3-0 20-11- 36712 3B-2e a65d G11nz Eei 7.338d 2.14 ' 168 s-St i1-61z zz-e 00.12 03d Scale = 1:76.6 6.00 12 3x4 i 27 262 3x6 = 402 4 a 24 20 3x8 1 5x6 = 5x8 = 5x6 = 3 28 29 4 6x8 6x8 = 3x4 = 830 31 22 33 8 6x8 = d 10 /1 18 1833 17 34 35 3x4 = 4x6 = 5xii = I 15 14 6x8 = 5,12 = 4-0-0 25 5x6 = 29 5d 2 I I 26111z F3d20.110-0 8)d2]-d 2944 3]]-112 310sQ1-z0 40--0e 2S-0 3ed z-1-0 6z-6a 0P1z Plate Offsets (K Y)-- [3:0-5-8 0-241 [4:0-4-00-2-e][5:0-3-12 0-2-81. f7'0-5-8 03-121 [10:0-5-8 0-1-12] [14:0-2-12 04-e1 [16:0.4-8 0-241 124:0-2-0 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wall L]d PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.18 16-17 >999 240 MT20 244/190 _ TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.4216-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Hom(CT) 0.20 25 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Attic -0.0613-14 1564 360 Weight: 289 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x4 SP No. 1, 3-4: 2x4 S P M 31, 5-7,7-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-04 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 5-17 6-15: 2x4 SP No.3, 12-15: 2x6 SP M 26, 16-18: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 11-25: 2x6 SP No.2, 14.16,7-14,8-22,9-13,1-20: 2x4 SP No.2 1-24: 2x8 SP 2400F 2.0E REACTIONS. (lb/size) 24=1895/Mechanical, 25=2258/MechanimI Max Horz 24=152(LC 12) Max Uplift 24=353(LC 12), 25=-100(LC 13) Max Grav 24=1895(LC 1), 25=2494(LC 2) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3234/1484,2-3=-2670/1347,3-4=-2910/1356,4-5=-0264/1444,5-6=-3369/1244, 6-7=-3350/1238,7-8=-3158/1117,8-9=-3640/1055,9-10=-3284/729,12-25=-2494/557 BOT CHORD 20-21=-376/290, 19-20=-1367/2837, 17-19= 999/2486, 16-17=-12G4/3551, 15-16=-355/0, 6-16=0/291,14-15=173/298,13-14=-677/3088,12-13=-503/2233 1/1111111/ WEBS 706,4-17=-337/1164, -17=-1530/526. 10 193= 91/14434, 2 50/720, 1=-1838/99403. '%,,0 10� -3 5- 6' 429/449, 21 24=42 945/916, 13 .... NV. SF•••• 1-20- 1175/2847 V� ''. NOTES- `` Z No 68182 i •; 1) Unbalanced roof live loads have been considered for this design. * �• �r ► 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-3-10 to 6-3-10, Interior(i) 6-3-10to 13-8-0, Exterior(2) 13-8-0 to 19-8-0. Interior(1) 19-8-0 to 20-11-0, Exterior(2) 20-11-0to 23-7-0, Interiogl) 23-7-0 to 29-5-0, Exterior(2) 29-5-0to 35-5-0, Interfor(1) 35-5-0 C F ' to 40-24 zone; cantilever left and right exposed ;C-C for members and foxes & MWFRS for reactions shown; Lumber DOL=1.60 plate DOL=1.60 O�• `S 4(t grip 3) 400.OIb AC unit load placed on the top chord, 33-0-0 from left end, supported at two points, 2-0-0 apart. '�• . Q R \ O p' N '••••• 4) Provide adequate drainage to prevent water ponding. •' �j/SS 5) All ates are 2x4 MT20 ess indicated.0 %`� ////,N A� E 1v 6) This has been designled for 10.'se 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 Joaquin Velez PE No.68182 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. MITek USA, Inc. R. Cert 6634 8) Ceiling dead load (5.0 psf) on member(s). 8-9, 9-10. 8-22 6904 Parke East Blvd. Tampa FL 33610 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psi) applied only to room. 13-14 Date: 10) Refer to girder(s) for truss to truss connections. February 25,2019 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 353 to uplift at joint 24 and 1001b uplift HIS AND INCLUDED PAGE ;5 BEFORE USE ON n is `7 DDeslgn volidforuse only Wiin Mnelds wnnec�s. lh�tlesigS based only upon paameterrshown.and ls�'an Individualu00nO component.not MIF BC61 Bu1C11B CemPonent 69N Parke East BNtl. Tampa, FL 33610 Job Truss Truss Type pry Ply T16340234 1565613-PACE-ESPINAL B05 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 NOTES- 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13:56 2019 Page 2 ID:OMGHgVGe6TyE1 YuEMmJmnYyfZ4F-oGJKKg4Wn9albuy_frvpwSf_211cNIaBcMOeiaKriM89 Q WARNWG-Vedfydeslgn Paremetersend READNOTES ON TNISANDINCLU➢£DMR KREFEBANCEPAGEUX74"3 . 1DT3201SBEFOBEUSE Design valid for use only with Maek® connectors. This design Is based only upon parameters shown. and Is for an Indlvlduui building component, not 0 truss system. Before use, the building designer must verity the oppllcablilty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndNldual truss web and/or chord members only. Addlflonal temporary and permanent bracing MiTek' b aiwoys required for stablllN and to prevent collapse vnih possible personal injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Cuepplyy Creedal. DSB419 and SCSI Sutdbp Component 69N Pane East Blvd. Safety Infoenatbinvollobie from Truss Plate Institute. 238 N. Lee great Suite 31 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply T1634023S 1565613-PACE-ESPINAL B06 Roof Special 1 1 Job Reference o [tonal bmmers Fulabource, ran race. Fi_ 44U4a 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:13:59 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYy24F-D(1T9h6044yISMhZKwW WY4GULFhF2.We2301MBfziM86 N-12 10-0-0 71.8.0 17-3.8 22-11-0 25-7-0 31-5-0 36.2-e 40.5-0 5-1-12 4-10-4 1-8-0 5-7-8 2-8-0 5-10.0 4.9-8 4-2-8 5.6 = 4xt 23 3x4 = 5x8 = Scale = 1:75.5 7x10 = 6x8 = 3x4 = 4Xb - 3.8 = 2x4 II 11 10 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 2x4 11 3xa 11 LOADS IMPOSED BY SUPPORTS (BEARINGS). 4x6 = 5.1-12 10.0.0 11-8.0 17-3-8 22-11-0 25.7-0 31-5.0 3fi-5.0 40-5-0 1 &1-1z 1 4a6.4 11-e-ol sa-e s7-e 1 aB-D s-mo 1 sn.n I a-n-n Plate Offsets (X,Y).- [3:0-3-0 0.2-01 [5:0-6-0 0-2-81 (7:0-0-0 0-2-01 [17:0-3-00-2-81 [20:0-3-12 Edgel [23:0-2-6 0-1-O] LOADING (psf) SPACING- 2-M CSI. DEFL in (Ioc) Vdefl Ud PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.21 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.48 14-16 >998 180 BCLL 0.0 Rep Stress [nor YES WE 0.95 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 269 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 11-13:2x4 SP No.3, 12-15: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except- 1-23: 2xS SP 240OF 2.OE, 1-21: 2x4 SP No.2 REACTIONS. (lb/size) 10=1807/Mechanical,23=1823IMeehanical Max Hom 23=165(LC 12) Max Uplift 10=-493(LC 13), 23=-406(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 6-14, 8-12 FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-3072/1658, 2-3=-2804/1561, 3-4=-2397/1497, 4-5=-2607/1595, 5-6=-2926/1711, 6-7= 2305/1372,7-8=2624/1426,10-12=-1761/996 BOT CHORD 21-22= 440/204, 20-21=-1610/2713, 16-17=-1356/2601, 14-16- 1631/3022, 13-14- 1173/2063,12-13=-1175/2043 WEBS 3-20=-384/813, 4-17=306/248, 5-16=-536/1065, 6-16=-983/678, 6-14=-1004/627, 7.14=.303,750,8-14=-69/295,22-23- 1823/990, 1-22=-1786/1002,8-12=-2570/1491, 1-21=-1263/2730, 2-20=-369/350,17-20- 1347/2503, 4-20=-447/211 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-3-10 to 6-3-10, Inte lor(1) 6-3-10 to 11-8-0, Extedor(2) 11-8-0 to 17-8-0. Intedor(1)17-8-0to 22-11-0, Extedor(2) 22-11-0 to 25-7-0, Interior(1)25-7-0 to 31-5-0. Exterior(2) 31-5-0 to 36-2-8, Intedor(1) 36-2-8 to 40-3-4 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4931b uplift at joint 10 and 406111 uplift at joint 23. OPOUIN rVFj No 68182 9 ST OF i:��/� � NA 11 ��C?`� Joaquin Velez PE No.68182 MI R USA, Inc. FL Cart 66% 6904Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Q WARNNG-Vedtydegnperdmet...Od READNOTES ON TNISANDWCLUDEDMREKREFERANCEPAGEMIP74TJmv. rGNY1015 BEFORE USE �■�' Design valid for use only with MTek® 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 oppilcablity 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 chord members any. Additional temporary and permanent bracing Is always required for striallly and to prevent collapse with possible personal injury and properly damage, For general guidance regarding he fabrication, storage, delivery, erection and bracing of trusses and puss systems. seeANSVTP11 faunp1y CMasa,DSE-59 and IICSI Building Component Infotmo6otgvo0oble tram Muss Rota Institute, 218 N. Lea Sheaf. Suite 312, Alexandria VA 22314. Y� fi.� MiTek' 6904 Parke East Blvd.SabN Tampa, 1 33610 Job Truss Truss Type Oty Ply T16340236 1565613-PACE-ESPINAL B07 Roof Special 1 1 Job Reference (options!) Builders FrStSDUfc6, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:00 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F.hl ZrN17OrN4k3 W Gmud1141phhe0710NCH2cwj57iMB5 4-1142 9-8-0 175 24-11-0 2Y7-0 33-5-0 -2 36-5-0 40-5-0 4-11-12 d-e-d ]-]-e 7-7,B 2-8-0 3 5-10-0 9- 2-2-8 4-0-0 5x6 = 6.00 12 23 axe = 5x6 = = 24 5 s.6 - _ _ 5x6- Scale = 1:74.4 6x8 = 3x8 = 4xe - 3.13 = 5xB 2x4 II 11 10 axs = 2x4 II 3x6 II 4x6 = 9d-0 17-a0 24.11-0 1 27.7-0 1 33-5-0 3A-2,836-5-0 40-5-0 9-e-0 7.7A ]-]-a 2.6-0 a-ltrn -9 d.l4n Plate Offsets (X Y)-- (3:0-3-00-2-0] (5:0-3-0 0-2-01 [7.0-3-0 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCEL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.23 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.48 19-20 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 249 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2'Except' 3-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 18-20,15-18: 2x4 SP No.t, 11-13: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1806/Mechanical, 20=1806/tvlechanical Max Horz 20=182(LC 12) Max Uplift 10=-537(LC 9), 20=-459(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-10, 4-19, 4-16, a-12, 2-20, 6-14 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-264/170, 2-3=-2608/1460, 3-4=-2283/1396, 4-5=-2942/1701, 5-6=3289/1842, 6-7= 2324/1278,7-8=-2548/1380,10-12=-1762/986 BOT CHORD 19-20=-1413/2148, 17-19=-1720/3079, 16-17=-1720/3079, 14-16=-1912/3426, 13-14_ 1227/2251, 12-13=-1243/2235 WEBS 2-19=-61/288, 3-19=-3231739, 4-19=-1093/539, 4-17=0/326,4-16=-394/150, 5-16=-530/1111, 6-16_ 977/611,7-14=-385/838, 8-14=-821256, 8-12=-2691/1464, 2-20=-2461/1428, 6-14- 1414/841 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 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 9-8-0, Extedor(2) 9.8-0 to 15-8-0, Interior(1) 15-8-0 to 24-11-0. Exterior(2) 24-11-0 to 27-7-0, Interior(1) 27-7-0 to 33-5-0, Extedor(2) 33-5-0 to 34-2-8, Interior(1) 34-2-8 to 403-4 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 pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 537 lb uplift at joint 10 and 459 Ib uplift at joint 20. IIIIIIIIIIII ..UIN No 68182 irz �9 ST OF :4/ fj A' 1�?_,,` Joaquin Velez PE No.68182 MITak USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 AWARNING -Vadrydrs/9nparamefersanCHEADNOTES ONTHIS AND INCLUDED MITEKREFERANCEPAGE M&747Jrev.1Na42p15BEFORE USE �■�' Design valid for use only Win MTeIaJ connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building all must verity Me appllaabllity of design porometers and properly Incorporate this all Into Me overall building design. Bracing lncilcoted is to prevent bucking of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reculrad for stablfry, end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon storage, delivery, erection and bracing of trusses and puss systems. seeARSV PII OuaRly Ci erb, 011-09 and BCSI Building Component 69" Parke East Blvd. Safety Informotbrwoiloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa. FL 33010 Job Truss Truss Type Oty Ply T16340237 1565613-PACE-ESPINAL BOB Root Special 1 1 �J.bRtff .. ce (optional) Builders FlrslBourc6, Yon rtece, FL 34946 8.220 s Nov 16 2018 MiTek 5x6 = 6.00 12 3x4 = axis - 3x4 = 322 4 523 65.6 Inc. Sat Feb 23 05:14:02 2019 Scale = 1:72.7 4x6 II 6x8 = 4x6 = 3x4 = 5x8 = 5x12 = 11 10 2x4 II 3x6 II 3x6 = 7-6-0 77-38 2fi-17-0 29-7-0 34-10-4 6-5-0 40-5-0 7ZOOP.R-D 5:A-d '1-a-19 d.fl.o Plate Oftsets(X,Y)- [1:Edge0-1-121 [2:0.3-80.24][6:0-3-00-2-01 [15:0-3-120-3-41 LOADING (ps0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.29 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.66 15-16 >729 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.21 10 n/a h/a BCDL 10.0 Code FBC2017/rP12014 Matdx-SH Weight: 231 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 -Except' 1-2: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 'Except' 11-13: 2x4 SP No.3, 10-11: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 7-14.9-14: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or4-3-15 oc bracing. WEBS 1 Row at midpt 9-10, 3-18, 1-18, 7-14, 9-14 REACTIONS. (lb/size) 10=1806/Mechanical, 19=1806/Mechanical Max Horz 19=145(LC 12) Max Uplift 10=-557(LC 9), 19=493(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2709/1426, 2-3=-2335/1398, 3-5=-3612/1978, 5-6- 3330/1021, 6-7=-3727/1962, 7-8=-2432/1252, 8-9- 2432/1253,10-12=.1764/942,9-12= 1751/937,1-19=-1735MO30 BOT CHORD 18-19=424/300, 16-18=-1837/3375, 15-16=-1993/3722, 14-15= 2092/3955 WEBS 2-18=-198/741, 3-18=-1388/690, 3-16_ 103/477, 5.15=-644/355, 6-15=-613/1328, 7-15>1061/633,1-18=-900/2080,7-14=-1840/1014,8-14=430/327, 9-14=-1476/2877 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; 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, Interior(l) 6-1-12 to 7-8-0, Exterior(2) 7-8-0 to 13-8-0, Interior(l) 13-M to 26-11-0, Exterior(2) 26-11-0 to 29-7-0, Interior(1) 29-7-0 to 40-34 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 nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 557 It, uplift at joint 10 and 493 lb uplift at joint 19. ,,JOP..... IN .... GEhI No 68182 �3 S OF :UJ 00. �4 G R , O P N�',� Joaquin Velez PE No.68182 Mlrek USA, Inc. R Out 66M 6904 Parke East Blvd. Tampa R. 33610 Data: February 25,2019 QWARNING-Vedty Oeslgn pa7ametersontl READ NOTES ON MIS AND INCLUDEDMITEKREFERANCEPAGEMM174n.re.. IQU%1?015BEF0REUSE Design valid for use cNywlth MOeA® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not �■ I a truss system. Before use, the bullding designer mustvorry the oppllccallN of design parameters and properly Incorporate this design Into Me overall bulldingdesign. Bracing Indicated is to prevent. bucding of lndMdual tnusweb and/or chord members only. Additional temporary and permanent brocing MiTek' Is always feQUlted for stablllty, and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems, WeANSVIPI1 Qual66yy Cdtedo, D3349 and SCSI Balding Component Witty Nfomralbmvallobie from Flats 69M Parke East Blvd. Tampa, FL.33610 Tara Institute, 218 N. Lee sheet, Sucre 312 Alexandria, VA 22314. Job Truss Truss Type OtY Ply T16340238 1565613-PACE-ESPINAL 809 Roof Special Girder 1 2 Job Reference (optional) a. -au s now .. [u I a mr r ee IFlUU,UIe5, Inc. Jal -BD LIf Ub:14:Ul ZUI V ID:OMGHgVGe6ryE1 VuEMmJmnVyfZ4F=ODUrOCPBXykPbl6obf0smmIT03RW zDuepn NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5xS = NAILED NAILED NAILED NAILED 5x8 = NAILED NAILED 46 = 5.8 = 1 25 26 27 2 28 29 303 31 32 433 5 34 6 35 6.00112 NAILED 5x6 = 36 7 Sx8 = 8 Scale = 1:68.7 NAILED NAILED4x6 = 9 37 38 10 24 39 40 41 23 42 43 4422 45 21 46 20 47 48 49 19 50 18 51 17 16 15 3x6 NAILED 7x10 = NAILED NAILED = US = 3x8 NAILED NAILED 3x8 MT20HS= 5.8 = O�� 6x12 MT2 N3 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 12 53 11 NAILED NAILED 17-3-14 23-0-9 20-11-0 31-7-0 35A -0 40A5 5.1M] .7-2 I G.11 I 3f�-5-0 Plate Offsets (X 1)- r3:0-4-0 0-3-01 r5:0-3-0 Edgel r70-3-0 0-2-0] (8:0-6-0 0-2-81 r15:0-2-14,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.52 19-20 >825 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.5719-20 >755 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.99 Horz(CT) 0.16 15 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 4861to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc pur ins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 12-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-6 oc bracing. WEBS 2x4 SP No.3 *Except* 9-15: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 24=3476/rvlechanical, 15=4112/0.4-0 Max Horz 24=-94(LC 9) Max Uplift 24=-2509(LC 4), 15=-3070(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-3345/2547, 1-2=-4369/3159, 2-3=-4369/3159, 3-4=-7896/5735, 4-6= 7896/5735, 6-7=-4906/3620,7-8=-5416/3940, 8-9=-467/508, 9-10=-467/508 BOT CHORD 22-23=-5003/6935, 20-22=5003/6935, 19-20=-5254/7263, 17-19=-5254/7263, 16-17- 3064/4277, 15-16=-3060/4274 WEBS 1-23=-3773/5219, 2-23=-926/990, 3-23=-3110/2263, 3-22=0/438, 3-20=-859/1164, 4-20=-834/886,6-2D=-5371767,6-19=0/453,6-17=-2856/2076,7-17=-965/1662, 8-17=-7241769,B-15=-5621/3998,9-15=-620/620,10-15=-629/588 \\\H\1111� II ' NOTES- ,�-.0 IN F(���� 1) 2-ply tmss to be connected together with 10d (0.131'x3') nails as follows: ,�% ,O •. .......... E N 4$ �i� Top chards connected as follows: 2x4 -1 row at 0-9-0 oc. �� ; ' � SF'•, Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. i Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-M oc. No 68182 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15it; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 S O F 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 0�0T'.•iC P •• ��, 6) All plates are 2x4 MT20 unless otherwise indicated. ice. •. Q R O, \ �% 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. �i s •' �` 8) will fit between the bottoms herd * This Muss has been desined r a livreyloafd er of�embef on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide '��,s �O N A; \�,`\-` 9) Refer to girder(s) for Muss to truss connections. Joaquin Velez PE No.68182 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2509 lb uplift at joint 24 and 3070 Its MITek USA, Inc. R. Carl 6634 uplift at joint 15. b-904 Parke East Blvd. Tampa R. 33610 11) "NAILED" indicates 3-10d (0.148'x3l) or 3-12d (0.148°x3.25') toe -nails per NDS guidlines. Date: 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 274 lb down and 476 Its up at February 25,2019 28-11-0 an top chord, and 362 It, down and 293 Ib up at 28-9-4 on bottom chord. The design/selection of such connection Q WARNING -V4drxdes/gaysremefers4nd READ NOTES ON PIISAND INCLUDED MITEKREFERANCEPAGEMLL74M.... 1NUa2015BEFORE USE Design valid for use onlywittl MBel0connectors. This design is based only upon parameters shown, and lsfaranlndMdual building component, not `.C.ek`:i■1:7 a truss system. Before use, the building deslgnor must verify the applicability of design parameters and properly Incorporate this design Into the overall n� bulldingdedgn. Bracing lndiconed is to prevent buckling of lndlvduol truss 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 Me fabricationstorage, delivery, erection and bracing of trusses and lass systems seeANSVIPIt puo"BryT Criteria. DSB-59 and BCSI Building Component 6904 Parke East eNd. Sabty Inlonnv6onwvJvble hem Truss %ate InsllNte. 218 N. Lee Sheet Su8e312, AiexandBa. VA 22314. Tampa. FL 33610 Job Truss Truss Type - OtY Ply T76340238 1565613-PACE-ESPINAL B09 Roof Special Girder 1 2 Job Reference (optional) builders FlrsiSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:07 2019 Page 2 ID:OMGHgVGe6ryEtYuEMmJmnYyIZ4F_ODUrOCPBXykPbl6obfosmaITQ3RWzDuepnTMM8_ LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-7=-70, 7-8=-70, 8-10=-70, 14-24=-20, 11-12=-20 Concentrated Loads (lb) Vert: 7=-258(F) 14=-50(F) 19=-50(F) 6=-160(F) 17= 362(F)5=-160(F)25=.167(F) 26=-160(F) 27=-160(F) 28=-160(F) 29= 160(F)30=-160(F)31=-160(F) 32=-160(F) 33=-160(F) 34=-160(F) 35=-160(F) 36=-160(F).37=-160(F) 38---160(F) 39=-52(F) 40=-50(F) 41=-50(F) 42=-50(F) 43=-50(F) 44=-50(F) 45=-50(F) 46=-50(F) 47=-50(F) 48=-50(F) 49=-50(F) 50=-50(F) 51=-50(F) 52— 50(F) Q wARNWO- Vedfydesl9npersmelersand READ NOTES ON MIS AND INCLUDED MDEKREFERANCEPAOEMIX74T1 rev. 1,012015BEFOBE USE Design valid for use onlywith fol connectors. TNs design Is based aNy upon parameters shown, and Is for an Individual building component not a truss system. Before use, ire building designer must verify the applicability of design parameters and properly Incorporate Its design Into the overall bulldIng design. Bracing Indicated is to prevent buckling of Individual truss web and/or Chord members only. Additlonal temporary and permanent bracing is always required for stability, and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrlCatlon. storage, delivery. erection and bracing of revises and truss systems seeANSVrN1 Quo' pyCrSedu, DS849 and SCSI Building Component Safety YOormatiorcmaiicble from Taus Plate Institute, 218 N. Lee Street, Suite 312 Almandtla. VA 22314. MiTek' 69" Parke East Blvd. Temp., FL 33810 Job Truss Truss Type Oty Ply T76340239 1565613-PACE-ESPINAL C01 Hip 1 1 Jab Reference (optional) builders rimusourc6, rob Pace, rL 34945 8.220 s Nov l62018 MiTek industdes, Inc. Sat Feb 23 05:14:09 2019 Pagel ID:OMGHgVGe6ryE1YuEMmJmnYy24F-wmbFG6Egi8CSeuSUvoisxBhC?HAdvVOW Mylux4ziM7y fi-10.0 14.8-8 22-7-0 2&&4 I 1514 4-3-0 r fi-10.0 7-10.8 7-10.8 5-11-4 5-872 ST1. 602 MT: 16 q 15 5x8 = 6A0112 5xa = Scale = 1:65.3 14 13 21 12 11 22 10 9 8 7 2x4 11 3.4 = 3x6 = 3xB = 3u4 = 3xB = 5.6 = 3x6 II 6.10-0 148-8 22-7-0 28-fi-4 34-3-0 find-D i am-e 1 7Jo.B 1 5-11-4 s-anp 1 Ia Plate Offsets (X Y)-- I1:0-10-4 0-0-121 f2:0-6-0 0-2-81 f4:0-6-00-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Vd PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.12 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.27 10-11 >999 180 MT20HS 187/143 SCLL 0.0 ' Rep Stress [nor YES We 0.68 Horz(CT) 0.06 7 rda n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix.SH Weight: 220 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-2: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2xB SP 240OF 2.0E REACTIONS. (lb/size) 7=1523/Mechanical, 16=147910-6-0 Max Holz 16=-187(LC 13) Max Uplift 7=-375(LC 13), 16=-362(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. WEBS 1 Row at midpt 2-11 FORCES. (Ito) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1467/922, 23=-1904/1316, 3-4=-1903/1318, 4-5= 2009/1247, 5-6=-2161/1256, 6-7- 1466/873 BOT CHORD 13-14= 811288, 11-13=-511/1216, 10-11=799/1712, 8-10=-1049/1866 WEBS 2-13=-451/379, 2-11=-516/954, 3-11=-616/519,4-11=202/381, 4-10=-90/357, 5-10=-230/296, 5-8=-260/275, 1.13=-588/1148, 6-8=-1008/1785, 1-16=1502/922 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-9-0 to 15-3-13, Interior(1) 153-13 to 22-7-0, Extedor(2) 22-7-0 to 31-0-13, Interior(1) 31.0-13 to 34-1-4 zone; cantilever left and right elglosed;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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 16 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 7 and 3621la uplift at joint 16. No 68182 Irz �' SF �: ((U/i - ONAl /S%,A%' Joaquin Velez PE No.68182 MITekUSA, III R, Celt 6634 6904 Parke East Blvd. Tampa R. 33610 Date: February 25,2019 OWARNING-Verily d,,91. parameters end READ NOTES ON TNISAND INCLUDEDMREKREFERANCEFAGEM674M rev. ldvUYI015BEFORE USE. volld for use only with MgelO connectors. This design Is based only upon parameters shown, and Is for an IndNlduol building component, not a true system. Before use, Me building designer must verify the applicability of design parameters and property Incorporate MIs design into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse MM possible personal h7ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVWII Quality Criteria, DS539 and SCSI Building Component Sab1y Mfolmalbrxrvolobletrom Tlucs Piote IredMe. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Eel' MiTek' 69N Palle East Blvd. Tampa. FL 33610 Job Truss Truss Type Oty Ply T1fi340240 1565613-PACE-ESPINAL CO2 Hip 1 9 Jab Reference (optional) 2x4 5x6 = 4 Mezu s NOV I ZU16 Mu es mauslnes, Inc. bat reo 23 ub:14:11 zU1a rage 1 E1 YuEMmJmnYyfZ4F-s9j?goFwFmTAuCbtl RkKlcmcl4n5NNeppFn?bznM7w 3k4 =- 5.6 = 3x4 = 5xB —. 5 6 7 8 I ST1.5x8 STP p ST1.5x8 STP 2x4 11 5x8 = 5x8 = 6x8 = 3xB 11 2x4 = 2x4 II 3x6 II Scale = 1:74.4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CSI. TC 0.69 BC 0.94 WB 0.82 Matti DEFL. Vall (CL) Ved(CT) Horz(CT) in (loc) Udefl Ud -0.27 15-16 >999 240 -0.6215-16 >661 180 0.09 11 Na n/a PLATES GRIP MT20 244/190 - Weight: 243 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc puffins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 17-19,6-14: 2x4 SP No.3, 15-18: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-11, 5-16 2-21: 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 - REACTIONS. (lb/size) 21=278/0-8-0,20=1951/0-8-0,11=1501/Mechanical Max Horz 21=246(LC 12) - Max Uplift21=-221(LC 12), 20=-873(LC 9), 11=-628(LC 8) Max Gmv 21=291(LC 23), 20=1951(LC 1), 11=1501(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-131/276, 3-4=-1383/1001, 4-5=-1164/965, 5-6=-2524/1855, 6-7=-2501/1846, 7-8=-2132/1685, B-9=-2055/1550, 9-10=-250/266, 2-21=-254/599, 10-11=-235/363 BOT CHORD 15-16=-1171/2045, 6-15=-260/242, 12-13=-954/1769, 11-12=-1286/1741 WEBS 18-20=-1785/1210,3-18=-1801/1215,4-16=-184/362, 13-15=-1139/2161, 7-15=-326/615, 7-13= 869/601, 8-13=-448/604, 8-12= 141/290, 9-12=-99/409, 9-11=-1969/1481, 3-16=-681/1500, 5-16=-1259/881, 5-15=-368/689 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 40-3-4 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.221 lb uplift at joint 21, 873 lb uplift at joint 20 and 628 lb uplift at joint 11. 11111111111 PQUIN VFW %% J. DENS •��'�. No 68182 9• Sf OF •�/� 'O�c�` - � O R � � e' CjN •,�S'S��IVA� �C1p�� Joaquin Velez PE No.68182 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: February 25,2019 WARNING-Vedlydeslgnparamerersancli NOTES ON THISANB INCLUDED MmEKNEFEFIVNCEPAGEM674"rev. lWpaQe15B£FORE USE ' Design valid for use only win MTekO connectors. This design is based only upon parameters shown. and is for an lndivlduol building component net rr'•,ap a truss system. Before use, the building designer must verify Me applicability of design porometers and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent buckling of lndNltluol Muss; web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for Stability and to prevent.coliapse with possible personal injury and property damage. For general guidance regarding ne fabrication. storage, delivery, erection and bracing of frusses and truss systems, seaANB91PI1 QualBByy CMerla, CSB-B9 and SCSI Building Component roof Parke East Blvd. ivolobie from Truss plate Institute, 218 N. Lee Sheet ntlrlo Suite 312. k[exa. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T76340241 1565613-PACE-ESPINAL COS Hip 1 1 Job Reference (optional) Builders-imbource, hort Piece,. rL 34945 4-8-0 6-40 9-DO US = 6.00 12 _ 4 2.4 8.220 s Nov 16 2018 MiTek 3.4 = 2x4 it 3x6 = 3.4 = Inc. Sat Feb 23 05:14:12 2019 7x10 = 24 Scale = 1:74.4 21 20 193.4 II 3.8 = 14 13 12 11 ST1.5x8 STP= ST1.Sx8 STP= 2x411 6x8= 6x8= 3x611 3x8 II 2x4 = 3x4 II 3x6 It 6: e-0.-05-1-12 2AM 2N_0 646 26n 329-0 0.-0 I Plate _Offsets (XY)-- 14:0-6-00-2-81 [9:0-6-80-1-121 I10:Edoe0-2-0Lr13:Od-00-2-41 [15:0-5-00-2-01116:0-3-80-1-81 [1T0-1-903-0] [17.0-3-00-3-01121:0-5-00-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.27 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.3715-16 >999 180 BCLL 0.0 ' Rep Stress Inch YES WB 0.98 Horz(CT) 0.08 11 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 2341b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 -Except- 9-10: 2x4 SP M 31, 7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 17-19,6-14:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 2-21: 2x8 SP 240OF 2.OE, 10-11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-03 oc bracing. WEBS 1 Row at midpt 4-16 REACTIONS. (lb/size) 21=159/0-8-0, 20=2084/0-8-0, 11=1479/Mechanical Max Horz 21=215(LC 12) Max Uplift 21=-232(LC 12), 20=-999(LC 9). l l=574(LC 8) Max Gray 21=208(LC 19), 20=2084(LC 1), 11=147911) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-201/482, 3-4- 803f760, 4-5_ 2315/1738, 5-6=-3047/2209, 6-8=3005/2182, 8-9=-2533/1918, 9-10=-2145/1506, 2-21- 176/565, 10-11=-1409/1216 BOT CHORD 20-21=-374/272, 19-20=-301/198, 16-17=-365/617,15-16=-1385/2315, 6-15=-252/247, 12-13=-1099/1813, 11-12=-363/239 WEBS 18-20=-1837/1229,3-18=-1823/1222,5-16=-9621747,5-15=562/885,13-15=-1422/2481, 8-15=-409/673,8-13=-979/730, 9-13=-634/938, 10-12=-817/1592, 3-17=-737/1373, 4-17=-973/601,4-16=-1257/2019 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuli 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exto C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-0-13, Extedor(2) 4-4-13 to 403-4 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232lb uplift at joint 21, 999 lb uplift at joint 20 and 6741b uplift at joint 11. IN :J �s .GENS* .� No 68182 00, STA OF i,.�Ss�0NA„e?%%, Joaquin Velez PE No.68182 Mliek USA, Inc. FL Cert 6634 8904Parke East Blvd. Tampa FL 33610 Date: February 25,2019 O WARNING-Vedrydeslgnperemetenend READ NOTES ON MIS AND MCLUDEDMIrEKREFERANCEPAGEMX74non, I&TO,la1SBEFOREUSE �■�' Design valid for use only with lvl connectors. ThIS design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building deslgner must verify the appllcablllly 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 hord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of Mums and truss systems, seeANStMil Quality Criteria. Di and SCSI Building Component Satisfy Infeonutbrrwoilable from Thus Rote Institute, 218 N. Lee Sheet Suite 312 Alexonddm VA 22314. Fi.:-Zi,■O MiTek' 6904 Parke East Blvd. Tampa, FL not 0 Job Truss Truss Type Oty Ply T76340242 1565613-PACE-ESPINAL C04 Hip 1 7 Job Reference (optional) a.44U s Nov 10 Za 10 MI I eK Inausmes, Inc. Jar reb Ls Ub:T4:1b LUT B 2x4 6.00 12 5x6 = 3x5 II 3x6 = 4x6 = 3x4 II 5x8 = Scale = 1:74.4 5x6 = 20 11 5x6 = 1 II 2 o ,mL N � 1� 30 29 28 5.8 = 23 22 21 20 19 18 16 15 Si STP = ST1.5xB STP = 2x4 11 6x8 = 4.6 = 6x8 = 2x4 11 3x6 11 5.8 II 5x8 11 3.4 II 2x4 11 3x6 11 4x6 = I4-00 _6 922 39-0 40 s0 0.t40 23 Plate Offsets (X,Y)-- [4:0-3-0,0-2-0], [6:0-3-0,Edge], [9:0-3-0,0-3-01, [11:0-3-0,0-2-0],[17:0-2-8,0-2-8],120:0-4-0,0-2-4], [22:0-3-8,0-3-01, [24:0-4-8,Edge], [25:0-3-8,0-2-8], f26:0-2-e 0-1-e1 [30:0-5-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Ven(LL) 0.46 24-25 >883 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.63 24-25 >647 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 HOrz(CT) 0.11 15 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-$H Weight: 2421b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 26-28,7-23:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 5-24,22-24,4-25: 2x4 SP No.2, 2-30:2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 30=26/0-8-0, 15=1474/Mechanical; 29=2251/0-8-0 Max Holz 30=247(LC 12) Max Uplift 30=-196(LC 16), 15=-780(LC 8), 29=-1182(LC 9) Max Grav 30=163(LC 10), 15=1474(LC 1), 29=2251(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-373/718, 3-4=-358/633, 4-5=-2589/1763, 5-7=-3987/2566, 7-8=-3899/2504, 8-9=-2581/1655,9-10=-1963/1263,10-11=-1980/1270,2-30=-119/428, 13-15= 1446/901 ROT CHORD 29-30=-563/327, 28-29=-362/180, 25-26=-2861150, 24-25= 166612589, 7-24=-280/263, 20-22=-1891/3082, 14-17=-684/1I39,13-14=-6B41I139 WEBS 5-25=-1117/831,5-24=-875/1512, 22-24=-I84613105, 8-24=-739/1168, 8-22=-928/683, 27-29=-2015/1380,3-27=632/952,4-25=-1875/3115, 11-13=-1684/1040, 11-17=-840/1454,17-20=-1551/2546,9-17=-738/465, 8-20=-587/384, 4-27=-1595/1050 Structural wood sheathing directly applied or 2-2-0 ad puffins, except end verticals. Rigid ceiling directly applied or 4-3-11 oc bracing. 1 Row at midpt 3-29, 4-25 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MATES (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 40-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS 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 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 30, 780 lb uplift at joint 15 and 1182 lb uplift at joint 29. IN No 68182 Inc. FL Cert 6634 East Blvd. Tampa FL 33610 Date: February 25,2019 A WARNING- 111erltydegn0emmeferaentl REAONOTESON IN/SANOA'CLUO£OMRKRFF NCEPAGEMIP74nmx 10=2015BEFOREUSE Design valid for use only with MOek®connectors. This design Is based only upon parameters shown, and Is 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 the overall builcingdesiga. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permaneetbrocing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the reelection, storage, delivery, erection and bracing of trusses and truss systems, weANSVrpiI Guafl y Criteria. DSB49 and BCSI Balding Component 6904 Parke East BNE. mr Safety Infaatbmvctable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexondrla. VA 22314. Tampa. FL 33610 Job Tess Truss Type - Oty Ply T16340243 1565613-PACE-ESPINAL C05 Hip Girder 1 2 Job Reference (optional) ommnrs rimwuumn, run rrncn, rL 04n43 B.ezu s Nov no zeta Mn as mousmes, Inc. bat rag 23 w:14:e1 zula rage r ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-Z4KnnDNCugl4kMocXwgRj BHg6GFjs1H6pCXyOziM7m 40-5.0 -1-e-0 2-6-0 5-0-0 8-0-0 11i-8 16-8-2 21-0-0 25-0-0 29.1143 34-11-11 39-9-12 39- 0- 1-8-0 S6-0 2-6-0 id-0 50-I 440-10 4.1.14 4-0-0 4-11-13 4-11-13 4-11F1 D 4 0-7-0 Scale=1:74.4 NAILED NAILED NAILED 6x12 MT20HS= NAILED NAILED 4x6 = 6.00 12 6x8 = NAILED 4x6 = 5.8 = 4.6 i 4 5 28 29 6 30 31 7 8 32 STI.S%8 STP= 3 2x4 II 2 3 2 42 43 21 44 45 46 2047 3x6 11 26 25 41 24 5x6 = 4x6 = NAILED NAILED ST15xe STP= NAILED NAILED axe = 2x4 11 6x8 = 2x4 11 2x4 II NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2x4 11 7x10 =NAILED 4x5 = NAILED. 4x6 = NAILED 5x8 = 33 9 34 10 35 36 11 37 3B 12 39 40 13 5x12 = 18 48 17 49 50 16 51 2x4 II 6x8 =NAILED 5x6 = NAILEDNAILED NAILED NAILED NAILED 52 15 53 54 14 NAILED 3z6 = 3x8 II NAILED NAILED NAILED LOADING (psf) TCCL 20.0 TCDL 15.0 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/rP12014 CSI. TC 0.80 BC 0.70 WB 0.97 Matdx.SH DEFL. in (loc) I/defl L/d Vert(LL) 0.61 19 >663 240 Ven(CT) -0.54 19-20 >744 180 Horz(CT) -0.05 14 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 530 lb FT-20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc puffins, 1-4: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-7-9 oc bracing. 9-18: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 13-14,5-25: 2x8 SP 240OF 2.OE, 8-19,5-21,6-20: 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-8-1 REACTIONS. (lb/size) 2= 1184/0-8-0, 14=2026/Mechanical, 25=1729/0-8-0 Max Ho¢ 2=226(LC 27) Max Uplift 2=-1379(LC 20), 14=-1973(LC 5). 25=-4243(LC 5) Max Gray, 2=1308(LC 4), 14=2026(LC 1), 25=4729(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2689/3033, 4-5=-2922/3268, 5-6=-718/425, 6-8=-5012/4324, 8-9= 7287/6693, 9-10=-7092/6524,10-11=-5282/4991,11-12=-4798/4616,12-13=-3106/3020, 13-14=-1935/1902 IIIIIIIIIf BOT CHORD 4. O5/3324573-418=-423/44161/6--137=-4616/4798, 15-16=-005/7380169.206-43245/032,19219� \QCI WEBS NVF����'i `S4` 00 17-19=4789/5077, 10-17=-1421/1322, 10-19= 1635/1937, 13-15=-3335/3432, �� �,� 11-17=-431/557,12-15=-1480/1473,11-16=-783/766,12-16- 1835/1947, Q i 23-25=-2988/2644,5-23=-2999/2670,4-25=-165411543, 8-19=-2536/2436, 5-21=-5239/6121.8-20=-1378/1417,6-21=-1899/1783, 6-20=-4171/4593 NO 68182 * •; NOTES- 1) 2-plytmss to be connected together with 10d (0.131'x3') nails as follows: • �` Q F Top chords connected as follows: 2x4 - 1 raw w at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. O••• .S Bottom chords connected as follows: 2x4 -1 raw at 0-9-0 oc. i� ,�'. A� Webs connected as follows: 2x4 -1 row at 0-9-0 do, 2x8- 2 rows staggered at 0-9-0 oc. i Q O `,� f3 • \ �il� ss� ....... 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 ���� ON ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ff A� \\ fffill 3) Unbalanced roof live loads have been considered for this design. 1111111\\ 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., Joaquin Velez PE No.68182 GCpl=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 MRek USA, Inc. FL Cell 6634 5) Provide adequate drainage to prevent water pending. 69(14 Parke East Blvd. Tampa FL 33610 6) All plates are MT20 plates unless otherwise indicated. Date: 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • February 25,2019 8) 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-M wide AWARNING -9er/tyaesl9DparamerersanCBEADNOTES ONTHMANDINCLUDED M/TEKBEFERANCEPAGEM/T4Y4mv.10 sDNSBEFOBEUSE. w�. Design valid for use only with MOek®connectors. This doslgn is based only upon parameters shown, and is for an lndNidual building component, not ss a trusystem. Before use, the bullding designer must ve4ty the applicability of design parameters and property Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to prevent buckling of Individual hum 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 guldonce regarding the fabrication. storage, delivery, erection and bracing of trusses and hum systems, seeANSVI it Quad" y Croats, DS549 and BCSI Building Component Safely Informatbmvailable from Truss Plate Institute. 218 N. Lee Sheet Su9e 312. Alexantldo. VA 22314. 6904 Palle East Bind. Tampa, FL 33610 Job Truss Truss Type Oty --- Ply T16340243 1565613-PACE-ESPINAL C05 Hip Girder 1 2 Job Reference c tional Builders FustSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:21 2019 Page 2 NOTES- ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-Z4KnnDNCugjl4kMocXwgRjBHg6GFIStH6pCXY0aM7m 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 13791b uplift at joint 2, 19731b uplift at joint 14 and 4243lb uplift at joint 25. 11) This truss has large uplift reaction at it. 2 from gravity load cases. Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 12) "NAILED' indicates 3-10d (0.148'x3') or3-12d (0.148'Y3.25') toe -nails per NDS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 Ib down and 3431b up at 5-0-0 on top chord, and 97 Ib down and 188 It, up at 5-0-0 on bottom chord. The design(selection of such connection device(s).is the. responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert: 1-4=-70, 4-13= 70, 2-24=-20, 19-22=-20, 14-18=-20 Concentrated Loads (Ib) Vert: 4=-141(F) 7=-52(F) 9=-67(F) 19=-30(F) 10= 67(F) 15=-30(F) 17=-30(F) 12=-67(F) 26=-48(F) 28=-67(F) 29=-52(F) 30=-52(F) 31=-52(F) 32= 52(F) 33=-52(F) 34=-67(F) 35=-67(F)36=-67(F) 37=-67(F) 38=-67(F) 39= 67(F) 40=-71 (F) 41=-30(F) 43=-56(F)44=-56(F)45=-56(F) 46=-56(F)47=-56(F) 48=-30(F) 49=-30(F) 50=30(F) 51=-30(F) 52=.30(F) 53=-30(F) 54=-30(F) Job Truss Truss Type Oty Ply T16340244 1565613-PACE-ESPINAL GA Comer Jack 18 1 Job Reference (optional) ouil nrsaource, For riece, rL 34a4n 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:22 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYyIZ4F-1 Gu9 ZOgf8rciu _AFRv2)gajWmLS%DRLTx4UgziM71 4xG = Scale = 1:8.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES .GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Inch YES WE 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 9In FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=-74/Mechanica1, 2=264/0-8-0, 4=9/Mechanical Max Horn 2=59(LC 12) Max Uplift 3=-74(LC 1), 2= 99(LC 12) Max Grav 3=43(LC 8), 2=264(LC 1).4=18(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(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 MISS has been designed for a 10.0 pet 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 74 lb uplift at joint 3 and.99 In uplift at joint 2. ,``%SON .UIN rV. . i, J LENS .� .1 No 68182 �:• SOF ON Joaquin Velez PE No.68182 MITek USA, Ins. FL Cert 6634 6904 Parka Fast Blvd. Tampa FL 33610 Dater February 25,2019 Q WARNING- Verily Ceslgnpartau,ara and READ NOTES ON TNISAND/NCLUDED M?EKNEFERANCEPAGEMA74TSrev. lNaY101SBEFONEUSE Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bulldingul lgn.BracingIndicatedistopreventbucklingofindividualhusswebantl/orchordmembersonly.AddMonaltemporaryandpermonentbmcing MiTek' Is always required for stoblllty and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding Me fobrlcoaort storage, delivery, erection and bracing of trusses and truss systems seeANSU1pI1 Quality Cdlbdo; DSB419 and BCSI Building Camponant 6904 Parke East Blvd. Sally Inbrmatbtnvaiiable hom Truss Plate Insflfute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Three Type OtY Ply T16340245 1565613-PACE-ESPINAL CJ2 Comer Jack 1 1 Job Reference (optional) Builders rimSource, Pon Piece, FL 041)1 8.220 s Nov 162018 MiTek Industries, Inc. Sat Feb 23 05:14:24 2019 Pagel I D:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-_f7wPEP4B15KyC5NIgTN2MpgrKPAwRIkpnOBZizIM7j 7-0-0 � t-0-0 I Sze II rSTt5ztt9iP 1-0-0 Scale = 1:8.9 Plate Offsets IX YI— f5:0-4-13 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES .GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.68 Ven(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Veri 0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-R Weight: 7 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 5=317/0-8-0, 3=-63/Mechanical, 4=58/Mechanical Max Horz 5=82(LC 12) Max Uplift 5= 202(LC 12), 3=-63(LC 1), 4=-58(LC 1) Max Grav 5=3171 1), 3=38(LC 8), 4=35(LC 12) FORCES. (Ib) - Mu. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-244/656 Structural wood sheathing directly applied or 1-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf1 BCDL=5.Opsf; Ill Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable and zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS 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 202 Ib uplift at joint 5, 63 Ito uplift at joint 3 and 58111 uplift at joint 4. .. ..VF<<c,�i GENS'.1'�, No 68182 �'. S C F : ��/� S,S/ONA' E�C?�. Joaquin Velez PE No.68182 MITek USA, Ina FL Cert 6834 6904 Parka East Blvd Tampa FL 33610 Dater February 25,2019 ®WARNING -yeasty CeslgnparamefersenEREAD NOTES ON TNLSANDWCLUDED MREKRE9ERANCEPAGEMX74M rev. Id0Y1G15BEFOREUSE. Design valid for use oniywith Mgelc®connectors. This design is based only upon parameters shown, and is for on individual building component, not a buss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into Me overall bulidingdesign. Bracing Indicated Istoprevent buckling oflndMdualtrumweb and/or chord members only. Additional temporary and permanent brc ing MiTek' Is always required for stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcotion, storage, delivery. erection and bracing of trusses and truss systems seeMSUIPII Quality Crill DSB-59 and BCSI Bultlhp Component 69M Parke East Blvd. Safety Informatloncyoliabie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T76340246 1565613-PACE-ESPINAL CJ3 :�!]Ory Comer Jack 9 �JbRf,,,,, Builders FlrstSourte, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries. Inc. Sat Feb 23 05:14:25 2019 Scale = 1:14.0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/defl L/d PLATES GRIP TC[L 20.0 Plate Grip DOL 1.25 TC 0.68. Vert(L-) 0.01 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 1516 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=293/0-8-0, 3=64/Mechanical, 4=14/Mechanical Max Horz 5=152(LC 12) Max Uplift 5=-156(LC 12), 3=-86(LC 12), 4=-35(LC 9) Max Gray 5=293(LC 1), 3=64(LC 1),4=44(LC 3) FORCES. (lb) - Max. Comp✓Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-254/570 Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ; porch left and right exposed;C-Cfor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 5, 86 lb uplift at joint 3 and 35 Its uplift at joint 4. ,�� OPQU IN �VF� .� 0 No 68182 . o. F • �W: TQP Nam,. O N Ali.- `G�,,�� Joaquin Velez PE No.68182 MITek USN, Inc. FL Cart 6634 6904 Parke East Bind. Tampa FL 33610 Date: February 25,2019 AWARNING -VetflydesignparemetersendBEADNOTES ONrHEANDwCLUDEDMREKREFERANCEPAGEUX74"no, 10=2015BEFOREUSE Design valid for use only with MITsk®connectors. this design Is based only upon parameters shown and Is for an Irx iduol building component not ��' a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate ih6 design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of Individual rhos web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricoflon storage, delivery, erection and bracing of tnrsses and cuss systems seeANsVwjl Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East BNtl. Safely Informahonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Thus Type - Ory Ply T16340247 1565613-PACE-ESPINAL CJ4 Jack -Open 2 1 Job Reference (optional) tlwlners rustsource, Fort Piece. FL J4945 8.220 a Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:262019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYy24F-v27ggwRKj NM2BVFIP5Vr8nuAL75gOLCOG5vidbvM7h -i-8-0 1-1-7 ' 1-e-o I Nil 7 Scale = 1:9.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vart (CL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz CT) 0.00 3 1 n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-R Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-1-7 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=301/0-8-0, 3=46/Mechanical, 4=-48/Mechanical Max Ho¢ 5=87(LC 12) Max Uplift 5=-189(LC 12). 3=-46(LC 1), 4=-48(LC 1) Max Grant 5=301(LC 1), 3=30(LC 8), 4=30(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -A[] forces 250 glo) or less except when shown. TOP CHORD 2-5=-236/625 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS 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 2-0-0 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 189111 uplift at joint 5, 46lb uplift at joint 3 and 48 lb uplift at joint 4. .oPQIJIN 1 VE�F i,. .` �.' LENS 1e No 68182 irz 19 S OF :� 1 % $nll Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 66M 69M Parka East Blvd. Tampa FL 33610 Date; February 25,2019 Q WARNING-VeNty Eeslgnpanmeteme dREADNOTES ON WISAND INCLUDED MMFKREFERANCEPAGEM67473mv feN22015BEFORE USE. valid for use only with Mnei connectors. The design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall bulaingdesign. Bracing lydlco d is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible persond Injury and propertydamage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of mores and mass systems seeANSMIi Quality CIBedo, D811-09 and SCSI Buldha Component Safely Mfomlatfonomollable from Truss Rate InsHMo. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. IMF MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16340248 1565613-PACE-ESPINAL CJS Comer Jack 5 1 Job Reference Ioofonall Builders. FirstSource, Fort Piece, FL 34945 2x 3x8 It ST1.5xe STP= 8.220 s Nov 16 2018 MiTek Industries. Inc. Sat Feb 23 05:14:27 2019 Scale = 1:21.5 Plate _Offsets (XY)-- [2:0-1-6,0-2-121 f5:0-2-130-1-121 [5:0-0-00-2-121 LOADING (psf) SPACING-. 2-0-0 CSI. DEFL. in (too) Odell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ven(LL) 0.05 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.05 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MaMx-R Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=365/0-M. 3=137/Mechanical, 4=50/Mechanical Max Hom 5=223(LC 12) Max Uplift 5= 177(LC 12), 3=-162(LC 12), 4=-4(LC 12) Max Grav 5=365(LC 1), 3=137(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-321/707 Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15tt; Cat. II; Elm C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 4-114 zone; Cantilever left and right exposed ;C-C for members and forces & MW FRS 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 20.0psf 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) Referto gider(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 5, 1621la uplift at joint 3 and 4 lb uplift at joint 4. Pa\G E NVSic•• *- No 68182 9 ST OF �144 % Joaquin Velez PE No.68182 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: February 25,2019 WARNWG-Verifydeslgnp mmefersanCREAONOTES ON TNISAND INCLUDED MITEKREFERANCEPAGEMX74Tarev. layamo1SDEFOREUSE. Design valid for use only with Mnek®connectors. Mls design Is based only upon parametersshown and Is for an Individual building Component, not ��- a truss system. Before use, the building designer must verity the applicability 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 chord members only. Additional temporary and permanent bracing is always required far sfoblley and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecflon and bracing of trusses and runs W99MI SeeANSVIPIT Quality CMr rh, DS11419 and SCSI pultlhp Component SafoN lnfrumatbmvcilobie from Timm Rate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. MiTek' 69M Pade£ast Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply T76340249 1565613-PACE-ESPINAL CJ11 Comer Jack 8 1 Job Reference (optiona8 Builders FirslSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 2305:14:22 2019 Page 1 ID:QMGHgVGe6ryEtYuEMmJmnYyIZ4F-1 Gu9—ZOgf8miux—AFRvagcnWmzSXDRLTx4UgziM71 -0-4-0 1-8-0 0-4-0 1-8-0 Scale =1:8.9 NN2 &0 0-B-0 Plate Offsets (X Y)-- 12:0-0-05 Edge1 f2:0-0-3 0-11-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TIC 0.14 Veri -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2 >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/TPI2014 Matrix-P Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=53/Mechanical, 4=16/Mechanical, 2=10710-4-0 . Max Ho¢ 2=71(LC 12) Max Uplift 3---65(LC 12). 2=-51(LC 12) Max Grav 3=53(LC 1), 4=32(LC 3), 2=107(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Corri 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 pet bottom chard live load nonconcunent 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 65 lb uplift at joint 3 and 51 lb uplift at joint 2. %,U IN ,�OPaG E N SF<�� No 68182 0 S F %,0�� c O R % SSI"ONAI.E��``� Joaquin Velez PE No.68182 MITek USA, Inc. R- Cert 6634 69M Parke East Blvd. Tampa FL 3300 Date: February 25,2019 Q WARNING -Verily deslgnparsmefersenCREAD NOTES ON TNISAND INCLUDED MITEKBEFERANCEPAGEMIP74T0 rev. 1pa34015BEFORE USE Design valid for use only with MOek® connectors. TNs design is based only upon parameters shown, and is for an Individual building component not a tnss system. Before use. Me building designer must vanity the applicability of design parameters end properly Incorporate this design Into Me overall building tleslgn.&acing Indicated is to prevent bucWing of IndNldual truss 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 Me fabri lon. storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPI1 CualBy Criteria, DSB49 and SCSI BWtlby Component Safety Infaima6enwailoble from Truss Rate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply T76340250 1565613-PACE-ESPINAL CJ12 Comer Jack �Q'y 1 1 Job Reference (optional) Builders FirstSource, Fort Piece,FL 34945 8.220 s Nov 162018 MiTek Industries, Inc. Sal Feb 23 05:14:232019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYyFL4F-WTSYCvPSOSzTK2WAkyy8W 8Gp5w5HB_Taa7hal GziM7k 1-0-0 � 1-0-0 A Scale =1:8.9 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Veri 0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress [nor YES We 0.00 Hom(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-R Weight: 4lb 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 REACTIONS. (lb/size) 4=3810-8-0, 2=28/Mechanical, 3=10/Mechanical Max Hom 4=21(LC 12) Max Uplift 2= 26(LC 12), 3=-4(LC 12) Max Grav 4=38(LC 1), 2=28(LC 1), 3=17(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-0-0 ad purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst 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 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 261b uplift at joint 2 and 4 lb uplift at joint 3. IN No 68182 Joaquin Velez PE ND.68182 MITek USA, Inc. FI-Cert 6634 6904 Parka East Blyd. Tampa FL 33610 Date: February 25,2019 QWARN/NG-Verly oeslgn Parameters anO READ NOTES ONTN/SAND INCLUDED MITEKREFERANCEPAGEMS74M., lemaQpl5BEFORE USE. Design valid for use only with Moe® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Luss 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 is to prevent bucking of individual truss 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 fabMaaon, storage, delivery, erection and bracing of trusses and runs systems, see/1NSI/IPI7 Quollty CMeda, DSB49 and BCSI Bulebp Component Safety Informaibrpvollable from Truss Plate InstlMe, 218 N. We Street, Suite 312 Alexandria, VA 22314. Sept Parke test Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16340251 1565613-PACE-ESPINAL GJ31 Comer Jack 1 1 JJob Reference o tional Builders FirstSource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:26 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYytZ4F-w27ggwRKINM20VFIP5Vr8nuGo73GOLCOGSvldbziM7h 3-0-0 Scale = 1:14.0 Plate Offsets (X Y)-- (4:0-4-5 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TIC 0.27 Vert(LL) 0.01 3-4 >999 240 W20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Ved(CT) -0.01 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (Ib/size) 4=122/0-4-0, 2=86/Mechanical, 3=36/Mechanical Max Horz 4=96(LC 12) Max Uplift 4=-29(LC 12). 2= 102(LC 12), 3= 11(LC 12) Max Gray 4=122(LC 1), 2=86(LC 1), 3=53(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psQ BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 per bottom chard live load nonconcument 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 chard 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 29 lb uplift at joint 4, 102 lb uplift at joint 2 and 11 lb uplift at joint 3. aGE N .. ` Y'\ s' No 68182 OF :4t/Z c�Q ,,,SS,ONM %%% Joaquin Velez PE No.68182 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tampa FL a3610 Date: February 25,2019 ® WARNING -Verliydesl9nperametersanJREAD NOTES ON MIS AND INCLUDED MmEslREFERANCEPAGEMD7473rev.10NaQ015BEFOREUSE volld for use only with MIteF® connectors. this design Is based only upon parameters shown. and Is for on individual building component. not IMF a truss system. Before use, the bW ding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckllmg of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is alwoys required for nobility and to prevent collapse wlih possible persond injury and property damage. For general guidance regarding the fobrica8an, storage; delivery. erection and bracing of musses and truss systems. seeANSV71I GuelMy CMeii DSB49 and SCSI building Component Safety Information volloble from Truss Plate InatiMe, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 69N Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T76340252 1565613-PACE-ESPINAL CJ51 Jack -Open 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:28 2019 Page 1 I D:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-sOFOFcThF_clQpP8X W YJDCzTaIdOsFiJj POOiUzIM7f 2-0-5 4-11-4 2-4V 2-8-15 2-0-5 4-11-4 2.4-5 Scale = 1:18.7 Plate Offsets (XY)-- [3:0-0-0 0-1-15] [6:Edge 0-5-91 [6:0-1-12 0-0-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip. DOL 1.25 TC 0.89 Vert(L-) 0.06 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.06 5-0 >951 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except' TOP CHORD 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS, (lb/size) 6=470/0-4-0, 4=226/Mechanical, 5=67/Mechanical Max Fort 6=179(LC 12) Max Uplift 6---205(LC 12), 4=-221(LC 12), 5=-9(LC 12) Max Grav 6=470(LC 1), 4=226(LC 1), 5=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-6=-442/504, 1-3=-244/371, 2-3=-377/206 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) 0-1-12 to 2-4-12, Exterior(2) 0-1-12 to 4-10-8 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 fora 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 6, 221 It, uplift at joint 4 and 91b uplift at joint 5. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. No 68182 9 S OF : 14/� JDaqu[n Velez PE No.68182 MiTek USA, Inc. R. Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 ®WARNING- yerifydesrgnperamefer48e4READNOTES ON MIS AND MCLUOEOMREKR£FERANCE PAGE M47473ree 101ei2p15 BEFORE USE. Design volld for use only with MEek® connectors. This design Is based only upon parameters shown, antl Is for an InclAdual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and proper y Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posUbie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss system& seeAN81/IPII Quality CrtbdD, DSB-89 and SCSI BuBE51a Companont 6904 Puke East Blvd. Safety Infpnnatio v ailoble from Truss Palo Institute, 218 N. Lee Sheet Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Dry Ply T16340253 1565613-PACE-ESPINAL D01 COMMON GIRDER 1 2 Job Reference (optional) Builders FirstSourm, Fort Piece,FL 34945 8.220 s Nov 16 2018 Mr rek Industries, Inc. Sat Feb 23 05:14:30 2019 Scale = 1:43.2 5x6 II Ere 7x10= 1. . IIo HTU26 J I ,o �� STI.5x8 STP HTU26 = 3.8 II 8x10 = 8x10 = 1N12 = Bx10 = 8x10 = 3x8 ll 7x10 — HTU26 HTU26 HTU26 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vart (L) 0.15 16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.26 14 >968 160 BCLL 0.0 ' Rep Stress Incr NO W B 0.96 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 3861b FT=20% LUMBER- SPACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathingdirectly applied or 3-8-7 cc pudins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 -Except' 6-15: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=9129/0-8-0, 10=8216/0-8-0 Max Horz 2=-187(LC 9) Max Uplift 2=-3969(LC 8), 10=-2120(LC 9) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-14565/6049, 3-4=-13864/5415, 4-5=-11881/4P02, 5-6=-10275/3354, 6-7=-10275/3350,7-8=-12416/3601,8-9=-14532/3697,9-10=-14025/3378 - BOT CHORD 2-18=-5205/12290, 17-18=-5205/12290, 16-17=-4849/12409, 15-16=-3646/10554, 14-15=-3005/11042,13-14=-3123/1299B,12-13=-2755/11811, 10-12=-2755/11all WEBS 6-15=-2711/8478, 7-15=-3528/663, 7-14= 640/4125, 8-14=-3209/303, 8-13=-167/3164, 9-13=-484/1393,9-12=-67/415,5-15=-2444/1568,5-16=-164212948, 4-16= 3044/2044, 4-17=2054/3093,3-17=-1192/1303, 3-18=-1220/1850 ��zklllzV NOTES- 1) 2-ply tmss to be connected together with 10d (0.131'x3') nails as follows: ♦♦```♦♦PQU)N (`� �I ,� • .ENS •, F� �i�� Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. ♦♦♦ ; • Vk �`•••• Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. :♦ Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. No 68182 •; 2) All loads are considered equallyapplied 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 distrbute 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Ext,C; Encl., •. $ O F 411 GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 0 . ' 0 5) This truss has been designed fora 10.0 lost bottom chord live load nonconcunent with any other live loads. P; i T'.�.C� O �� 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 (� • 0 \ \ '�j • • `C will fit between the bottom chord and an other members. 7) Providemechanicalconnection (by others) truss to bearing 3969 lb 2 lb roviatjoi lS •:`• ♦% AIIIIIII11 of plate capable of withstanding uplift at joint and 2120 uplift 1 t 0",\♦♦♦ 8) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dx1 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max. Joaquin Velez PE No.68182 starting at 9-0-12 from the left end to 13-0-12 to connect truss(es) to front face of bottom chord. MITek USA, Inc. FL Carl 66M 9) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 11-10dx1 12 Truss) or equivalent spaced at 2-0-0 cc max starting at 15-0-12 from 6904 Parke Fast Blvd. Tampa FL 33610 the left end to 17-0-12 to connect truss(es) to front face of bottom chord. Date: 10) Fill all nail holes where hanger is in contact with lumber. February 25,2019 Job Truss Truss Type " Ory Ply T76340253 1565613-PACE-ESPINAL D01 COMMON GIRDER 1 2 Job Reference o 8ona Builders FirstSource, Fort Piece, FL 34945 8.220 s'Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:30 2019 Page 2 I D:OMGHgVGe6ryE1 YuEMmJmnYytZ4F-opNBglUmbsTg7YXewanld3vfkNmKxGcBjtVmMaM7d NOTES- 11) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb down and 1051 lb up at 2-0-0, and 18001b dawn and 1051 It, up at 4-0-0, and 18001b down and 1051 Ito up at 6-0-0 on bottom chord. The desigrVselection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.26, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70, 6-11=-70, 2-10=-20. Concentrated Loads (lb) Vert: 14=-1787(F) 21=-1800(F)22=-1800(F)23=-1800(F)24=-1786(F)25=-1786(F)26=-2238(F) 27=-2228(F) Q WARNING-Verifydeslgnparamefersand READNOTES ON TNISANDINCLUDEDMREKREFERANCEPAGEMIP74nmv. 10111a2015BEFOREUSE. Design valid for use only with MOek®connectors. This design is based only upon parameters shown, and b for an Individual building component, not a truss system. Before use. Me bulltling designer must verify Me applicability 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 chord members only. Additional temporary and permanent bracing �■ `p MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me fabrication, storage, delivery, erection antl bracing of freest; and Truss systems. saeANSVrPD Quality Cri DSBd9 and i Building Component Safety M/ormallorawallobie from Truss Plate Institute, 218 N. Lee Sheet. Suite 31Z Alexandria VA 22314. 6904 Pi East Blvd. Tampa, FL 33610 Job Truss Trues Type ` Ory Ply T16340254 1565613-PACE-ESPINAL D02 COMMON 7 1 Jab Reference (optional Builders.FirstSource, Fort Piece, FL 34945 8.220 a Nov 162018 MiTek Industries, Inc. Sat Feb 23 05:14:31 2019 Scale=1:43.0 5x6 = 3x4 = 3x4 = 5 7 6.00 12 2z411 19 15 20 2x4 II 2.4 II 8 46 G 3 :f4�4 4x6 i10 2x4 11 T 2z4 II 2 I1Id 35x6'1I• 143xe Mi20H5=125x611 2.4 II 2x4 11 LOADING (psQ TOLL 20.0 TCDL 15.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TO 0.78 BC 0.81 We 0.92 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Well Ud -0.55 12-14 >462 360 -0.85 12-14 >300 240 0.04 10 rda n/a 0.45 2-14 >575 240 PLATES MT20 MT20HS Weight: 1101b GRIP 244/190 187/143 FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc puffins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Lett 2x6 SP No.2 3-7-4, Right 2x6 SP No.2 3-74 REACTIONS. (Ib/size) 2=1155/0-8-0, 10=115510-8-0 Max Horz 2=-188(LC 17) Max Uplift 2=-491(LC 12), 10=-491(LC 13) Max Gmv 2=1281(LC 2), 10=1281(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1978/525, 4-5=-15421578, 5-6=-197/693, 6-7=-198/693, 7-8=-1542/578, 8-10=-1978/526 BOT CHORD 2-14=.334/1579, 12-14=-334/1579, 10-12=-334/1579 WEBS 5-15=-23771783,7-15=-23771783,8-12=0/618,4-14=0/618 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=151t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and CC Exledor(2) -1-7-3 to 1-4-13, Interior(1) 1-4-13 to 10-8-0. Extedor(2) 10-8-0 to 13-8-0, Intedor(1) 13-8-0 to 22-11-3 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 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) Ceiling dead load (5.0 psQ on member(s). 4-5, 7-8, 5-15, 7-15 7) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 12-14 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 2 and 491 lb uplift at joint 10. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. QQ IN ON J;��GENgF;� .� No 68182 9 • STOF :��/� ((((((JJJJJJ 0NA?`%% Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 �IVABN/NG- Vexfly Ceslgrpaxamelers end BEAD NOTES ON TNISANU INCLUDED MREKNEFENANCEPAGEMIF74?3 rev. 1411342015BEFOBE USE. Design volld for use only with MnekO 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 rarer verify the opplicobilry of design parameters and propery incorporate Ma design Into the overall bulldingdesign. Bracing indicated Is to prevent bUCNingoflndividualhussweband/or chord members only. Addihonaltemporary and permanent bracing MiTek' is always readied for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding Ma fabtlcatlon, storage. delivery, erection and bracing of Moses and hues systems, seeANSV Ptt Quality C4teda, D86419 and BCSI Building Component 690C Parke East Blvd. Safety Infomlatbnavolloble from Russ Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Type - my Ply T76340255 1561613-PACE-ESPINAL �Truss D03 Hip Girder 1 1 Jah Reference (optional) Builders FirslSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:342019 Page 1 ID:OMGHgVGe6ryE1 YuEMn JmnYyfZ4F-haciVO(LggMv8ksltmejSTDTOMekGoLC6Kgv7ziM7Z -1-6-o0 0 I 4.8-0 6-0 7-10-98-98--14-A-01 188-0 1zs2-00 14 1 z-0 z-�0-0I oT z.o-o I 9i z-s-0 z.0-0 7 22at2&0-0 4x6 = Seale = 1:48.7 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE. LATERAL DEFLECTIONS. 3z4 II Sze = NAILED LED NAIfi.00 5x8 12 NAILED Sz6 4z6 = NAILED 3 ILED ILED4 ILED N D NAIL rSA NAIL NAIL 30 31 32 33 35 36 2 7 m - 8 Io 38 12 39 40 41 11 42 43 44 45 46 10 9 4z6 II ST1.5z8 STP= Sao = NAILED 6z8 = NAILED NAILED NAILED 6ze = 5x6 = 4z6 NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2-2-0 7-10.9 13-5-7 19.2.0 21-4.0 H 2-2 0 5 &9 5-6-14 5-8-9 2 2 0 Plate Offsets (X Y)-- 12:0-2-10 0-1-31 [3:0-1-8 0-5-3]13:0-5-8 0-2-0] [4:0-3-0 03-01 16:0-5-4 0-2-01 [6:0-1-8 0-0-141 [7:0-2-10 0-1-3] [9:0-1-0 0-24T [12:0-1-8 0-2-41 LOADING (psQ SPACING- 2.-0-0 C51. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 1.00 Vert(LL) 0.35 10-11 >739 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.46 10-11 >558 180 BOLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 1671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-4:2x4 SP No.t BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-2-0, Right 2x6 SP No.2 2-2-0 BOT CHORD JOINTS REACTIONS. (Ib/size) 2=989/0-8-0,7=989/0-8-0 Max Horz 2=-58(LC 13) Max Uplift 2=-558(LC 5), 7=-558(LC 4) Max Grav 2=1012(LC 43), 7=1012(LC 42) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1651/873, 3-4= 3167/1861, 4-5=-3167/1861, 5.6=3126/1833, 6-7=1649/875 BOT CHORD 2-12=-714/1404, 11-12=-709/1419, 10-11=-1803/3234, 9-10=-682/1411, 7-9=-687/1395 WEBS 3-11=-1175/1990,4-11=-407/370,5-10=412/376,6-10=-1145/1951 Structural wood sheathing directly applied or 4-6-2 ad puffins. Except: 2-3-0 oc bracing: 5-6 2-11-0 oc bracing: 3-4 3-0-0 oo bracing: 4-5 Rigid ceiling directly applied or 4-4-3 oc bracing. 1 Brace at Jt(s): 4, 5 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ;,Lumber DOL=1.60 plate gripDOL=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 psfbottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 558 lb uplift at joint 2 and 5581b uplift at joint 7. 8) Graphical puffin representation does not depict the size or the orientation of the pudin along the top andfor bottom chord. 9) 'NAILED" indicates 3-10d (0.148'x3') or2-12d (0. 148'x3.25') toe -nails per NOS guidlines. 10) In the LOAD CASE(S).section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(pIQ Vert: 1-3=-70, 3-6=-70, 6-8=-70, 2-7- 20 Concentrated Loads (lb) Vert: 3=44(F)6=44(F) 12=39(F)9=39(F) No 68182 i S OF C'1 S&/0NA� �"% Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date_ February 25,2019 O WARNING- Verrly OesignparametarsanCREAD NOTES ON TMISANUwCLUOEGMREKREFERANCEPAGEMIF74mmre 140. 201SBEFOREVSE Design valid for use only with MiTek® connectors. ibis design Is based only upon parameters shownand b for on individual building component, not a fares system. Before use, the building designer must verity the appllcablllty of design parameters and property Incorporate this design Into Me overall buildingdesign. Bracing Indicated is to prevent buckling ofindividual mass web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent. collapse wffi possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of musses and two systems, seeANSV711 poolryy CrBr.4o, DSB419 and BCSI Building Component' 69N Parke East Blvd. Safety Nfomratbmvoiloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexontlno. VA 22314. Tampa, FL 33810 Job Truss Truss Type Oty Ply T76340256 1565613-PACE-ESPINAL E01 Common Girder 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MTek Industries, Inc. Sat Feb 23 05:14:36 2019 Scale = 1:37.2 8.14 MT20HS I I THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. ]o 6z8 - X HTU26 3x6 10xl2 = 12xl4 = HGUS28-2 HTU26 3x6 II ST1.5x8 STP= 10xl2 = 3-8 4538HIS 7580 3-9-G I 3-1 380 _ Plate Offsets (X Y)-- [2:Edge 03-131 [2:0-3-2 0-5-51 [10:0-1-5 0-6-12] [10:1-6-14 0-1-5] [10:0-8-2 0-0-01 fl1:0-4-8 0-1-81 [13:0-6-0 0-6-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.46 Vert(LL) 0.1212-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Ven(CT) -0.1712-13 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WE 0.99 Horz(CT) 0.04 10 Na n/a BCDL 10.0 Code FBC20177rP12014 Matrix-SH Weight: 2861b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 2-0-6, Right 2x8 SP 240OF 2.0E 2-2-4 BRACING - TOP CHORD Structural wood sheathing directly applied or4-3-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=10481/0-8-0, 2=5442/"-O Max Horz 2=179(LC 8) Max Uplift 10=-5609(LC 9), 2=-2926(LC 8) FORCES. Ile) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4= 8918/4750, 4-5=-9967/5260, 5-6=-9921/5350, 6-7=-10330/5197, 7-8=-10367/5097, 8-10=-11981/6130 BOT CHORD 2-14=-4167/7692, 13-14>4167/7692, 12-13---364317352, 11-12=-5254/10418, 10-11=-5254/10418 WEBS 6-12= 2318/5186,7-12=-193/270,8-12=-2832/2262,8-11=-1798/2669, 6-13=-2720/4199, 5-13=-198/279,4-13=-678/1480,4-14=-919/454 NOTES- 1) 2-plytruss to be connected togetherwith 10d (0.131'x3') nails as follows: ,,`4111111111I1//'r (N VF� 4I� Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. `�� PQV • •• �� �1 Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 oc. �% •'' GE N ; •X,� `S••. ��� Webs connected as follows: 2x4 -1 row at 0-9-0 oc. �� i 2) All loads are considered equally applied toall plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to NO 681 82 •;1k 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 S OF 5) All plates areMT20 plates unless otherwise indicated. O 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. • \,�`�� 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��� �` F{ �j�stS will fit between the bottom chord and any other members. •••••" ���� 8) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 5609 Ib uplift at joint 10 and 2926 It, N A11 E p�` at joint 2. 1O 9) Use Simpson Strong-Te HGUS28-2 (36-10d Girder, 12-1 Od Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to Joaquin Velez PE No.68182 back face of bottom chord. MITek USA, Inc. FL Cart 6634 10) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. 6904 Parke East Blvd. Tampa FL 33610 starting at 9-0-12 from the left end to 11-0-12 to connect truss(es) to back face of bottom chord. [late: 11) Fill all nail holes where hanger is in contact with lumber. February 25,2019 0 WARNING-Ven/y Ceslgnpommetemand RE D NOTES ON TNISANDINCLUDEDMfr REFERANCEYAGEM&74Mmv. 1e113k2o156£FORE USE Design void for use only with Maek® connectors. This design Is based only upon parameters shown, and Is for on individual building component, not WE a buss system. Before use, the building designer must verifythe applicability, of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of hdMdual truss web and/or chord members only.. Ad canal temperer, and permanent bracing Mffek' is always requited for stability and to prevent collapse with possible personal hlury and property dllaymage. For general guidance regarding the trussesDe349 and SCSI fWltlhsp Component Safety lnformatlonevalloble from Truss Plate Insttute, 218 Lea Sheet Suite 312. Al�andrrle, VA 22314Medo, Tampa. FL 33610Nd. Job Truss Thus Type Ory Ply T7634M56 1565613-PACE-ESPINAL E01 Common Girder 1 2 Job Reference (optional) Builders FlrstSource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:36 2019 Page 2 ID:OMGHgVGe6ryE1 YUEMmJmnYyIZ4F.dzkSwLZCMRcd020g?BhBYUJw19OakeGVZeK4paM7X NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1800 lb down and 1051 Its up at 13-M, 1800 Ito down and 1051 lb up at 15-0-0, and 1800 lb down and 1051 Ito up at 17-0-0, and 1800 Ito down and 1051 Ib up at 19-0-0 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-6=-70, 6-10= 70, 2-10=-20 Concentrated Loads (lb) Vert:, 10=-1800(F) 12=-1786(B) 13=.9456(B) 16=-1786(B)17=-1800(F) 18=-1800(F) 19=-1800(F) AwARNING- Venlydeslgnparamssion irREADNOTESONTMSANDINCLUDEDMnEKBEF£RANCEPAGEMIP74mmre 1d0Y1p15BEFONEUSE. Design valid for use only with MBek® connectors. Mls design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. Me building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall bustling design. Bracing indicated is to prevent buckling of Individual truss web 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 Me fobticotlon, storage, dellrery, erection and bracing of nurses and truss systems, seeANSNIPII Quality CMnIo, USBdg and BC51 Binding Component Safety Informatlenovaiiabie from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Ale,,cndrlc, VA 22314, MiTek' 69N Parke East Blvd. Tampa, FL 3361 D Job Truss Truss Type Oty Ply T16340257 1565613-PACE-ESPINAL E02 Common 1 1 Job Reference (optional) uullaera rusl5ource, ion Piece, rL 3494b 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:37 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-59lg8haE7lkU?Cb1YvC045rOj79TIDeol4N W SziM7 W 4-2 0 13-4-4 18.0-0-1-8-0 -12 I1.8.0 47 90.47-12 2Xe Seale=1:35.5 4x6 = ST1.5x8 STP= 5xB = ST1.Sx8 STP= ]o Plate Offsets (X,Y)-- [2:0-1-13 0-3-101 [6:0-2-14 0-1-61 [6:0-1-13 0-3-101 P:0-0-0 0-3-10] [8:0-4-0 0-3-01 [9:0-3-6 0-0-6][9:0-0-0 0-3-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(ILL) 0.14 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Ven(CT) -0.25 8-9 >831 180 BCLL 0.0 Rep Stress lncr YES WB 0.17 Horz(CT) 0.03 7 n/a n1a BCDL 10.0 Code FBC2017fFP12014 Matrix-SH Weight: 86111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 4-6: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 2-9,6-7: 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=776/0-8-0, 9=923/0-8-0 Max Horz-9=191(LC 16) Max Uplift 7=-367(LC 13), 9=-474(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1091/1169, 3-4=-848/914,4-5=-850/964, 5-6=-1120/1241, 2-9=-B27/1080, 6-7=675/851 BOT CHORD 8-9=-908/873,7-8=-945/914 WEBS 4-8=-378/434, 5-8=-258/554, 36=-213/498 Structural wood sheathing directly applied or 4-7-5 oc pudins, except end verticals. Rigid ceiling directly applied or 5-5-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corri -1-7-3 to 4-5-15, Extedor(2) 4-5-15 to 9-0-0, Comer(3) 9-0-0 to 15-", Erderal 15-0-0 to 17-8-6 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 to uplift at joint 7 and 474lb uplift at joint 9. ,%%% . IN NS No 68182 fl. Al •c Joaquin Velez PE No.68182 Walk USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: February 25,2019 O WARNING -Ved1ydesl9n pxemefere.md READ NOTES ON TNISANDWCLUOED MREKREFERANCEPAGEMX74n.V.. 7D41Ia2015BEFORE USE *�' Design valid for use only will, MOek® connectors. This design Is based any upon parameters shown, and a for an Individual building component, not a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into fine overall bulldingdesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additionalfemporaryandpermanentbracing b always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobticotion, storage. delivery, erection and bracing of trusses and muss systems seeANSVIPII Quolyy Criteria. DSO-89 and 801 Building Component Safety Informadarrwallable from Truss Plate institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. +'eG'�YO MiTek' 69N Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16340258 1565613-PACE-ESPINAL E03 Hip Girder 1 1 Job Ref(optional) eunoers rlrsraaurce, ran riece, rL 44e4b 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:38 2019 Page 1 I D:QMGHgVGe6ryE1 YuEMmJmnYytZ4F-ZLsCL1 asu3sLdLA36cjfdJOehz4aCkxol ypw2uzIM7V -1-8-0 3-7.0 7-0-0 11-0-0 14.10 18-0.0 19-8-0 1-8-0 3-7.0 I 3-5-0 40.0 3-5-0 34-0 06 = NAILED 14 4x6 = 5x8 11 THJA26 NAILED THJA26 5x8 II LOADING (psf) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-9-15, Right 2x6 SP No.23-9-15 REACTIONS. (lb/size) 7=1640/0-8-0, 2=1640/0-8-0 Max Horz 2=132(LC 8) Max Uplift 7=-1187(LC 9), 2=-1187(LC 8) Scats=1:38.0 CSI. DEFL. in (too) I/deft Ltd PLATES GRIP TO 0.98 Vert(LL) 0.13 9-11 >999 240 MT20 2441190 BC 0.61 Vert(CT) -0.12 9 >999 180 WB 0.21 Horz(CT) 0.04 7 rVa Na Matrix-SH 'Weight: 1091b FT=20/ BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-10-10 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2479/1849, 4-5=-2089/1678, 5-7=-2478/1849 BOT CHORD 2-11=-1504/2071, 9-1 1=-1 50912089, 7-9=-1500/2071 WEBS 4-11= 236/544, 5-9=-236/544 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=S.Opsf; h=15ft; Cat. II; EXP C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; 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 any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1187 lb uplift at joint 7 and 1187 lb uplift at joint 2. 7) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 7-0-6 from the left end to connect misses) to back face of bottom chord. 8) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or equivalent at 10-11-10 from the left end to connect misses) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 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) 305 lb down and 476 lb up at 7-0-0, and 305 lb down and 476 lb up at 11-0-0 on top chord. The design/selection of such connection devicd(s) is the responsibility of others. 12) 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 ♦♦ 0iaIN rVF�ilifi,. .� �.•'GENS•.�'., N0 68182 Er z �'. On OF : ��� ' SS-ONA1 ���OR X'0 `♦ Joaquin Velez PE No.68182 MITek USA, Inc: FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Q WARNWG-V ft deslgnparametere and READ NOTES ON]MSAND NCLUDED MREKREFERANCEPAGEM&74]a rse V=Z015BEFORE USE R• Design valid for use any with MifeM connectors.IItls tleslgn is bused only upon parameters shown, acid is 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 the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Adtlltional temporary and permanent bracing Is always required for stobtily and to prevent collapse win possible personol injury and property damage. For general guidance regarding the fabrication, sbroge, delivery, erection and bracing of busses and truss systems, seeMSVWII Quality CMuln, DS"9 and BCSI Balding component Safety Informatbrpvcilable from Truss Rote Institute, 218 N. Lee Street, Suffer 312. Mexondrla. VA 22314, w` MiTek' 6904 Parke East BNd, Tampa, FL 33610 Job Truss Truss Type Dry Ply Tifi340258 1565613-PACE-ESPINAL E03 Hip Girder 1 1 Job Reference(pt nap tlun0ers Ynstsource, Fart Piece, FL 34945 8.220 allov 162018 MiTek Industries, Inc. Sat Feb 2305:14:38 2019 Page 2 ID:OMGHgVGe6ryElYuEMmJmnYy24F-ZLsCL1 asu3sLdLA36cjfdJO8hz4aCkxolypv2uaM7V LOAD CASE(S) Standard Uniform Loads (pli) Veil: 1-4=-70, 4-5=-70, 5-8=-70, 2-7=-20 Concentrated Loads (Ili) Vert: 4=-258(B)5= 258(B)11=-362(B) 9=-362(B) 14=-160(8) 15=-50(8) Job Truss Truss Type city Ply T76340259 1565613-PACE-ESPINAL E,12 Jack -Open 5 1 Job Reference (optional err Piece, rL ornaa 8.220 s Nov 16 2018 MiTek Industries, Inc. Sal Feb 23 05:14:39 2019 Page 1 ID:OMGHgVGe6ryE1 YUEMmJmnYyfZ4F-2YPbZNbUfh_CFVkFgJEu9WxO3NYNxEOxFcZUbLziM7U Scale=1:11.5 axo II pli.Lxablr= LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TGLL 20.0 Plate GripCOL. 1.25 TIC0.68 Ven(LL) 0.00 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Hall 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=274/0-8-0, 3=21/Mechanical, 4= 9Mlechanical Max Horz 5=11 B(LC 12) Max Uplift 5=-156(LC 12), 3=-44(LC 12), 4=-9(LC 1) Max Gmv 5=274(LC 1), 3=22(LC 19), 4=21(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-230/567 Structural wood sheathing directly applied or 2-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) 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 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 156 lb uplift at joint 5, 44 lb uplift at joint 3 and 9lb uplift at joint 4. IN ,i No 88982 90:, soF �:ir Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69N Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Q WARNING-Vedfydeslgn parameters and READ NOTES ON TNISANDINCLUDED M?EKREFERANCEPAGEMM1T4".r, IW0.1201SBEFOREUSE *� Design valid for use only with MBeka connectors. this design Is based only upon parameters shown and Is for an IndNldual building component, not a truss system. Before use, the buldi ng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i•FY��p bulldingdesign. Bracing Indicated Is to prevent buckling o/Individual truss web and/or chord members only. .Addiilonaltemporary and permonentbracing MiTek' Is always readied for stability and to prevent collapse with passible personal injury and property damage. For general go dance regarding the fabrication storage, delivery, erection and bracing of muses and truss systems. seeANSWII Qualryy Cd aria, DS11 S9 and SCSI Building Component Safety Inlormatbrnvailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Tmss Type Ory Ply T76340260 1565613-PACE-ESPINAL EJ3 JACK -OPEN 9 1 Job Reference (optional) Builders RrslSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:43 2019 Scale = 1:11.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ved(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Verb 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.01 3, Na Na BCDL 10.0 Code FBC2017/rP12014 Matni Weight: 1316 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing_ directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=285/0-8-0, 3=23/Mechanical, 4=-12/Me hanical Max: Ho¢ 5=122(LC 12) Max Uplift 5=-162(LC 12), 3=-46(LC 12), 4=-12(LC 1) Max Gray 5=285(LC 1), 3=23(LC 19). 4=20(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-237/581 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) 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 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 hearing plate capable of withstanding 162 lb uplift at joint 5, 461b uplift at joint 3 and 12 Ib uplift at joint 4. OPaUIN C E N SFC's'�','��i No 68182 00.• S OF :JZ �Z 1J 11111111110 Joaquin Velez PE No.68182 MITek USA, Inc. FL Geri 6634 69N Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Q WARNING -VerDyd1simpmametersend READNOTES ON MSANDNCLUDEDMrrEKREFERANCEPAGEMM17473my. 146320ISBEFOREUSE. Design valid for use only with Mrek® connectors. hus design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lntllcoted is to prevent buckling of Individual hum web 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 Me fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeANSVIP11 Quality creedo, DSB419 and SCSI Building Component Safety Infonnalbnav Noble from Truss Pate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314, ��- MOW 6904 Palle East Blvd. Tampa. FL 33610 Job Truss Truss Type Oty Ply T16340261 1565613-PACE-ESPINAL E.14 Jack -Open 2 1 Job Reference (optional) Builders Firstsource, Fort Piece, FL34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:452019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-sinsp09FFCILzOCPOaLIPnA0YnU7LxvpeYOoo_ziM70 -1-8.0 4.4.0 1.8.0 4.4.0 5xB II LOADING (psf) SPACING- 2-0-0 Cat. DEFL in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 VeTI 0.08 4-5 >573 240 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.08 4-5 >619 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=339/0-8-0, 3=114/Mechanical, 4=39/Mechanical Max Horz 5=199(LC 12) Max Uplift 5=-169(LC 12), 3=-138(LC 12), 4=-55(LC 9) Max Grav 5=339(LC 1). 3=114(LC 1), 4=73(LC 3) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-297/627 Scale = 1:17.2 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20 Structural wood sheathing directly applied or 4-4-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1). Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psC h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 5, 13B III uplift at joint 3 and 55 Ib uplift at joint 4. UIN ♦♦♦`,`�OPaG E N S. No 68182 -10 9 S OF :4/Z 00. Z9 �. % Joaquin Velez PE No.68182 Ill USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 AWARNING-Ved/ydeslSnpsrameteraandREADNOTESONTHISANDINCLUDEDMITEKREFERANCEPAGEMe1473rex.1aN32a15BEFOREUSE. Design volid for use only with Meek® 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 the applicability of design paramefersantl properly Incorporate this design Into the overall building design. Bracing hdacted is to prevent buckling of Individual hues web and/or chord members only. Additional temporary and permanent bracing s, always required for stability and to prevent Collapse with possible pesonot Injury and property damage. For general guidance regarding Me fobricoflon. storage, delivery, erection and bracing of frusses and trusssystems, seeANSVIPtf Cualryy Criteria, DSB49 and SCSI SuldbD Component Safely Informallonovoi dole from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek* 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T76340262 1565613-PACE-ESPINAL EJ5 Jack -Open 12 1 Jab Reference (optional) builders First6ouroe, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries. Inc. Sat Feb 23 05:14:47 2019 2x 5x8 II STl.5xe STP= LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.16 4-5 >348 240 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.15 4-5 >376 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.06 3 Na n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=365/0-8-0, 3=137/Mechanical, 4=50/Mechanical Max Horz 5=223(LC 12) Max Uplift 5=-177(LC 12), 3= 162(LC 12), 4=-65(LC 9) Max Gmv 5=365(LC 1), 3=137(LC 1), 4=87(LC 3) FORCES. (Ib) -Max Comp./Max. Ten. -A[] forces 250 (Ib) or less except when shown. TOP CHORD 2-5=321/665 Scale = 1:21.5 PLATES GRIP MT20 244/190 Weight 211b FT=20% Structural wood sheathing directly applied or 1-4-12 oc pudins, except end verticals. Rigid ceiling directly applied or 8-7-2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 4-11-4 zone; cantilever left and fight exposed ; porch 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 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 5, 162 Ib uplift at joint 3 and 65 Be uplift at joint 4. PpUIN .•GENS. Fri ii. No 68182 9 STP OF :��Z fit' Joaquin Velez PE No.68182 MITek USA, Inc. FL Celt 6634 6904 Parka East Blvd. Tampa FL 33610 Dates February 25,2019 QWABNING- Vsn1yde99npvs..t .d READ NOTES ON THZMDINCLUDWM]TENBEFEHANCEPAGEMIP74n., 10032015BEFORE USE. Design valid for use only with Maeak connectors. The design Is based only upon parameters shown, and Is for on individual building component not a truss system. Before use, the building designer must verify Me oppecabilily of design parameters and properly Incorporate fits design Into Me overall building design. Bracing lndIcated is M prevent buckling of Individual hum web and/or chord members only, Addiflonal temporary and permanent bidding 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 hum systems, seeANSVMII Quality Cdhda, DS949 and SCSI BUSdbp Component Safety InformolbrWailable from Truss Plate Institute. 218 N. Ise Sheet, Sulte 312, Alexandria VA 22314, MiTek' 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type City Ply T16340263 1565613-PACE-ESPINAL EJ7 JACK -OPEN 20 1 Jab Reference (optional) Builders FlrsfSource, Fort Piece, FL34945 2x 3xB II 8.220 sNov 16 2018 MiTek Industries. Inc. Sat Feb 23 05:14:49 2019 Page 1 Scale = 1:23.6 Plate Offsets (X Y)-- 12:0-4-9 Edgel LOADING (psf) SPACING- 2-" CSI.. DEFL. in (too) Vdefl Ud -PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) 0.13 2-5 >fx13 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Ved(CT) -0.17 2-5 >490 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 4 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 36 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SPNo.23-11-7 REACTIONS. (Is/size) 4=230/Mechanical, 2=437/0-8-0, 5=70/Mechanical Max Horz 2=299(LC 12) Max Uplift 4=-256(LC 12), 2=-200(LC 12) Max Gray 4=230(LC 1), 2=437(LC 1), 5=116(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 6-0-0 do puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 6-11-4 zone;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 pet 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 2561b uplift at joint 4 and 200111 uplift at joint 2. ON 'S E N 6, i No 68182 �'. STOF : �4/Z Joaquin Velez PE No.68182 Mf7ek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date. February 25,2019 O WARNING - Vetllyde 9np.Ixs s1.dF AD NOTES ON TNISANO INCLUDED MNEKREF£RANCEPAGEMM17473nrv. II1421,2015BEFORE USE. Design voila for use only with MBeldD connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��- a lass system. Before use, the building designer must verify the applicability, of design porometers and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated is to prevent buckling ofindividual lussweb and/or chord members only.. Additional temporary and pennanentbracing 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 brocing of trusses and truss systems, seeANSUIPl1 Quality Criteria, DS"9 and BCSI Burtlhp Cempenont Safoty Infemintio ovalloble from Truss Plate Institute, 218 N. use Sleet, Suite 312. Alexantlrlq. VA 22314. 6904 Parke East Blvd. Tempe. FL 33610 Job Truss Truss Type ' Oty Ply T16340264 1565613-PACE-ESPINAL EJ21 Jack -Open 2 1 Joh Reference o iional Builders,FirstSource, Fort Piece, FL 34945 LOADING (psi) SPACING- 2-0-0 CSI. 1',*LL 20.0 Plate Grip.DOL 1.25 TC 0.78 TCDL 15.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL. 10.0 Code FBC2017/rP12014 Matrix-R 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:40 2019 Page 1 I D:OMGHgVGe6ryE1 YuEMmJmnYytZ4F-W kzzmjc60g62sfJSE117ijTXNmtwggg4UG 117nziM7T DEFL. in (loc) Udefl Ud Vert(L-) 0.00 4-5 >999 240 Vert(CT) 0.00 4-5 >999 180 Horz(CT) 0.01 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=294/0-8-8, 3=1911utechanical, 4--12/Mechanical Max Horz 5=115(LC 12) Max Uplift 5=-175(LC 12), 3=-40(LC 12), 4=-12(LC 1) Max Grav 5=294(LC 1), 3=19(LC 1), 4=24(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-246/618 Scale=1:11.3 PLATES GRIP MT20 244/190 Weight: 12 no FT=20% Structural wood sheathing directly applied or 2-1-6 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1). Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; 11=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Conni 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 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 1751b uplift at joint 5, 40 lb uplift at joint 3 and 12 lb uplift at joint 4. akJ IN No 68182 '0'�ss'ONA; % Joaquin Velez PE No.68182 MIT& USA, Inc. FL Cert 6634 6904Parke Fast Bind. Tampa FL 33610 Date: February 25,2019 QWARNING-V.Hfydestg0perame(ersand READNOTESONMMANDDICLUDWD KREPERANCEPAGEM674M.v. fDDa2015BEFOREUSE *� Design valid for use only with MOek&connectors. This design 6 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 properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of lndMdual hues web and/or chord members only., Addilonal temporary and permanent bracing =•Yw MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delNery, erection and bracing of trusses and cuss systems, seeANSWII GuNEy CdMM, OSB-09 and BC51 lu1dhp Component sulety In/ermetbnwoilable from Truss Rate Institute, 218 N. Lee Sheet Suite 312 Aiexontlrlo, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type PIY T76340265 1565613-PACE-ESPINAL EJ22 Jack -Open 1 1 Job Reference (optional)OtY Builders.RrstSource, Fort Piece, FL 34945 6.220 s Nov 16 2018 MiTek Industries, Inc. Sal Feb 23 05:14:41 2019 Page 1 ID:OMGHgVGe6ryE1 VuEMmJmnYyfZ4F-_wXLe2dkB_FvupuenkHMExoggAEEP7wEIw2bfDziM7S -t-9-B 2-0-0 1-9 8 2 0.0 Scale = 1:10.7 2x4 II 5 - ST1.5x3 STP= 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.29 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Maur Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 5=302/0-8-0, 3=8/Mechanical, 4=-10/Mechanical Max Uplift 5=-233(LC 8), 3=-23(LC 9), 4=-10(LC 1) Max Grav 5=302(LC 1), 3=14(LC 8), 4=34(LC 8) FORCES. (Ib) - Max. Comp/Max. Ten. -Aft forces 250 (lb) or less except when shown. TOPCHORD 2-5=-256/341 Structural wood sheathing directly applied or 2-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second. gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Ili; Exp Q 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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 andanyother members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to Dealing plate capable of withstanding 233 lb uplift at joint 5, 23 lb uplift at joint 3 and 10 lb uplift at joint 4. J� OPQUIN .�'S.' GEN& No 68182 0 S QF S1111111ONA\ 1O%, Joaquin Velez PE No.68182 MRek USA, Inc. FL Cart 6634 69N Parke East 9Nd. Tampa FL 33610 Data: February 25,2019 Q WARNING- Verity design peramefen andREAD NOTES ON MIS AND INCLUDED MMEKNEFERANCEPAGEMII-747a rev. fo=oISBEFGREUSE. Design valid for use only with MffekO connectors. Mls design is based only upon parameters shown, and is for an Individual building component, not �• Nil'I`j a puss system. Before use, Me building designer must verify Me applicability of design parameters and properly incorporate his design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web antl/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 propeny damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSVrPI1 Quality Cril lo, blIS-119 and SCSI Sutdhp Componont 6904 Pella East Bald. Safety Infomsa6anwalloble from Truss Plate Institute, 218 N. tee Street, Suits 312. Aloxondra. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply T1fi3402fi6 1565613-PACE-ESPINAL EJ23 Jack -Open 1 1 Job Reference o tional Builders FirstSoures, Fort Piece, FL 34945 2x4 It 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:42 2019 Scale: 3/4'=1' LOADING (Pat) SPACING- 2-0-0 CS]. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TLIOL 15.0 Lumber DOL 1.25 BC 0.09 VerrCT) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.02 3 We rda BCDL 10.0 Code FBC2017/TPI2014 Matriz-R Weight: 131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins: BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling dimotty applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=302/0-8-0, 3--4/Mechanical, 4=-6/Mechanical Max Uplift 5=-233(LC 8), 3=-23(LC 9), 4=-6(LC 1) Max Grev 5=302(LC 1), 3=17(LC 8), 4=30(LC 8) FORCES. (Ili) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-260/345 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C.Exterior(2) zone; cantilever left and fight exposed ;C-C for members and forces 8 MW FRS 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 20.01 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. \ \Q\{V Q V, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2331b uplift at joint 5, 231b uplift at joint `\\ OP, 3 and 61b uplift at joint 4. �� G E N No 68182 9 S OF :4V s,ON... %%%% ll I E� Joaquin Velez PE No.68182 MiTek USA, fna FL Oht 66M 6904 Parke East BNd.Tampa FL 33610 Date: February 25,2019 O WARNWG-Vent deslgnPeremeferasnd READNOTES ON MIS AND WCLUDEDAVIEKREFERANCEPAGEMI474".. 1Wa32015 BEFORE USE. Design volld for use any with M6eWconnectors. This design is based only upon parameters shown, and is for an Individual bulling component not �R W` a hum system. Before use. Me building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall bulldingdaslgn. Bracing Indicated is to prevent buckling ofIndividual hum web and/or chord manionly. .Additional temporary and pertnanentbrocing MiTek' Is always required for stability and to prevent coilopse with possible personal injury and property damage. For general guidance regarding Me fabrlcaeon, storage, delivery. erection and bracing of trusses and Crum systemx seeANSVIPB QualityCofede, DSB419 and BCSI Soloing Component fi904 Parke East Blvd. Safety Informaf orsavoilable from Truss Plate Institute. 218 N. We Steel,Suite312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply T76340267 1565613-PACE-ESPINAL EJ24 Jack -Open 1 1 Job Reference (optional) tlmleers Flrstbou69, Fort Fiece, FL 34945 8.220 s Nov 16 2018 MiTek Inc. Sat Feb 23 05:14:42 2019 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip.DOL 1.25 T@OL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 2x4 11 CSI. DEFL. in (loc) Vdefl Ud TC 0.29 Vert(LL) 0.00 5 >999 240 BC 0.08 Vert(CT) 0.00 4-5 >999 180 WB 0.00 Horz(CT) 0.02 3 n/a n/a Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 5=302/0-8-0, 3=3/Mechantcal, 4=-5/Mechanical Max uplift 5=-233(LC 8), 3=-23(LC 9), 4=-5(LC 1) Max Grav 5=302(LC 1). 3=18(LC 8). 4=29(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-262/347 Scale = 1:17.9 PLATES GRIP MT20 2441190 Weight: 14 lb FT=20% Structural wood sheathing directly applied or 2-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst 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 & MW FRS 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 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint 5, 23 lb uplift at joint 3 and 5 lb uplift at joint 4. OPQUIN GENg No 68182 Al :rye: �.4-e�5.4pR�OP����`� qS'0NA „ Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Job Truss Truss Type OtY Ply T16340266 7565613-PACE-ESPINAL EJ31 Jack -Open 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 3x8 11 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:44 2019 Page 1 ID:QMGHgVGe6ryE1 YuEMmJmnYyIZ4F-OVDUo4fdUvdULGdDTtg3sZeLdOCocUfgPuGFGYziM7P Scale=1:14.0 2.11-0 LOADING fast) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 T@DL 15.0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.02 34 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-R Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 4=118/0-7-0, 2=84/Mechanical, 3=35/Mechanical Max Hom 4=93(LC 12) Max Uplift 4=-51(LC 9), 2=-100(LC 12), 3=42(LC 9) Max Grav 4=118(LC.1), 2=84(LC 1), 3=52(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-11-0 oc pulihs, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15H; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed.; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=7.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 4, 100 lb uplift at joint 2 and 42 lb uplift at joint 3. %��`Op�OUIN `J � .��OENS*.. .� No 68182 �'. S OF :��Z % fR SOON Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904-Parke East Blvd. Tampa FL 33610 Date February 25,2019 Q WARNING -Verity design parameleraand READ NOTES ON THISANO INCLUDED MTTEKREFERANCEPAGEM4.74MNh, 1N012e15BEFOREUSE. Design valid for use only with MileM connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not a Muss system. Before use, the building designer must vari y me oppllcobllly of design parameters and propetly incolporafe this design Into the overall buwndingdeslgn. Bracing Indicated is to prevent buckling of Individual husswIs and/or chord members only. Addleonoltemporary and bracing MiTek' permanent Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, carve, erection and brocing of trusses and huss systems. seeANSVIPII Quality CrMeM, 1351d9 and SCSI Building Component 69N Parke East Blvd. Safety Infetmaftonavailable from Truss plate Institute. 218 N. Lee Sheet, Suite 312, Alessandro. VA 22314. Tampa, FL M610 Jab Truss Truss Type Oty Ply T16340269 1565613-PACE-ESPINAL EJ41 Jack -Open 1 9 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 3x8 II 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:46 2019 Page 1 ID:OMGHgVGe6ryEtYuEMmJmnYy1Z4F-KuLEI mhtOWtCaanbalsXx-jZrBnr4O9nCILLRvM7N Scale=1:17.2 Plate Oftsets(X,Y)— f4:0-4-50-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) 0.11 3-4 >430 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Veft(CT) 0.10 3-4 >463 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.05 2 rVa n/a BCOL 10.0 Code FBC2017ITP12014 Matrix-R Weight: 151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (l ize) 4=182/0-8-0, 2=128/Mechanical, 3=54/Mechanical Max Horz 4=143(LC 12) Max Uplift 4=-86(LC 9), 2= 148(LC 12), 3=-60(LC 9) Max Gray 4=182(LC 1), 2=128(LC 1), 3=79(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-4-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exio C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 861b uplift at joint 4, 148 lb uplift at joint 2 and 60lb uplift at joint 3. ` • V F� i No 68182 9 ST OF C? � Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dater February 25,2019 O WARNING- Va1fydaslgn1ammefersand BEAD NOTES ON THISANO INCLUDED MmEKREFEBANCEPAGEUX747a rev. 14?a1,2015BEFOREUSE. *�• Design valid for use only with Mne& connectors. This design a 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 the overall bulldingdesign. Brocing Indicated is to prevent buckling of Individual Muss web and/or chord members only.. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and buss systems seeA JSV711 Quality CAaria, DSO-69 and 1101 Bidding Component 6904 Parke East BNtl. Skii Infarmatbrnvo0obie from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa FL 33610 Job Thus Truss Type dry Ply T16340270 1565613-PACE-ESPINAL EJ42 Monopitch Girder 1 1 Job Reference (optional) umiaere Ylrslbource, Fort t'lece, FL 34945 Sl 3x4 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:46 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-KULEI mhtO WtCaanbalsXx-jgPBm4O9=Cl LLRziM7N Scale = 1:17.2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.03 1-3 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-p Weight: 22 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=391/Mechanical, 1=362/0-8-0 Max Horz 1=171(LC 8) Max Uplift 3=-326(LC 8), 1=-214(LC 5) FORCES. (lb) -Max .CompJMax. Ten. -All tomes 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-4-0 ocpudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and fight exposed ; porch 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 20.0psf 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. 4) Refer to girder(s) for truss to fuss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 3 and 214 lb uplift at joint 1. 6) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 2-4-12 from the left end to connect truss(es) to front face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the toss 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: 1-2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 4=-407(F) `,JOPpk)IN,VFW J %S G E N,9 .� No 68182 9' S OF :14/Z 4(1 fR Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 ,A WARNING -yedfydesren per.met.rsandREAD NOTES ON THISANDINCLUDED MREKREFERANCEPAGEMd74n env. 10113,2015BEFOREUSE. Design volld for use only with Mine& 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 applicability 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 permonent bracing 6 always required for stobiety and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and truss systems. seeANSUIPII DualiStyy Cdbib, D8949 and SCSI Balding Component Safety Informatbrpvailable from Truss Plate Insttfute. 218 N. Lee sheet Suite 312. Alexandria. VA 22314. ��• MiTek' 6904 Puke East Blvd. Temp., FL 33610 Job Truss Truss Type Oty T76340271 1565613-PACE-ESPINAL EJ51 Jack -Open 6 �Jb eference o tmi Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:48 2019 Page i 3x8 II ST1.5%A STP= 2-10-0 S-0-0 2-10-0 2-2-0 Scale = 1:18.9 Plate ONsets(XY)-- 13:0-4-70-1-6116:0-0-80-1-8118:0-4-120-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.68. Vert(L-) 0.05 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.05 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 2516 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 •Except' 6-7: 2x4 SP No.3 BOT CHORD WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 8=383/0-8-0, 4=122/Mechanical, 5=76/Mechanical Max Horz 8=223(LC 12) Max Uplift 8=-168(LC 12), 4=-131(LC 12), 5=-30(LC 12) Max Grav 8=383(LC 1), 4=122(LC 1), 5=110(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-350/650 Structural wood sheathing directly applied or 5-0-0 oc puffins, except end Verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3)-1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 4-11-4 zone; cantilever left and fight exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Gat 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 168 Ib uplift at joint 8, 131 lb uplift at joint 4 and 30 lb uplift at joint S. ON........ j No 68182 ir ST OF :IIJ 0 0 0 R 1 p p 0N 1111111010 Joaquin Velez PE No.68182 MRek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:' February 25,2019 Q WARNING -PedlydesigDpalemate28ad READ NOTES ON T USAND INCLUDED NNEKREFERANCEPAGE118I-74T.Ini 100312015BEFOREUSE. Design valid for use only with MRek® connectors. mis design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verity the appilcablllfy of design parameters and properly Incorporate this design Into me overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing a always required for stability and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSVIPiI Gualppyy CrIteda, DS049 and BCSI Building Component Safety Infeanasonovoiloble from Truss Plate Instrute. 218 N. Lee Street. Suite 312. Alexandria. VA 21314. MiTek' 6904 Parke East Blvd Tampa, FL 33610 Job Truss Truss Type Qty Ply T16340272 1565613-PACE-ESPINAL G01 Half Hip 1 1 Jab Referenceo tional Builders Fust5ource, Fort Piece, FL 34945 8.220 s Nov 162018 MiTek Industries, Inc. Sat Feb 23 05:14:502019 Page 1 I D:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F.Dfals7kO31Ne3C4Np7xT6quEgoCJOBxZngjZUCziM7J -1-8-0 7-10-8 1-8-0 ] 10 8 1 1 8 2xe 4.6 = 3x4 = 5T1.5xe STP= ST1.5x8 STP= axe II 0-&0 7.10.8 9-0-0 0.8.0 1 7-2-8 4.6 11 Scale = 1:30.0 Plate Offsets (X,Y)— 12:0-3-8Edgel 15:Edge 0-1-81, (6:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.19 7-8 >490 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.22 7-8 >423 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.27 Hoa(CT) -0.00 6 Na We BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 48 lb 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 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.30-11-15 REACTIONS. (lb/size) 6=322/0-6-0, 8=587/0-e-0 Max Hoa 8=231(LC 12) Max Uplift 6=-151(LC 12), 8=112) FORCES. (Ib) -Max Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-594/189 BOT CHORD 2-8=-72/341 WEBS 4-7=-164/371,3-8=-492J907 Structural wood sheathing directly applied or4-1-15 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-7-3 to 4-4-13, Intedor(1) 4-4-13 to 7-10-8, Extedor(2) 7-10-8 to 8-10-4 zone; cantilever left and right exposed ;C-C for members and forces R 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 pi bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 6 and 155 lb uplift at joint 8. No 68182 MiTek USA, Inc. R. Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: February 25,2019 A WARNING- VeHfydslgn psmmelersand HEAD NOTES ON THISANO MCLUOEO M?EKFEFERANCEPAGEM274T3 rev. 1OVO4V156EFORE USE Design valid for use only with MIMM connectors. This design 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 applicability of design parameters and properly Incorporate this design Into the overall build'ingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent. collapse WM possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery. erection antl bracing of tusses and truss systems, seeAN9/rPl1 Quality Cdleda, DSBI and SCSI Suldhp Component 6904 Parke East Blvd. Safety aformatanavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16340273 1565613-PACE-ESPINAL G02 Hip 1 1 Job Reference o tional ounces FlmtSaurce, Von Piece, FL 34945 8.220 s Nov 16 2018 MiTek 2x4 4x6 = 3.4 = 4x6 — 4 5 6 Inc. Sat Feb 23 05:14:51 2019 Page 1 3x4 = uxo — &4 = 3.8 11 Scale = 1:41.2 Plate Offsets (X Y)— [2:0-4-9 Edge] [8:04-9 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.10 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.2310-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.04 8. Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight; 1111b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-3-14, Right 2x6 SP No.2 3-3-14 REACTIONS. (lb/size) 2=1020/0-8-0, 8=1020/0-8-0 Max Hom 2=-74(LC 10) Max Uplift 2=-266(LC 12), 8=-266(LC 13) FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1424/806, 4-5= 1155/808, 5-6=-1155/808, 6-8=-1424/806 BOTCHORD 2-12=510/1141, 10-12=-664/1351, 8-10=-516/1141 WEBS 4-12=-87/371, 5-12=-322/243, 5-10=-322/243, 6-10=-87/371 BRACING - TOP CHORD Structural wood sheathing directlyapplied or 4-115 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Ops4 h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-75 to 4-4-13, Interior(1) 4-4-13 to 5-10-8, Exterior(2) 5-10-8 to 21-9-3 zone; cantilever left and right exposed ;ID-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 21 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 266 lb uplift at joint 2 and 2661b uplift at joint 8. �P V J IN �%�`,JG No 68182 cc Z S Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904-Parke East Blvd. Tampa FL 33610 Date: February 25,2019 0 WARNING- yerUy Oeslgnperameten:.rd READ NOTES ON MIS AND INCLUDEDMmEKREFERANCEPAGEMI1-7473 rev. 10111a2015BEFORE USE Design valld for use only with MBekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing indicated It to prevent buckling of indiOdual ttns web and/or chord members only. Additional temporary and bracing MiTek' permanent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the recreation, storage, delivery, erection and bracing of truces and hum systems, seeMSU1PI1 Cuotlty Call D3049 and BCSI Building Component 6904 Parke East Blvd. Safely Informatbnrvallable from Truss Plate Institute. 218 N. We Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type ' 011y Ply T16340274 1565613-PACE-ESPINAL G03 Hip Girder 1 1 �JotbFleference (optional) Builders FirslSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sal Feb 23 05:14:53 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyr24F-dEGtV9mGMglCwfpxUGUAkT W mXO9TDKF?Toy04XziM7G -1-8-0 4-4-0 10-1-0 15-10-0 20.2-0 21-10-0 1.8.0 4-4-0 590 5 s o 4a 0 Scale=1:41.2 5x8 = 6.00 12 NAILED 2.4 II 4 13 NAILED 14 NAILED NAILED 5x8 = 15 5 2x4 It 7xl0.= NAILtu 2x411 3x12 MT20H5 3x12 MT20H5 II HTU26 NAILED NAILED NAILED 4-40 1U7-0 15-10-0 2b2-0 4-4-0 5-9.0 5-9-0 H 4-0-0 Plate Offsets (X,Y)-- [2:0-5-8,Edgel. [2:0-0-15 0-9-31 [2:0-07 0-0-15] ]3:0-6-0 0-2-8] [5:0-6-0 0-2-8] [6:0-5-8 Edge] [6:0-0-15 0-9-3] [6:0-0-7 0-0-15] [9:0-5-0 0-4-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ved(LL) 0.22 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.18 9 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress liner NO WE 1.00 Hori(CT) -0.04 6 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 1191b FT-20% LUMBER - TOP CHORD 2x4 SP No.2'Excepr 3-5: 2x4 SP No.1 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=1284/0-8-0, 6=1367/0-8-0 Max Hom 2=91(LC 12) Max Uplift 2= 1064(LC 5), 6=-1231(1_C 4) FORCES. (Ib) - Max. CompJlvax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 1899/1735,3-4=-2798/2788,4-S=-2798/2788,5-6=-2070/2072 BOT CHORD 2-10=-1444/1545, 9-10=-1453/1552, 8-9=-1703/1704, 6-8=-1690/1695 WEBS 3-9=-1441/1395,4-9=-535/536, 5-9=-1102/1213, 5-8=-238/306 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-7oc pudins. BOT CHORD Rigid ceiling directly applied or 5-6-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1064 lb uplift at joint 2 and 1231 lb uplift at joint 6. 8) Use Simpson Strong -Tie HTU26 (20-1Dd Girder, 11-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent at 9-10-12 from the left end to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) 'NAILED' indicates 3-1 Did (0.148°X3') or 3-12d (0.148'x3.25°) toe -nails per NOS guidlines. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 2-6=-20 QUIN No 68182 S �� F i Joaquin Velez PE No.68182 Melt USA, Inc. Fl, Carl 66M 6904 Parke East Blvd. Tampa R.33610 Date: February 25,2019 A WARNING-Vedtydeslgnpan etemand RE DNOTES ON WISANDWCLUDEDMREKREFF ANCEPAGEMIF7473rex. 11M032eISBEFORE USE. *�- Design valid for use only AM Ml ls� connectors. this design Is based only upon parameters shown and Is for on Individual building component, not a truss system. Before use, Me adJding designer must venfy Me applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated 6 to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collopse wlM possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of laeses and buss systems, seeANSVrPII CualN8yy CdMda, DS349 and BCSI Buldlna Component Safety Infarmationc vallable from Truss Plate Institute, 218 N. Lee Skeet, Suite 312. Alexontltlo, VA 22314. I■.Y{� MiTek• 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type • OtY Ply T1fi340274 1565613-PACE-ESPINAL G03 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Fab 23 05:14:53 2019 Page 2 ID:OMGHgVGe6ryE1 VuEMmJmnyyfZ4F-dEGtV9mGMglCwfpxUGUAkTW mXO9TDKF7ToyD4XziM7G LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-37(F) 9= 371(F) 8=0(F) 13=-58(F) 14=-44(F) 15=-44(F) 16=-34(F).17=-19(F) 18=d9(F) Q WARNING -Vefirytleslg.Fs..efersend READ NOTES ON MWAND INCLUDED MREKREFERANCEPAGEM67V3h,. 1amaQ0I5BEFORE USE valid for use any with MOe& connectors. This design 6 based only upon parameters shown, and 6 for an Individual building component, not let a truss system. Before use. Me building designer must verify Me applicability of design parameters and properly Incorporate Mls design Into Me overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing M)T®k* 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 hums and truss systems. seeAN9/IPII Quality Cd eft, DS349 and SCSI Building Component Safety Infomia11ora from Truss Plate Institute, 218 N. Street, Suite 6904 Palle East Blvd. Tampa, FL 33610 vallable Lee 312. Alexandria, VA 22314. Job Truss Truss Type ' Gly Ply T16340275 1565613-PACE-ESPINAL G04 Roof Special 1 1 Job Reference (optional) Builders MrstSource, Fon Piece, FL 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:54 2019 Page 1 I D:GMGHgVGe6ryE1 YuEMmJmnYy24F-5GpGi Vnu7zt3YpO82z7PGg2vdQdMy. 008iShndzziM7F -1-&0 4.11-0 Z-87-00 2 S 9-100 1 t-8-0 1 4.11-0 1 2-- LOADING (pso SPACING- 2-0-0 TGLL 20.0 Plate Gnp.DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress ]net YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-8-8 REACTIONS. (IWsize) 8=427/Mechanical, 2=557/0-8-0 Max Horz 2=176(LC 12) Max Uplift 8=-311(LC 9), 2=-302(LC 9) Scale = 1:21.8 4x6 = CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TC 0.78 Vert(LL) 0.05 2-9 >999 240 MT20 244/190 BC 0.29 Vert(CT) 0.05 2-9 >999 180 WB 0.09 Hom(CT) -0.01 8 n/a n1a Matnx-SH Weight: 51 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals. BOT CHORD Rigid ceiling directy applied or 6-7-1 cc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-550/845, 4-5=-445/846, 5-6=-556/989, 6-8=-383/558 BOT CHORD 2-9=-720/392, 8-9=-720/392 WEBS 4-9=-441/205 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exi1 C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and CC Extedor(2) -1-7,3 to 4-4-13, Intenor(1) 4-4-13 to 4-11-0, Extedor(2) 4-11-0 to 7-5-9, Interior(l) 7-5-9 to 9-8-4 zone; porch left and right exposed;C-C for members and forces & MW FRS 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 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 It, uplift at joint 8 and 302 lb uplift at joint 2. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. OPQUIN,VFW CENS'.� .� No 68182 -10 A%E%% Joaquin Velez PE No.68182 MITek USA, Inc. R. Celt 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date. February 25,2019 ,&WARNING-VdfydesignpsrameterseOd READNOTES ON MIS AND INCLUDEDMIFEKREFERANGE PAGE M&74M.. IQTG2015 BEFORE USE valid for use only with Mnek® connectors. This design Is based only upon parameters shown. antl Is for an Individual building component, not Hit a truss system. Before use, the bu ding designer must vasty the applicability of design parameters and properly Incorporate this design Into the overall buildingdoslgn. Bracing Indicated is to prevent buckling of Individual tmssweb and/or chord members only. Addihonaltempomryondpermanentbmcing M1Tek• Is always recurred for stablllfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, del very. erection and bracing of misses and truss systems. seeAtcampII QuaII1y Criteria, DS1419 and IICSI Building Component 69N Parke East Blvd. Safety InfannalbrsNallobie from Truss Plate Institute. 218 N. Lee Sheet Suite 312 Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T16340276 1565613-PACE-ESPINAL G05 Hip Girder 1 1 Job Reference (optional) Blunders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries. Inc. Sat Feb 23 05:14:55 2019 NAILED 3x6 = NAILED Scale=1:23.4 5x8 = 3x6 II -- -- - 3a5 it STI.5x8 STP= 5x8 = LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COL. 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.32 BC 0.09 W B 0.05 Matrix-SH DEFL. in Vert(LL) 0.02 Vert(CT) -0.01 Horz(CT) -0.00 (foe) Well L/d 7-8 >999 240 7-8 >999 180 6 n/a rya PLATES GRIP MT20 244/190 Weight: 61 lb 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 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (IWsize) 6=434/0-8-0, 2=598/0-8-0 Max Hom 2=117(LC 8) Max Uplift 6=-408(LC 4), 2=-511(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-618/643, 3-5=-382/477, 5-6=-621/651 BOT CHORD 2-8=-533(483, 7-8=-525/476, 6-7=-535/483 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. er ive loads. ent ned for a ve load 5) TThishis rtruss has been dess has been signed for a lie load of 20.Ops on.0 per bottom chard l the bottom irn aireas wheth any rle al rectangle 3-6-0 tall by 2-0-0 wide ` `llV (N chord all Will fit between the bottom chord and any other members. `� P,Q �0 ......... E '' F1 ��� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4081b uplift at joint 6 and 511 Ib uplift ai ��� • ; '�,� `SF•••, �� joint 2. 7) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �� NO 68182 •; 8) 'NAILED" indicates 3-1 Od (0.148"x3")'or 2-12d (0.148"x3.25•) toe -nails per NDS guidlines. * ; 9) Hangil or other connection device(s) shall be provided sufficient to support concentrated Inertia) 101 lb down and 95 Ib up at 3-0-0, and 101 Ib down and 95 Ib up at 6-9-4 on bottom chord. The design/selection of such connection device(s) is the "0 ' responsibility of others. •• ST 0 F 4(1 10) In the LOAD CASE(S) section, loads appliedtothe face of the truss are noted as front (F) or back (B). O'•, (4( LOAD CASE(S) Standard v ��i��F' 4 p R '•'••••' 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ��ss �,�� Uniform LoasVert:1-3I-70, 5-6=-70, 2-6=-20, 3-4= 70, 4-5= 70 Concentrated Loads (lb) Joaquin Velez PE No.68182 Vert: 3— 14(F) 5=-14(F) 8=-8(F) 7= B(F) 4=-14(F) 12=-15(F) MRek USA, Inc. FL Cert 6634 6904Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Q WARNING- Verity design parameters and READ NOTES ON TNLSANO INCLUDED MMEKREFERANCEPAOEMUI74 na,.. iaT3Q0158EFORE USE �e Design valid for use only with MRek® connectors. Mis design is based only upon parameters shown, and is for an individual building component, not �•y Ly�, a buss system. Before use. the building designer must verify the appllcabllity of design parameters and properly incorporate this design into Me overall bullding design, Indicated rs-p.Y Bracing is to prevent buckling of individual truss web 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 damoge. For general guidance regarding the WOW fobricalion,storage,delivery, erection and bracing of Musses and IRM systems, seeANSVIPII GuaIIW Cdleedo.D58-09 and BCSI Building Component 6904 Parka East Blvd. Safety Infonnatbrpvoiiabie from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type • Qry Ply T16340277 156561&PACE-ESPINAL HJ1 Diagonal Hip Ginter 4 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 LOADING (psQ TOLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.2 8.220 s Nov 16 2018 MiTek Industries. Inc. Sat Feb 23 05:14:56 2019 Scale = 1:10.0 3-6 1 ST1.5x8 STP= SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.26. Vart (CL) -0.00 24 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 2-4 >999 180 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n1a Na Code FBC2017/TPI2014 Matrix-P Weight: 111b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=87/Mechanical, 4=27/Mechanical, 2=182J0-5-11 Max Hom 2=89(LC 4) Max Uplift 3=-98(LC 9). 2= 129(LC 4) Max Gray 3=87(LC 1), 4=54(LC 3), 2=182(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope). gable end zone; 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 arectangle 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 98 lb uplift at joint 3 and 1291b uplift at joint 2. 6) "NAILED" indicates 3-1 Od (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 -70, 2-4=-20 IN No 68182 cr sip; ST OF :��/Z i ` Al �. Joaquin Velez PE No.68182 MIT& USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 OWARNING-Vsrlrydeslgnparemetersand READ NOTES ON THIS AND INCLUDED MrTEKREFERANCEPAGEM&7479rey. 107713,2015DEFORE USE. �■�" Design valid for use only with MITeM connectors. This design b based only upon parameters shown, and Is for on hdividual building component, not a trust system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall a•��[� building design. Bracing Indicated 6 to prevent buckling of lntlfvitlual tnsssweb and/or chord members only. Additional temporary and permanent bracing MiTek- salwaysrequired 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, seeANSUfpll Quality Criteria. DS6419 and SCSI Buetlhg Component 69M Palle East DWI. Safety Informatbmooilable from Trust Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamps, FL 33610 Job Truss Truss Type ' • pty Ply T76340278 1565613-PACE-EBPINAL HJ2 Diagonal Hip Girder 1 1 Job Reference o tional tfudders Firat5ource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:57 2019 Page 1 I D:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-W?VOKXpnpuGePG6j15Z6uJgUddi89NtbOGwROIaM7C -2-4-5 2-9-3 2-4-5 2-9-3 -1 3x4 = 3x8 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.00 2 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 Na ni BCDL 10.0 Code FBC2017/rP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.2 REACTIONS. (Ib/size) 3=-53/Mechanical, 2=356/0-10-15, 4=24/Mechanical Max Horz 2=99(LC 4) Max Uplift 3=-97(LC 19), 2=-273(LC 4) Max Gmv 3=96(LC 22). 2=356(LC 1), 4=47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. Scale = 1:11.4 16 PLATES GRIP MT20 244/190 Weight: 19lb FT=20% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 nopudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; 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 2) This truss has been designed for a 10.0 list 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 97 lb uplift at joint 3 and 2731b uplift at joint 2. 6)'NAILED" indicates 3-1 Od (0.148°x3') or2-12d (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 (pig Vert: 13=-70, 2-4=-20 Concentrated Loads (lb) Vert: 6=72(3)7= l(F) QUIN No 68182 L JoaQuln Velez PE No.68182 MITek USA, Inc, FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Q WARNING-Venry EeslSRPa ..tere.dREAD NOTES ON TNISANDINCLUDEDMITEKREFERANCEPAGEMIP74"3 is. iaN3,2015 BEFORE USE ' Design valid for use only with Maei� connectors. This design Is based only upon parameters shown, antl Is for an individual building component, not a In system. Before use, the burning designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lndlcated 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 antl truss systems seeANSU711 Quality Cdloda, DS"ll and BCSI Bultlbg Componont 6904 Pella East Blvd. Safety Inlomlatbnovallabie from Truss Plate Institute. 218 N. We Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type x Oty Ply T16340279 1565613-PACE-ESPINAL HJ3 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Builders RrstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:59 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYyIZ4F.SOd91CrlyW W MeaG5rW bazkmpYRH8dGNtsjPXIBziM7A -2-4-5 3-11-5 2.4-5 3-11-5 Scale=1:13.3 Plate Offsets (X,Y)— [5:041-3 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.65. Vert(LL)- -0.04 4-5 >974 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.05 4-5 >925 180 - BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Hoa(CT) -0,03 3 n/a h/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 20 lb FT= 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x8 SP 240OF 2.0E BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=248/0-10-15,.3=42IMechanical, 4=-21/Mechanical Max Ho¢ 5=177(LC 4) Max Uplift 5=-305(LC 4), 3=.65(LC 8), 4=-55(LC 19) Max Gray 5=284(LC 35), 3=62(LC 35), 4=71(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-5=-253/250 Structural wood sheathing directly applied or 3-11-5 oc pur ins, except end verticals. Rigid coiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a10.0 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 305lb uplift at joint 5, 65 lb uplift at joint 3 and 55 lb uplift at joint 4. 6) "NAILED' indicates 3-10d (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: 1-2=-70, 2-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 7=138(F=69, B=69) 8=98(F=49, 3=49) IN j N0 68182 --J3'•, 3OF : �lt/: Joaquin Velez PE No.68182 MITek USA, [no. FL Cart 6634 6904 Parke East Blvd. Tampa FL 23610 Date: February 25,2019 Q WARNWG-VerirytleslSnparamet.rs.dREADNOTES ON MIS AND INCLUOEDMREKNEFERANCEPAGEM&74nmr 16,1104?0156EFORE USE �■�- Design valid for use only with MITeM connectors. this design is based only upon parameters shown, and 6 for an Individual building component,not a hum system. Before use, the building designer must verify the appllcab0ily of design parameters and properly Incorporate this design Into the overall building design. Racing Indicated is W prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing ■.•+i��YF� MtTek- Isalways required for stability and to prevent collapse with possible personal mury and property damage. For general guidance regarding the fabrication, storage, dolWry, erection and bracing of harass and truss system% seeANSVIPI[ Cua1IBByy Crlodo, DSB-69 antl SCSI BuSBYry Compa ant Sooty Infrm ootbrlavoilable from Truss Plote Institute. 218 N. We Street, Suite 312, Alexandra VA 212 14. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ` Oly Ply T16340280 1565613-PACE-ESPINAL HJ4 Diagonal Hip Girder 1 1 Job Reference (optional) Builders MrstSource, Fort Piece, FL 34945 axe It 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:15:01 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYy1Z4F-OnlvAusHT7m4uu0Uyxd229r9KEyG5AIAJ1 UeM37iM78 Scale = 1:17.0 Plate Offsets (X Y)- 15:04-3 0-1-8) LOADING (psi) SPACING- 2-" C51. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.08 4-5 >886 180 BCLL 0.0 ' Rep Stress ]nor NO W B 0.00 Hom(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix-R Weight: 2616 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=28B/0-10-15, 3=136/Mechanical, 4=27/Mechanical Max Ham 5=228(LC 4) Max Uplift 5=-333(LC 4), 3=-159(LC 8), 4=-70(LC 5) Max Grav 5=346(LC 35), 3=136(LC 1), 4=80(LC 3) FORCES. (M) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-303/282 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 fast 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 333 lb uplift at joint 5,159 lb uplift at joint 3 and 70 lb uplift at joint 4. 6)'NAILED" indicates 3-1 Od (0.148°x3•) or 2-12d (0.148W.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 (plo Vert: 1-2=-70, 2-3=-70, 4-5=-20 Concentrated Loads (Ib) Vert: 7=138(F=69, B=69) 9=93(F=47, B=47) 10=8(F=4, B=4) O .. E N U IN ...C�� No 68182 % t�NAII Edo Joaquin Velez PE No.68182 MITek USA, Ina FL Out 6634 -69N Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Q WABNWG-V dyCeslgn PanmereraenCeE DNOTE5 ON WISANDINCLUDEDMR£KNEF£NANCEPAGEMIP?4nrev. laassis1015 BEFORE USE Design valid for use only with Mnek® 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 verity the applicobllBy of design parameters and properly Incorporate this design Into the overall buiidingdesign. Bracing Indicated is to. prevent buckling of individual tnssweb and/or chord members only. 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, se9ANSVnx11 Oualtly Criteria. DSB-89 and BCSI Building Component 6904 Parke East 13W. Safety Informemcrnvaflable from Truss Plate Institute, 218 N. We Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Dry Ply T16340281 1565613-PACE-ESPINAL HJ5 Diagonal Hip Girder 1 1 Job Reference (optional) Builders.RrstSource, Fort Piece, FL34945 3.8 II 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:15:02 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-szlHOENERttV2?gW f9HbMNKaeJNgd7KYhdCvVziM77 LOADING (psQ SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(L-) 0.15 4-5 >521 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.15 4-5 >525 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Cade FBC2017/7P12014 Matrix-R Weight: 29 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4SPNo.2 WEBS 2x8 SP 240OF 2.0E BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=318/0-10-15, 3=173/Mechanical, 4=46/Mechanical Max Horz 5=254(LC 4) Max Uplift 6= 367(LC 4), 3=-197(LC 8), 4=-84(LC 5) Max Grav 5=376(LC 35), 3=173(LC 1), 4=107(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-337/307 Structural wood sheathingdirectly 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch 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 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 367 lb uplift at joint 5, 197 lb uplift at joint 3 and 841b uplift at joint 4. 6)'NAILED' indicates 3-1Od (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 (plQ Vert: 1-2=-70, 2-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 7=138(F=69, B=69) 9=98(F=49, B=49) 10=8(F=4, B=4) %101 IN JO �aG E N SFCF2 No 68182 9 ST .. OF :41V �.S��NA11 E�0% Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ceti 6634 6904 Parke East Blvd. Tampa FL 33610 Dater February 25,2019 Job Truss pe ]7-Ty �PlyT16341565613-PACE-ESPINAL HJ7 Diagonal Hip Giber FW.�..ional banners rlrst6ource, Port Place, PL 3494b 8.220 s Nov 162018 MiTek industdos, Inc. Sat Feb 2305:15:04 2019 Pagel ID:QMGHgVGe6ryE1YuEMmJmnYyfZ4F-pLQ1owuAm2BflL93e3BIgnTe8SwplSec??61zOV M75 -24.,5 4-11-0 9-10-1 2-0-5 4-11-0 4-11-0 Scale=1:27.0 4ze i NHILtU NHILGU 2x4 Ni 4%6 =$ 3%12 MT20HS II NAILED NAILED NAILED LOADING (psi) TOLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Ship DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.79 BC 0.73 W B 0.35 Matrix-SH DEFL. in Ven(LL) 0.03 VerrCT) -0.03 Horz(CT) -0.01 (loc) I/deft Ud 6-7 >999 240 6-7 >999 180 6 n/a n/a PLATES MT20 MT20HS Weight; 581b GRIP 244/190 1871143 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 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 4=197/Mechanical, 2=491/0-10-9, 6=340/Mechanical Max Hom 2=315(LC 22) Max Uplift 4=-212(LC 4). 2=-489(LC 4), 6=-274(LC 8) Max Gmy 4=197(LC 1), 2=522(LC 35). 6=340(LC 1). FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-683/541 BOT CHORD 2-7=-621/590, 6-7=-621/590 WEBS 3-6=-643/676 NOTES- \11111111/� 1) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) end zone; cantilever left and right exposed Lumber DOL=1.60 \\ gable ; plate grip'DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. `,\�OP,QU(N •E ..... •'• 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. �� `S�`•••• 10 4) • 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-M wide : ,•'%,�C' will tit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. NO 68182 * ; •; 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 Ib uplift at joint 4, 489 lb uplift at joint 2 and 274 lb uplift at joint 6. 7)"NAILED" indicates 3-10d (0.148°x3°) or 2-12d (0.148'x3.25°) toe -nails per NDS guidlines. S T OF : 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O•.• �41 • �'.,�F'F< O P LOAD CASE(S) Standard p R ���%� 1) Dead Increase=1.25, Plate Increase=1.25 Un form Loadspl(balanced): OLumber Vert Concentrated Loads (Ib) Joaquin Velez PE No.68182 Vert: 9=138(F=69, B=69) 11=-165(F=-127, 8=-38) 12=98(F=49, B=49) 13=3(F=-7, B=4) 14=-60(fc=-38, B=-22) MITek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Q WARNING- V.1hydesfripimms fersand READ NOTES ON THLSANO INCLUDED Mr1ENREFE17A110EPAGEMII-74TJrev. 1131011li015 BEFOREUSE Design valid for use only with MBekW connectors. This design Is based only upon parameters shown, and 6 for an Individual building component, not a two system. Before use, the building designer must vo Me applicability of design parameters and properly, Incorporate two design Into the overall building design. Bracing Indicated IS to prevent bucNing of individual hum web 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 truss systems, seeANSBIPD Quaff. CdMda, Deld9 and SCSI Building Component' Safety InformaWaila tlorble from Truss Plote Institute. 218 N. Lee Sheet Suite 312 Ale%andrla. VA 22314. ��- MiTek' 69M Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type ` City Ply T16340283 1565613-PACE-ESPINAL HJ21 Jack -Open 2 1 Job Reference (optional) Nulaers rashbource, ran Face, rL J494b 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:14:58 2019 Page 1 ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-_C3mYtgPBCOVI OhVHp4LR W Dbrl?Sup7kd3f_mkziM7B 4-6-9 4-6-9 Scale = 1:16.9 3.8 II Plate Offsets (X Y)— I2:0-1-11 0-3-101 f5:0-3-4 0-1-21 15:0-M 0-3-101 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Wall Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber COL 1.25 BC 0.22 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.02 3 Na Na BCDL 10.0 Code FBC2017/TP12014 Marti Weight: 20lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x8 SP 240OF 2.0E BOT CHORD OTHERS 2x4 SP No.3 - REACTIONS. (Ito/size) 5=366/0-6-e, 3=116/Mechanical, 4=38/Mechanical Max Hom 5=194(LC 12) Max Uplift 5=-192(LC 12), 3=-135(LC 12) Max Glav 5=366(LC 1), 3=116(LC 1), 4=74(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-3207734 Structural wood sheathing directly applied or 4-6-9 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1), Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) 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 truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 Its uplift at joint 5 and 135 Its uplift at joint 3. `%%%%`�0PaG E N SF�F� No 68182 9•� Sl'FF OF :�ZU ,1If 1 111 A„ �1-.0 % Joaquin Velez PE No.68182 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 ® 1011NING-Vedrydeslgnpe.1ters and READ NOTES ON THISAND INCLUDED MREKREFEHANCEPAGEMX7V3... 1D�A;2015 aEFOREUSE. Design valid for use only with MfrekO correctors. This design Is bored only upon parameters shown, and 6 for an Individual building component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate }his design Into Me overall building design. Bracing Indicated is to prevent buckling of lndNidual truss web 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 remiss and truss systems, seeANSVTVI1 Quail?CrBode, DS849 and BCSI Building Component Safely Informafbmvoiiobie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. �' MiTek' 6904 East Blvd. Palle Tampa, FL 33610 Jab Truss Truss Type aY ply T1634D284 1565613-PACE-ESPINAL HJ31 Diagonal Hip Girder 2 1 �R&,mn,,00lonall oallaers rustoource, ran rlece, FL J4ugb 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:15:00 2019 Page 1 I D:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-waBXzYrgpeDGkr[PE6pW xI_IggpMId14N85gdziM79 Scale = 1:13.7 Plate Offsets (X Y)-- 15:0-4-3 0-1-8] LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 HOrz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-R Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x8 SP 240OF 2.0E BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=334/0-10-15, 3=72IMechanical, 4=3/Mechanical Max Horz 5=183(LC 4) Max Uplift 5=-073(LC 4), 3=-89(LC 8), 4=-36(LC 5) Max Grav 5=334(LC 1), 3=72(LC 1).4=46(LC 30) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-309/311 Structural wood sheathing directly applied or 4-2-3 cc pudins, except end verticals. Rigid ceiling directly applied or 10-M cc bracing. NOTES- 1) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch 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 373lb uplift at joint 5, 89 lb uplift at joint 3 and 36 Ib uplift at joint 4. 6) 'NAILED' indicates 3-1Od (0.1481x3') or2-12d (0.148°x3.25') toe -nails per NDS guidlines. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201b down and 201b up at 1-7-13 on top chord, and 2lb down and 12 lb up at 1-7-13 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 (plo Vert: 1-2=-70, 2-3=-70, 4-5=-20 Concentrated Loads (Ib) Vert: 7=69(F) 8=48(F=49, B=-1) `��•pPpui N r VF�4F,��� %S DENS No 68182 STl OF ;� V/ONAfi Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 -6904 Parka East Blvd. Tampa FL 33610 Data. February 25,2019 O WARNING- yetlrydea/Snparemererasod READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMIF7M.v. r0b.➢401SBEFORE USE �■�' Design valid for use only wlln MitekOconnectors. This design a based only upon parameters shown. and is for on lndiOdual building component. not 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 prevent buckling of lndMducl truss web and/or chord members only. Additional temporary and permanent bracing Is always requited for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fobdcailon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPII Cual jIIy Criteria.OSB419 and SCSI building Component Safety Informationwolable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondria. VA 22314. avYp� MiTek' 69M Parke East Eva, Tampa, FL 33610 Jab Truss Truss Type • pry Ply T76340285 1565613-PACE-ESPINAL K01 HIP GIRDER 1 2 Jab Reference (optional) Builders FrstSource, Fort Piece, FL 34945 8.220 s Nov 162018 MiTek Industries, Inc. Sat Feb 23 05:15:052019 Page 1 1D:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F.HY_000voxMGVMVkFBni_D77m3riz1 sLmEfssWgziM74 -2-0 7-1-0 10-0-0 14-2-0 15-10.0 1-B-0 44-0 247-0 2-11-0 42-0 lio 1 Zx[ t SX8 = NAILED 3 NAILED 20 11 5xB = 7x10 NAILED HTU26 NAILED HTU26 7x10 = HGUS26.2 Scale=1:3D.6 LOADING (psf) TCLL 20.0 TCDL 15.0 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 0.97 BC 0.61 WB 0.55 Matdx-SH DEFL in Vert(LL) 0.11 Vert(CT) -0.13 Horz(CT) 0.03 (foe) Well Vd 9-10 >999 240 9-10 >999 ISO 6 Na We PLATES GRIP MT20 244/190 Weight: 1761b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-2-10 oc pudins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=3670/0-8-0, 6=5720/0-8-0 Max Hom 2=-89(LC 32) Max Uplift 2=-2437(LC 8). 6=-2779(LC 9) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 6412/4323, 3-4= 7318/4624, 4-5=-7318/4624, 5-6=-7413/4064 BOT CHORD 2-10= 3626/5360, 9-10=3713/5455, 8-9=-344w6419, 6-8- 3382/6247 WEBS 3-10=-1432/1576, 3-9=-1135/2442, 5-9=-1434/1191, 5-8=-1082/2864 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x9•) nails as follows: Top ',fill F 111j, fififi V IN chords connected as follows: 2x4 - 1 row at 0-9-0 Do. Bottom `,`�OP(,�U �i �i chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. ; �� C Iiil `�� 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 i 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. NO 68182 * �• •. 4) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psk BCDL=5.Opsft h=15ft; Cat. II; Exp C; Encl., 7 GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 •�, 5) Provide adequate drainage to prevent water ponding. S F 6) This truss has been designed for a 10.0 pst 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 0 •• T ' will tit between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing capable of withstanding 24371b uplift 2 2779lb Q` ; ��� ice•. 0 R \ Q,.•` \ •"• • •" (3 ` plate at joint and uplift ` jointat 9) Use Simpson Strong -Tie HGUS26-2 (20-16d Girder, 8-16d Truss) or equivalent at 5-1-8 from the left end to connect tmss(es) to back face of bottom chord. 10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-10dxt 112 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 connect truss(es) to back face of bottom chord. 11) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-1 Odx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oo max, 6904 Parke Fast Blvd. Tampa FL 33610 gate: starting at 9-0-12 from the left end to 13-0-12 to connect tmss(es) to back face of bottom chord. o..H., x and D 12) Fill all nail holes where hanger is in contact with lumber. T 9 1 •' AWARNNG-VeHtydes/9npnrsmefersendREADNOTESONMISANDINCLUDEDMREKREFERANCEFAGEMM174MMK1D4lYlafSBEFOREUSE. Design valid for use only with MRek0 connectors. This design Is based only upon parameters shown, and S for an Individual building component, not a truss system. Before use, the building designer must verity me applicabllity of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of lri lduol hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with passible personal injury antl propene damage. For general guidance regarding the recreation, storage, delivery. erection antl bracing of trusses and loss systems seeMSVrPll Cuallty Crifel DSB49 and SCSI Buedi Component Safety Informations Joble from Truss Nate Institute,21B N. Lee Sheet. Suite 312. Alexandria, VA 22314. �� MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss ss Type a OlY Ply T76340285 1565613-PACE-ESPIN/ KO1 JH'IPGIRDER 1 2 Job Reference (opC 0 Builders FirstSource, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sal Feb 23 05:15:05 2019 Page 2 ID:OMGHgVGe6ryE1 YDEMmJmnYy1Z4F-HV_OOGvoXMGVMVkFBni_D??m3rlxl sLmEfss W qzjM74 LOADCASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 70, 3-5=-70, 5-7=-70, 2-6=-20 Concentrated Loads (Ib) Vert:10=-0(F) 9=-1454(B)8=-O(F) 13=-2006(B) 14=-1459(B) 15= 1481(B) 16=-1503(B) A WARNING- Verity design parameter antl READ NOTES ON TNISAND INCLUDED MmEKREFERANCEPAGEMX7473.v. 1d0.Y1015BEFOREUSE �■� Design valid for use only with MRek@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 vainly me applicability of di parameters and progeny Incorporate Rib design Into the overall buildingdesign. 9racingIndicated istoprevent buckling ofIndividual Muland/or chord members only, .Add1fonaltemporary and permanent bracing Is always required for stability and to prevent collapse wlh possible personal injury and property damage. For general guidance regarding Me fobrlcotlon, storage, all erection and bracing of trusses and Muss systems. seeANSVIPII CualyRyy Cdferio, DS349 and BC51 Building Component Safety Info rnotbrnvailoble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexoni VA 22314, +.I'%�p MiTek' 69M Parke East Blvd Tampa, FL 33810 Job Truss Tnus Type Gty Ply T16340286 1565613-PACE-ESPINAL K02 ROOF SPECIAL GIRDER 1 1 Job Reference o tional Builders FirstSource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:15:07 2019 Page 1 ID:GMGHgVGe6ryE1YuEMmJmnYyfZ4F-Dw6ARxx23ZW DcpteJCkT105Fzf_FVsn3hzLz4ziM72 2-9-15 6-8-0 10.6-1 13-4-0 2-9-15 3-10-1 3-10.1 2-9-15 Scale = 1:22.1 NAILED 4.24 12 4z6 _ - 4x6 = NAILED 3x4 = NAILED 3 10 4 11 5 NAILED 4x6 y NAILED 2 6 4x6 C 7 m m 1 6 12 9 3x4 = 13 14 15 8 16 C d' d NAILED NAILED NAILED NAILED NAILED d' 4x6 II 3x4 = 4.6 II LOADING (psf) SPACING- 2-M TOLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 SCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/rP12014 CSL TC 0.43 BC 0.62 WB 0.17 Matrix-SH DEFL. in Vert(LL) -0.08 Ved(CT) -0.19 Horz(CT) 0.02 (loc) Udell Ud 8-9 >999 240 8-9 >943 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 621b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Leh 2x6 SP No.2 1-6-7, Right 2x6 SP No.2 1-6-7 REACTIONS. (lb/size) 1=494/0-10-9, 7=494/0-10-9 Max Hoa 1=43(LC 38) Max Uplift 1=-279(LC 4), 7=-279(LC 5) Max Grav 1=545(LC 43), 7=546(LC 42) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 1-3=-1081/519, 3-4=-952/502, 4-5=-954/502, 5-7=-1083/518 BOT CHORD 1-9=-427/976, 8-9=-782/1362, 7-8= 398/957 WEBS 3-9= 59/307, 4-9=-485/405, 4-8=A85/405, 5-8=-59/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf 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 2791b uplift at joint 1 and 2791b uplift at joint 7. 7) 'NAILED" indicates 3-10d (0.148'x3°) or2-12d (0.148•1,3.25") toe -nails per NOS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1171b down and 50ib up at 2-9-15, and 1171b down and 50 its up at 10-6-1 on top chord, and 25 Its down and 16 Its up at 2-9-15, 19 Its down and 14111 up at 3-0-12, and 19111 down and 14 lb up at 10-3-4, and 25111 down and 16 Ib up at 10-6-1 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 ofthe 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=-70, 3-5= 70, 5-7=-70, 1-7= 20 Concentrated Loads (lb) Vert: 2=62(B) 6=62(B) 12--U(B) 16=44(B) oPQUIN V.. .� �i . ` GEAtS' �� F i No 68182 9 % ST OF :4/00. Joaquin Velez PE No.68162 MITek USA, Inc. FL Ced 6634 69114 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Q WARNING- Verirydesrgnp4r4m0erdand READ NOTES ON 7RISANU INCLUDED MITEKREFERANCEPAGEMIF7473 rev. ih113470168E ORE USE Design valid for use only with Mnek® connectors. ihb design Is based only 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 the overall building design. Bracing indicated 6 to prevent buckling of individual buss web and/or chard members only. Addiflonal temporary and permanent brocng /s M)Tek* Is always required for stablllfy and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fobrlcation, storage, delivery, erection and bracing of trusses and truss systems, seeANM/IPll Qua' Citterlo, DSB-59 and BC51 Building Component 69M Parke East Blvd. Safely InformDtbmvoilable from Truss Plate Institute, 218 N. We Street, Suite 312. Alezandda VA 22314. Tampa, FL 33610 Job Tess Thus Type + Oly Ply T76340287 1565613-PACE-ESPINAL M1 Common 1 1 Job Reference o lional Builders hlrstSourae, Yon Piece, hL 34845 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 46 = 3x8 II Scale=1:13.0 Plate Offsets_(XY)-- [2:0-1-40.1-8] [2:0-0-30.11-111 [4:0-1-40-1.81 [4:0-0-30-11-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loo) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (Ib/size) 2=265/0-4-0,4=265/0-4-0 Max Ho¢ 2=-47(LC 17) Max Uplift 2=-137(LC 12), 4=-137(LC 13) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-272/328, 3-4=-272/328 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 2 and 137 lb uplift at joint 4. PpUIN E N No 68182 �90: S A OF :441 0. �04 c6` � /c4 R I Q P C?N�.`,` INAm Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 QWARNING-Vedlydesff9. e.met.rsand READNOTES ON MIS AND WCLUDEDMREKREFERANCEPAGEM 7479mx. frLDa2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for on indvidual building component, not o truss system. Before use. Me building designer must verify the applicability of tlesign parameters and properly Incorporate this design Into the overall Wang design, Bracing indicated! B to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bmcing Is always required for stability and to prevent collapse wlth possible personal blury and property damage. For general guidance regarding the fabrication, storage, delivery. erection antl bracing of trusses and truss systems. seeANSUtPit Qualtltlyy Criteria. DS549 and BCSI Binding Component Sotety mfoenalbmvoiiobie from Truss Plot. Instill 21 B N. Lee street, Sune 312. Alexandria, VA 22314. MiTek' 6904 Palle Easl Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply T76340288 1565613-PACE-ESPINAL M2 Hip Girder 2 1 Job Reference (optional) Builders FirstSouroe, Fort Piece, FL 34945 8.220 a Nov 16 2018 NAILED 4x6 = 4.6 = 3.6 II 3.6 II LOADING (pso SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=265/0-4-0, 5=265/0-4-0 Max Horz 2=40(LC 12) Max Uplift 2=-167(LC 8). 5=-167(LC 9) Max Grav 2=265(LC 1), 5=267(LC 20) Industries, Inc. Sat Feb 23 05:15:10 2019 Scale: 1'=1' Cat. DEFL. in (loc) Well L/d PLATES GRIP TC 0.18 Vert(L-) 0.00 8 >999 240 MT20 2441190 BC 0.23 Vert(CT) -0.00 7 >999 180 WB 0.03 Horz(CT) 0.00 5 n/a n/a Matrix-SH Weight: 221b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (lb) -Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-302/203, 4-5=305/180 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and night exposed; 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1671b uplift at joint 2 and 1671le uplift at joint 5. 7) 'NAILED' Indicates 3-10d (0.148'x3') or 2-12d (0. 148'x3.25') toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-0=-70, 3-4=-70, 4-6= 70, 2-5=20 16 %%%.oPOWNlvF4c�,�4 CENS .�, .� No 68182 00: SOF :W p�--,%0 N A' 1��%,p 10 Joaquin Velez PE No.68182 Mli USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 Q WARNING-Vedfydeaign PMfamefersand READ NOTES ON MR MDINCLVDEDMREKREFEWNCEPAGEMIA749a®v. IDN320ISBEFORE USE Design valid for use only with M6ek9 connectors. This design Is based only upon parameters Mown and Is for an individual bu iding component, not a truss system. Before use, Me building designer must verify Me applicablllty of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse WIM passible personal Injury and properly damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems seeAN3VIPII Quality CMerla, OSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Infomsatbmvoilabie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Tnus Thus Type PlyT16340289 1565613-PACE-ESPINAL VO1 Valley r 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2x4 i 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:15:11 2019 Page 1 I D:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-6iLhGJ-Z7COf40BPY2pPSGFzGGSvRiLecbJAlUziM7_ 2x4 II 3 2x4 II Swig. 1:10.1 Plate Offsets (X Y)— 12:0-2-0 0-2-81 LOADING (psl SPACING- 2-M CSI. DEPL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) rlfa - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Mar YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/-rP12014 Matrix-R Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (11sta e) 1=138/3-9-8, 4=138/3-9.8 Max Hom 1=59(LC 12) Max Uplift 1=-34(LC 12), 4=-47(LC 12) FORCES. (Its) - Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-10-0 oc puffins, 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exteror(2) 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) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psi 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-" wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341Is uplift at joint 1 and 47lb uplift at joint 4. %OPpUIN , VFW E GNS No 68182 9 ST OF :14/Z .% •,�S'S�ONfR 110-"' % A� ����%` Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 A WARNING -Verity design parameters end READ NOTES ON MIS AND MCLUDED MREKREFEIlANCEPAGEMIN4YJ rev. 10WY1015BEFORE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and u for an Individual bullding 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 buliding deslgn. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only.. Addleonal temporary and permanent bracing MiTek' 3 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 muses and huss systems. meANSVrPIi Cualtly Crenb, DSB-99 and BCSI Bidding Component 69M Parke East BNd. Safety Inter nalbna lloble from Truss Plate Institute. 218 N. tee Street Suite 312, Alexantlrla VA 22314. Tampa, FL 33610 Job Truss Truss Type • aY Ply T16340290 1565613-PACE-ESPINAL V03 Valley 2 1 Job Reference (optional) builders Finaboufce, tort Piece, FL 3494b 2x4 i 8.220 s Nov 16 2018 MI f ex Industries, Inc. Sal Feb 23 05:15:11 2019 Page T ID:DMGHgVGe6ryE1 YuEMmJmnYyfZ4F-6iLhGJ_Z7COf4OBPY2pPSGFOyGUM Ri LecbJNUzi M7_ 2 3 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (roc) Ildeft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n1a - n/a 999 TCOL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n1a - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 2 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=62/1-11-8, 2=48/1-11-8; 3=14/1-11-8 Max Horz 1=34(LC 12) Max Uplift 1=-13(LC 12), 2=-37(LC 12) Max Gray 1=62(LC 1), 2=48(LC 1), 3=27(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 act pudins. BOT CHORD Rigid ceiling directly applied or 10-M no bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsh, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(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) Gable requires continuous bottom chard bearing. 3) This truss has been designed for a 10.0 pat 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ib uplift at joint 1 and 371b uplift at joint 2. IN CENS'.Z No 68182 T Abl T Tampa R. 33610 Date: February 25,2019 ®WARNING- Verity Leslgnparamefarsand READ NOTES ON THISANOINCLUDED MI/EKREFERANCEPAGEMIF7<7aray. 1410312015BEFORE USE Design valid for use only with MRekle connectors. This desgn S based only upon parameters shown, and is for an Individual building component, not a hu. system. Before we. Me building designer must venty the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with pcsvble personal injury and property damage. For general guidance regarding the fabrication, storage, all erection and bracing of busses and truss systems, seeANSIRP11 Quality CMeIIa. D8049 and SCSI Building Companaint 6904 Palle East BNd. Safety Informatbrnvoiiable from Truss Rate Melill 218 N. Lea Steel. Suite 312 Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply T76340291 1565613-PACE-ESPINAL VO4 Valley 1 1 Jab Reference (optional) tlWlaers trunbource, top niece, FL 34B45 8.220 s Nov 16 2018 MiTek Industries, Inc. Sal Feb 23 05:15:12 2019 Page 1 ID:OMGHgVGe6ryE1YuEMmJmnYylZ4F-auv3Uf7BUV8W iamb61Ke7To7wgnvA9borF2jEwaM6z 2x4 � 2x4 It 2 Scale=1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.29 Ved(LL) Na - Na 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Ved(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 Na Na BCDL 10.0 Code FBC2017/rP12014 Mal Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=145/3-11-8, 3=145/3-11-8 Max Harz 1=80(LC 12) Max Uplift 1=-30(LC 12). 3=-70(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 11 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and fight exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chard bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 1 and 70lb uplift at joint 3. ``%.OPQUIN f lF�,��' GENg'.1 .� No 68182 ri�••�. ST OF .� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6&t4 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 A WARl VisitydeagnpaameersendREADNOTES ONTNISANOINCLUDED MrrEKREFERANCEPAGEM6T4T9nv.]aNYlOSSHEFOREUSE. �■�'e Design valid for use onlyhuwith MBe&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 verity Me oppiicabllry of all parameters and properly Incorporate INS design Into Moverall bulldingdeslgn. Bracing Indicated Is to prevent buckling oflndNldualtussweb and/or chord members only, AdtliMonalfempororyondpelmenentbrocing ai":�iC■I pq IYIiTOW is always required for stablllty and to prevent collapse with posslble personal Niury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of to sses and truss systems, seeANS1TIPl1 CualM8yy CModo, b511-89 and BCSI BuSdhp CoMpaaint Sobs Tnformationavaill from Truss Plate Insfitule. 218 N. Lee Street Suite 22314. 6904 Parka East Blvd. Tampa. FL 33610 312 Alexandria. VA Job Truss Truss Type v ^ Oty Ply T16340292 NA 1565613-PACE-ESPIL V05 Valley 1 1 Job Reference (optional) Builders FirsilSource, Fort Piece, FL 34945 2x4 i 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:15:13 2019 Page 1 ID:OMGHgVGeeryE1 YuEMnUmnYyIZ4F.24TRh??pfpHNKkLnfSrtXhLAd4l Gvcm4voHnNziM6y 2.4 II Scale = 1:20.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in goc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 n/a n/a BCDL 10.0 Code, FBC2017/TPI2014 Matrix-P Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=235/5-11-8, 3=235/5-11-8 Max Horz 1=129(LC 12) Max Uplift 1=-49(LC 12), 3=-113(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-202/320 Structural wood sheathing directly applied or 5-10-4 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C E tedor(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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 49 lb uplift at joint 1 and 113111 uplift at joint 3. QU I N .1 No 68182 ST 0 OF %%%'''�%%V"�_ �"� Joaquin Velez PE No.68182 Mel USA, Inc. FL Cart 66M 6904 Parke Fast Blvd. Tampa FL 33610 Date: February 25,2019 Q WARNING -Vedfydesrgnp4remefem and READNOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIL74M rev. IDT342015BEFORE USE Design valid for use only with Milekgr 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 venty the applicability of design parameters and properly Incorporate MIs design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of Individual truss 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, seeANSU1P11 Qualey Citadel, DSB.89 and SCSI Building Component 6904 Perke East Blvd. Batty Informatbrnvoi clele from rural Plate Institute. 218 N. Ise Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16340293 1565613-PACE-ESPINAL V07 GABLE 1 1 ' Job Reference (optional) ,nnaers-irstsource, ton Piece, FL U4945 a 0 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:15:14 2019 ID:QMGHgVGe6ryE1 YuEMmJmnYytZ4F-W Hl pVLORQ7PExuw_DAM64utW eUUUe2_51ZXc 4x6 Scale = 1:17.6 8 7 6 2x4 i 2.4 h 2.4 11 2x4 It 2x4 C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TIC0.08 Ven(LL) n/a - n/a 999 TEDL 15.0 Lumber DOL 1.25 BC 0.07 Ven(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Hor4(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-2-12. (lb) - Max Horz 1= 61(LC 17) Max Uplift All uplift 100111 or less at joint(s) 1, 5, 7 except 8=-170(LC 12), 6= 169(LC 13) Max Gmv All reactions .2501b or less at joint(s) 1, 5, 7, 8, 6 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2441190 Weight: 321b FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins Rigid ceiling directly applied or 10-0-0 oc bracing. 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 ANSIITPI 1. NOTES- 1) Unbalanced root live loads have been Considered for this design. 2) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chard live load nonconcument with any other live loads. 5) `This truss has been designed for a live load of 20.Opst 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 beading plate capable of withstanding 100111 uplift at joint(s) 1, 5, 7 except Ut=lb) 8=170, 6=169. �aU IN G No 68182 00. ST OF :��/� iys`SEONA' "P% 10,4 Joaquin Velez PE No.68182 MITek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2019 0 WARNMG-Verilydesign Par4mef xs..READ NOTES ON TNISAND INCLUDED MNEKREFERANCEPAGEM1474nnn,. IDIDa2015SEFOREUSE. • Design valid for use only with MBelt®connectors. this design 6 based only upon parameters flown, and is for an individual building component not a truss system. Before use. the building designer must verify me applicability of tleslgn parameters and properly incorporate this design Into the overall bulldingdesign. Bracing Indicated istopreventbucklingofindividual trusswaband/or chordmemberscniy. 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, delNery, erection antl bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DS049 and BCSI Building Component Safety Informatbrpvoilabie from Truss Plate Imtitute, 218 N. Lee Street Sulte312, Alexandria. VA 22314. MiTek' 6904 Pade East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16340294 1565613-PACE-ESPINAL V08 Valley - 1 1 Jab Reference o tional Bauder. mrsraaurce, Fort Piece, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Feb 23 05:15:15 2019 3.4 = 2x4 is 2x4 Scale = 1:11.0 LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (roc) Wall Ud PLATES GRIP TELL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a - n/a 999 _ BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 1416 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 0o pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=180/5-2-0, 3=180/5-2-0 Max Horz 1=-31(LC 17) Max Uplift 1=-86(LC 12), 3=-86(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP'CHORD 1-2=-180/333,2-3=-180/333 ' NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope). gable end zone and C-C Corri zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber D0L=1:60 plate gnp 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide � II�IIt I I y JI, 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) 1, 3. ,&\ P,QU(N VFW F� �•�� E N S . NO 68182 STOF ((((((JJJJJJ * O 0NA� �� %%`%� Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; February 25,2019 ® WARNING- Vsd1Ydea11hpaemetesendREAONOTESONTN MDNCLUDEOMfrEKREFERANCEPAGEMX74TJmx.rNaa4015BEFOREUSE. �■�' Design valid for use only with MBelslsconnectors. This design is based only upon parameters shown and is for an individual building component. not 0 truss system. Before use, the building designer must verify Me applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUSRI Quality CMl DSB-89 and SCSI Balding Component Safety Informatbmvailable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. MiTek' 6904 Pecks East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y -lit rit- offsets are indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'As from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in M7ek 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 g� 7 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 wherebearingsoccur. 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 6-4-8 I dimensions shown Infideenihs t scale) (Drawings not o scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ]CC -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 ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek® Mfrek 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 BCSI. 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 materials on Inadequately braced trusses. 4. Provide coples of this truss design to the building 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 ANSUTPI 1. B. 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 fabricator. General practice is To camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions Indicated 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 purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling Is Installed, unless othemise 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/rPI 1 Quality Critedo.